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8.1 1st reading of AN ORDINANCE GRANTING A CONDITIONAL USE FOR A FINAL PLANNED UNIT DEVELOPMENT AND A FINAL PLAT OF SUBDIVISION FOR THE PROPERTIES LOCATED AT 1200 E. ALGONQUIN ROAD AND 1200 DEMPSTER STREET (PZ-13-22).
Mr�GauC �'d'+rt;�iect Subject Ist reading of ORDINANCE GRANTING c, SUBDIVISIONCONDITIONAL USE FOR A FINAL PLANNED UNIT DEVELOPMENT AND A FINAL PLAT OF •R THE PROPERTIES LOCATED AT 1200 E. ALGONQUIN ROAD AND 1200 DEMPSTER STREET (PZ -13-22). Meeting AR OF PROSPECT : • Fiscal Impact false Dollar Amount Budget Source Category NEW BUSINESS Type Action Item The Petitioner, TUR Ventures, LLC, is proposing a complete redevelopment of the Subject Property which would consist of three (3), 84 megawatt (MW) data centers totaling 566,767 square feet of gross floor area per building. The Petitioner, in conjunction with Commonwealth Edison (ComEd), is also proposing a substation to accommodate the energy use of the data centers. The Petitioner intends to enter into an easement agreement with ComEd, under which ComEd would construct and operate the substation. The data centers would occupy the former United Airlines campus (1200 E. Algonquin Road), and the substation would occupy the existing parking lot (1200 Dempster Street). Of the gross floor area, 2 of the 3 data centers would have 31,630 square feet of office space, and the 3rd data center would have approximately 26,600 square feet. Site Plan: As previously mentioned, each data center would occupy more than 560,000 square feet of gross floor area. In addition to the data center space, each building would consist of a truck loading dock (4 docks per building), associated parking, and office/administrative space. Access to the site would be served by a right in, right out, truck only access on Dempster Street, a full access on 1 Linneman Road, and a full access on Algonquin Road. Each full access area will have a security booth and require security clearance to enter. Site detention will be accommodated throughout the property. An 8' security fence would also surround the entire data center site. An 11' security fence is proposed to surround the substation area. Although the request is for PUD approval, the data centers meet applicable setback regulations per the I-1 Limited Industrial zoning district. Similarly, while the PUD tool allows for unified zoning control, the proposal is within the maximum lot coverage requirement for the I-1 district (maximum 75% impervious surface), at 68.1%. Parking: The Petitioner proposes 345 parking stalls, including standard stalls, handicap stalls, and parallel parking stalls. Per Village Code off street parking regulations, 1 stall per 1.5 employees plus 1 space per company vehicle is required, while office space is calculated separately. The Petitioner is anticipating anywhere between 75 to 150 employees per building. Given the employment range, anywhere between 474 and 586 parking stalls are required by Code. Per the Petitioner, the anticipated number of employees includes employees occupying the office space. Additionally, only up to 75% of the total of number of employees would be working during daytime hours. Each data center will require 24/7 surveillance and maintenance staff to be onsite, therefore during peak daytime hours, the parking demand will be significantly less than code requires. At the highest employment projection of 150 employees per building, peak daytime operation will require 338 total parking stalls. Therefore, staff is satisfied with the proposed parking stall allotment. Building Elevations: The Petitioner is proposing a significant level of architectural detail for an industrial building, and proposes several high quality finishes. Each entrance will incorporate a recessed paneling entry way with an all glass facade. Overall, finishes include a large amount of glass, stainless steel that insets into precast panel reveals, white metal paneling, anodized aluminum, multiple types of glazing, and a green wall which will hold cables of vines. Each building will be 52' tall with up to 29' tall parapets, for a total height of 81'. The equipment penthouses on each building are 27' tall, which will reach a total height of 79'. Rooftop Equipment: Each building rooftop will have 82 chillers and 49 generators to operate the data center at normal capacities and in the event of an emergency or power outage. The generators are to be located in penthouses on two sides of each building. Two generators will be located in a single concrete room. Inlet air will flow from the louvers on the chiller side of the penthouses, across the generator engine casing, and into the inlet side of the radiator fan. The 82 chillers will be screened from view via a 29' sound barrier/parapet wall. 2 Accessory Structures: Several accessory structures are proposed on the roof of each building, at grade level, and below grade in the event of an emergency or power outage to keep the data centers and electrical infrastructure operating. A total of 18 battery powered thermal storage tanks, and 3 fuel oil polisher sheds are proposed at grade level. A total of 30 underground diesel fuel storage tanks are proposed. Each underground tank will be between 15' and 20' below grade. The thermal storage tanks are required to help cool the data center's system, including its servers. In the event of an outage, the pumps utilize water and a 30% propylene glycol solution within the tanks to cool the systems until the backup generators can run the chillers that ordinarily cool the system. The at - grade tanks are proposed to be 44.75' tall to the top of the ladder, and 13.17' wide. The fuel oil polisher sheds are a supplement to the rooftop generators in case of a power outage. During a power outage, the backup generators provide electricity to the system. As the generators run on diesel fuel, and outages are rare, the fuel must be periodically polished to remove water (that naturally accumulates from humidity) and prevent sediments from settling. Within each shed are mechanical pumps, valves, and a fuel oil polisher. The pumps periodically cycle the fuel from the underground fuel tanks to the fuel oil polisher to remove the water from the fuel. Similarly, below grade, storage tanks hold diesel fuel in the event of a power outage. Total fuel storage accounts for up to a 48 hour power outage. The below grade storage tanks are proposed to be 10.33' wide by 24.1' long, and are made of fabricated materials specifically tested for diesel fuel storage. ComEd u s a io : To power each of the 84 megawatt (MW) buildings, a new substation is proposed to be constructed and operated by ComEd at the southeast corner of Dempster Street and Linneman Road within the Subject Property. Wiring and utility connections are proposed to be fully underground, and will be tied in from the ComEd utility properties that exist within much of South Mount Prospect, to Linneman Road, and will tie in to the northeast corner of the Subject Property (to the east of Linneman Road). The tallest equipment from the substation will be 86', which is a skinny static mast, but the majority of the equipment will be below 30' in height. Other notable equipment to be located within the substation includes high busses, transformers, and a pre -fabricated metal control enclosure. Extensive landscaping is proposed along the northern area of the substation to screen the substation equipment from surrounding properties. Landscaping: The Petitioner submitted a landscape plan which is intended to screen the proposed buildings and substation from the adjacent residential as KI much as feasibly possible. In total, 257 new trees, 2,323 new shrubs, and over 500,000 square feet of sod is proposed onsite. The southeast corner of the site will feature a circular path, bench seating, and a thoughtful landscape mix. In conjunction with the Public Works Department, as many existing trees will be preserved as possible. Traffic: The proposed use generally has a much lower employee count compared to other uses utilizing the same amount of gross floor area. Site access is clear and will be well defined by signage. Primary access for all in -bound trucks is proposed off Algonquin Road via a full access entrance and exit. Secondary passenger vehicle access will be provided from Linneman Road. Trucks will be allowed to exit only through the Linneman Road access. The right in, right out access on Dempster Street is intended to be for emergency use only, and will be controlled by an emergency gate. The previous United Airlines headquarters at one point housed over 3,500 employees. The proposed use will have a considerably lower impact on traffic in the surrounding area. The Petitioner also prepared a traffic impact study to evaluate the proposed use's impact on the areas roadways. The traffic study suggests the project will have little effect on the operations of the area roadway network. The study also proposes the following recommendations: • A dedicated right -turn lane be installed on Algonquin Road going westbound at the proposed site access driveway. • Painted medians along Linneman Road and Algonquin Road be restriped to provide a separate left turn lane (Linneman Road) and a two-way left turn lane on Algonquin Road. • Stop signs be installed for existing traffic at both site access driveway. • Provide a single wide inbound lane and two outbound lanes, striped for separate right and left turn lanes at the Algonquin Road access point. Public Improvements: The proposed development would have pedestrian access via multi use paths on all three frontages, which will connect pedestrians to the retail uses at the intersection of Algonquin Road, Dempster Street and Busse Road, to Kopp Park and the trail within the ComEd right of way adjacent to Kopp Park. In addition, the development will provide direct or indirect pedestrian connections to several Pace bus stops for routes running southbound along Linneman Road and eastbound/westbound along Algonquin Road. These improved connections would directly impact Route 230 (southbound along Linneman Road), and Route 606 (eastbound/westbound along Algonquin Road). These 4 improvements are in addition to park upgrades at Kopp Park as noted in additional detail below. Phasing: Should the project be approved, the Petitioner is projecting that permit review and approval by all applicable entities would not be completed until mid - 2022. Further, demolition of the existing campus would not be completed until the 4th quarter of 2022, and the Petitioner plans to construct one data center at a time, the first being the southwestern building. Each building would take 18 months to construct, thus the first data center is proposed to be operational by the end of the first quarter of 2024. The 3rd data center is projected to be completed and operational by the 4th quarter of 2026. Economic pact: As noted previously, each building will create between 75 and 150 permanent, high skilled, high -earning jobs, with an estimated average annual salary of $70,000 and up. Employees include mechanical engineers, electrical engineers, computer engineers, security personnel, maintenance personnel, and real estate property managers. In total, the Petitioner is proposing to invest $2.5 billion (not adjusted for inflation or increase in labor or materials) into the Village. During construction, it is estimated that demolition of the existing campus will take up to one year, and each data center takes approximately 18 months to construct. During demolition and construction, the Petitioner estimates up to 900-1,000 construction personnel on-site, totaling approximately 2,116,109 labor hours. If labor hours are multiplied into the construction of all three buildings at typical hourly wages for project management, electrical, mechanical, architectural, structural, and civil related workers & contractors, this accounts for over $630,214,065 total salaries paid throughout the entirety of the project. Each building produces up to 84 megawatts (MW) of energy, which in turn creates utility taxes for the Village. Although preliminary estimates, utility taxes are expected to return up to $1-$2 million annually when the centers are fully operational, which in turn allows the Village to upgrade infrastructure and provide other public improvements throughout Mount Prospect. Long Range Planning: The reuse or redevelopment of the United Airlines campus has been a priority for the Village since the property was annexed in 2017. The 2017 Comprehensive Plan, which is a guiding document for future development for the Village, notes this property as a mixed use district' within the future land use map. The primary uses under that category include heavy industrial, manufacturing, and warehousing. Further, the 2017 Comprehensive Plan promotes minimizing the impact on traffic congestion, enhancing walkability, 5 and including streetscape, safe connections, landscape features, and pedestrian amenities for any new development. The proposal meets all of these goals. The 2020 Connect South Mount Prospect Sub -Area Plan offers an opportunity sites map that prioritizes development sites in the study area. The plan prioritizes the Subject Property as the number 1 opportunity site and recommends warehousing or an industrial park, and notes the existing property is underutilized. The proposal meets all of the plans recommendations for the redevelopment of the Subject Property. Finally, the Village's 2021-2022 Strategic Plan is a working document that is approved by the Village Board and provides staff a collection of goals, policies, and priorities to adhere to and complete for the specified calendar year. The plan identifies creating a direction for the United Airlines Property as a high priority policy agenda item. Impacts on Adjacentro r i s: Overall, the Petitioner has demonstrated a commitment to fully abiding by, and meeting all regulations set forth by local, state, and federal entities. Below is an assessment on the proposed impacts: Noise: The Petitioner submitted an acoustic and noise study, which analyzed the noise from the rooftop chillers and generators on each of the three proposed buildings. Village Code allows sound frequencies at ten different octave band frequencies, measured in decibels (dB). dB sound pressure levels are unweighted. dBA levels are "A" weighted according to the weighting curves to approximate the way humans hear sound or noise. To properly attribute weighted decibel levels to Village Code standards, logarithmically, limits are weighted to a daytime dBA of 56, and a nighttime dBA of 52. Village Code also restricts any noise level within any I-1 limited industrial property from exceeding 71 dBA. For reference, 52-56 dBA sound is similar in intensity to an electric fan, hair dryer, or a running refrigerator. The Petitioner has not requested to waive any noise requirement set forth by Village Code. Noise muffling measures the Petitioner has proposed includes sound wall barriers, penthouses for generators, an insulated metal panel system in the penthouses, "hospital -grade" silencers for the generator exhaust pipes, 5' parallel baffle silencers within the penthouses, and 12" acoustical louvers on the sides of the penthouses. Emissions: The proposed generators are diesel powered that emit particulate matter when operable. The Petitioner is proposing to install a selective catalytic reduction (SCR) system on each generator that will reduce overall emissions. Additionally, the Petitioner will use a 32.5% concentrated urea solution (urea is a non -hazardous substance stored in underground tanks) to remove nitrous oxide from the exhaust. To accomplish this, 6 underground urea tanks are proposed. 11 The generators are only used in the event of an emergency or power outage, however each generator will be periodically run for testing 5-8 hours per year. The Petitioner is also required to obtain a permit from the Illinois Environmental Protection Agency (IEPA) and will have to meet all of their established criteria for allowable emissions from the generators. Plat of Subdivision: Along with the PUD request, the Petitioner is also proposing a plat of subdivision which would subdivide the main campus of the Subject Property into 4 lots. The 6 -acre lot east of Linneman Road) would remain its own lot, and be operated by ComEd. Each of the three buildings would occupy their own lots, with the 4th lot as the common area of the project. Because each data center parcel is proposed to be landlocked, the Petitioner has submitted a declaration of covenants document which ensures the orderly and harmonious function of the proposed lots should they be sold off in the future. Staff and the Village's legal team have reviewed the final plat and declarations document, and have determined each document meets the standards and regulations of the Village Code, and allows for proper access and maintenance of the common area (lot 4). Preliminary PUD and Preliminary Plat of Subdivision ApprovalProcess: The case was heard at the Planning & Zoning Commission on December 9, 2021. During the meeting, discussion primarily centered on nuisances to adjacent properties, the economic impact to the Village, and the donation to the Mount Prospect Park District. The Petitioner stated that all regulations and requirements set forth by the Village's zoning and development codes would be met, and that the noise mitigations measures will assist in meeting those regulations and requirements. The Planning and Zoning Commission recommended approval by a vote of 5-0 on December 9, 2021. Prior Village Board Meeting. Village Board approved the ordinance granting the preliminary plat of subdivision and a conditional use for a PUD by a vote of 6-0 on December 14, 2021. In addition, an reimbursement Resolution related to future TIF expenditures and also adopted a Cook County 6b Resolution for the subject property. Additional details related to financial contributions from the Village and from the Petitioner are included on the Term Sheet item on the June 21st agenda and will be contained in a redevelopment agreement. Changes in the Project from rli inary to FinalApproval: Minor changes were conducted on the building plans and renderings related to the project. Most notably, several minor changes were done related to modifications in underground utility duct banks. These changes include; minor shifts in drive aisle alignments, the underground fuel tanks or ORD1 (southwest data center) were shifted to the northwest corner of ORD1, underground fuel tanks and fuel polishing sheds shifted 7 from the south fagade of ORD2 (southeast data center) to the north fagade of ORD2, and the underground urea tanks shifted slightly to the west on the northern facade of ORD2. Other changes include shifting the guard house outside of the Algonquin truck rejection turn area to create a 180 degree turnaround, the Algonquin entrance was widened to include a car and truck lane (which will reduce backup queuing of passenger vehicles while awaiting delivery truck entry authorization), the Algonquin entrance drive was revised to meet IDOT dimension standards including a mountable median due to the entrances width, the stormwater basin perimeter was changed from sloped to walled basins (this change can be seen from the new renderings), and there were minor building locational shifts on ORD1 and ORD3 (northern data center) to better fit foundation landscaping and the associated sidewalk. With respect to the ComEd substation parcel, a few minor changes were made including a stormwater related change from an underground vault to a walled basin on the northern section of the parcel, and a few equipment layout changes which allowed the access drive to shift to the west giving adequate space to place the walled basin, which in turn also provided more detention volume while providing additional open surface. TIF District Establishment. On May 3, 2022, the Village Board voted to approve a new Tax Increment Financing (TIF) District in South Mount Prospect, which includes the Subject Property. On December 12, 2021, the Village Board adopted a Resolution declaring intent to reimburse expenditures for the TIF in advance of its adoption to ensure projects such as this would remain eligible for funds. This project and request would not be possible but for TIF funds, and therefore the TIF area can benefit from the additional increment created from the project in the future. Anticipated improvements to the TIF area, which are due in part to the proposed development, include infrastructure upgrades to stormwater & sanitary sewers, conversion of previously unincorporated properties from septic and well to Village water, and utility upgrades to accommodate the proposed development and future growth and redevelopment in the area. Further, the Petitioner will be donating $2,000,000 to the Mount Prospect Park District (via payment to the Village) for facility upgrades at Kopp Park with the installation of synthetic turf fields. Other off site improvements include sidewalk and multi -use path connection enhancements and streetscape improvements. Staff Recommendation: Staff has reviewed the Petitioner's request for a conditional use for a final PUD and final plat of subdivision and is supportive of the request. The proposal takes advantage of an underutilized site in South Mount Prospect, and is a high quality light industrial development. The project's long E-3 term benefit to the Village is significant, and will positively impact residents and existing businesses within South Mount Prospect. The proposed use is compatible to the area, with a data center located directly to the west of the Subject Property, and the development meets all long range planning and policy documents related to the site. Finally, only small changes have occurred since preliminary approval, therefore staff is supportive of the final PUD and final plat of subdivision request. Planning i Commission: At the Planning & Zoning Commission meeting on June 9, 2022, the Commission recommended approval of the request by a vote of 5-0. Besides clarifying questions from the Commission, no member of the public or Commissioner shared any concerns related to the request. Further, staff has not received any public comment related to the request for final approval. Waive Second Reading: The petitioner is requesting that the Village Board waive the second reading and take final action at the June 21, 2022 meeting. Alternatives 1. Approve a final plat of subdivision title ""Planned Unit Development Mount Prospect Technology Campus Final Plat of Subdivision" 2. Approve a conditional use for a final planned unit development (PUD) consisting of three (3) data centers, each totaling a gross square footage of five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, three hundred forty five (345) parking stalls, and a ComEd operated substation, subject to the conditions listed in the attached Ordinance. 3. Action at the discretion of the Village Board. Approval • 1. A final plat of subdivision titled "Planned Unit Development Mount Prospect Technology Campus Final Plat of Subdivision" 2. A Conditional Use for a final planned unit development (PUD) consisting of three (3) data centers, each totaling a gross square footage of five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, three hundred forty five (345) parking stalls, and a ComEd operated substation, subject to the conditions listed in the attached Ordinance. ATTACHMENTS: Plans. pdf Staff Report. pdf E7 Ad min istrative_Content.pdf Tech nical_Reports. pdf Ord. 6599 (Preliminary PUD and Preliminary Plat of Subdivision Approval).pdf Final Plat of Subdivison.pdf Waive 2nd Meeting Request.pdf Minutes (final approval).pdf Minutes (preliminary approval).pdf Final PUD Ordinance—Village 6 17 2022.pdf ii F W ° fpimnfjf 6j fr El �� a E b cj 0 Cl) H W a W U LL J U W H V Q z LU LU U LL O z Q 5. 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E 0go - 3 m` o c E u U a s E E 3 0 y E N 3 3 E D E y d E E E E E a E a m o 0 0 0 0 0 t� E E Q a o 3 d 3 a z a u Q 0 0 0 0 E'' i u u u u u u w w 3 �n u c o a u O > >> u LL> LL d m >>>>> o m u m Z O Q W J W H Z O w U - t Z O Q W J W W 0 Fn Z O Q W J W Q W w N Z 0 Q W J W W 0 Fn 0 U O K U Q FO t/J � O' F U O dim u �I s III � -�- - -Q - -, --- --- aV o JI 0 a� dim O.o} T T i T T T Qg i.- - — — — — — — - _I- —- _- IL_ -. --.I—..— --. —.. 1..—.. a` i d - 4--j II - - - - -------- -------- - I� J o ---------------------- - - -i - ----------- - - - - -I ITI - - - ------------ - - III - - - T P 41 I I I I I I °P August 19, 2021 Mr. Donald E. Dixon, PE Senior Associate/Senior Engineer Gewalt Hamilton Associates, Inc. 625 Forest Edge Drive Vernon Hills, IL 60061 RE: Tree Inventory and Report UAL Campus Parcel 2, Lot 1 Mt. Prospect, IL Dear Mr. Dixon, The following is the tree inventory listing and report for the UAL campus, Parcel 2, Lot 1, located in Mt. Prospect, IL. All trees measuring 4" caliper and larger were tagged and included within the inventory. Per Mt. Prospect ordinance 9.705, the definition of caliper is "The diameter of a tree measured at six inches (6") above ground level. Caliper measurements are typically used to report the diameter of trees that are less than three inches (3") in diameter at 4.5 feet above ground level." All trees larger than 3" in diameter at 4.5 feet above ground level were measured for diameter at 4.5 feet above ground level (Note: The standard measurement in forestry is d.b.h.—diameter at breast height or 4.5' above ground level). Several multi -stemmed trees, such as serviceberry, were measured in foot heights, which was designated by fh in size column. A total of four hundred and twenty nine (429) trees were included within this inventory using tag #'s 1- 429. The following inventory listing and report will describe each tree in detail by tag number and the site in general. Sincerely, URBAN FOREST MANAGEMENT, INC. f Todd R. Sinn Senior Forester 4.0 Rr, ul , 22, `jil , 207 1 ox Rivcii Grcwu, 11lhnoi, e`,OCO 81,17 5 r 9708 AX 1147 516 971VI 57 TREE INVENTORY & REPORT UAL CAMPUS, PARCEL 2, LOT 1 MT. PROSPECT, IL August 19, 2021 Prepared by: URBAN FOREST MANAGEMENT, INC. 960 Route 22, Suite 207 Fox River Grove, IL 60021 (847) 516-9708 CONTENTS Item Background and Methodology General Comments III. Tree Inventory Page No. I. Background and Methodology A tree inventory was conducted on the UAL campus, Parcel 2, Lot 1, located in Mt. Prospect, IL. All trees measuring 4" caliper and larger were tagged and included in the inventory. Tags were nailed on the north face of the tree at eye level. In smaller multi -stemmed trees, the tags were zip tied to one of the larger leaders. On the row of eastern red cedars located along the northwest fence, the tags were nailed on the south face in order to access the trunks more easily. Trees were evaluated for species, size, condition, form and any observed problems were also noted. The following is a key for interpreting the condition and form data found on the tree inventory listing: Condition Rating - The condition of the trees shall be based on a six (6) point scale and one (1) being the best and six (6) being the worst. Rating Description General Criteria 1 Excellent The tree is typical of the species, has less than 10% deadwood in the crown that is attributable to normal causes, has no other observed problems, and required no remedial action. 2 Good to Fair The tree is typical of the species and/or has less than 20% deadwood in the crown, only one or two minor problems that are easily corrected with normal care. 3 Fair The tree is typical of the species and/or has less than 30% (average) deadwood in the crown, one or two minor problems that are not eminently lethal to the tree, and no significant decay or structural problems, but the tree must have remedial care above normal care in order to minimize the impact of future stress and to insure continued health. 4 Fair to Poor The tree is not typical of the species and/or has significant problems such as 30-50% deadwood in the crown, serious decay or structural defect, insects, disease or other problems that can be eminently lethal to the tree or create a hazardous tree if not corrected in a short period of time of if the tree is subjected to additional stress. 5 Poor The tree is not typical of the species and/or has over 50% deadwood in the crown, major decay or structural problems, is hazardous or is severely involved with insects, disease, or other problems that even if aggressively corrected would not result in the long term survival of the tree. 6 Dead Less than 10% of the tree shows signs of life. Form Rating - Subjective evaluation comparing tree with specimen tree of the same species. Form classes are the same as those listed above under condition, with the exception of number 6, which translates to 'very poor form'. Typical form defects might include multiple leaders, no leader, lean, one sided crown, trunk crook, etc. 60 II. General Comments A total of four hundred and twenty nine (429) trees were inventoried on the property using tag numbers 1 - 429. Species inventoried included Norway maple, red maple, silver maple, sugar maple, black alder, serviceberry, river birch, paper birch, hackberry, redbud, cockspur hawthorn, honeylocust, Kentucky coffeetree, eastern red cedar, osage-orange, crabapple, Colorado blue spruce, Austrian pine, white pine, sycamore, pear, pin oak, weeping willow, basswood and hybrid elm. The most common species inventoried was eastern white pine with 14.9% of all species inventoried, followed by Austrian pine with 13.8% and crabapple with 10.5%. It appears that all the trees have been planted on this property, none having seeded naturally on the site. The property is roughly bounded by Dempster Street on the north, Linneman Road to the east, Algonquin Road to the south and Parcel 1, Lot 1, to the west. The property contains several large, multi -story commercial buildings with adjacent asphalt parking lots and roadways between each of the buildings. A large pond is located between several of the buildings. Most of the trees are located in maintained turf settings or landscaped beds. No natural understory exists on the site. It appears that most of the inventoried trees had been maintained in the past, but not recently, and most of them contain varying degrees of deadwood, decay or structural issues. Approximately 34% of the trees were in fair/poor or worse condition at the time of the inventory, with sixteen (16) of these dead. Many of the Austrian pine have diplodia tip blight and some of the spruce have cytospora canker. Several of the basswood and maples have canker. Trees noted as having canker issues should be reviewed periodically to determine if the problem is spreading. Canker is generally the result of a wound that has been invaded by a fungal or bacterial pathogen. Sometimes cankers can girdle and kill a tree. In other instances, the canker creates a structural weakness that can result in breakage due to storms or high winds. Several different species of trees had girdling roots, such as Norway maple, sugar maple and Austrian pine. Girdling roots are a structural defect that are either inherent to some species (maple), or often can be traced back to nursery production practices, planting practices (twisting a tree to fit into a planting space, not cutting down wire planting baskets), or the tree's reaction to obstacles such as curbs. These are roots that encircle the base of the tree and gradually cut off the vascular system of the tree as it grows. 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J 45° 300° K / L F 292.5' 66.5' L 270° — 90` - AB G 247.5' 112.5' L L 120° K J 225'135' ^ 210' — C H(16) 2" POUR FOAM K 202.5' 157.5' INSULATION W/ L 180' L STEEL OUTER WRAP E PLAN VIEW DESIGN DATA TOTAL CAPACITY — 33,000 GALLONS WORKING CAPACITY — 28,600 GALLONS TYPE — VERTICAL ASME PRESSURE VESSEL NO. REQ. — TWO MAX. ALLOW. WORKING PRES.— 80 PSIG @ 140 °F MAX ALLOW. EXTERNAL W.P. — — PSIG ® — F MIN. DESIGN METAL TEMP — —20°F @ 80 PSIG HYDROSTATIC TEST PRESSURE — 104 PSIG CORROSION ALLOWANCE— NONE POSTWELD HEAT TREATED — NONE RADIOGRAPHY — LONGITUDINAL SEAMS: FULL PER UW -11(b). CIRCUMFERENTIAL SEAMS: SPOT PER UW-11(a)(5)(b) HEADS — 0.3611" MIN., A" NOM. SA516 GR 70 ASME 2:1 ELLIPTICAL SHELL — J" NOM. SA516 GR 70 SKIRT — 3/8" BASE RING — J" THK. SEE DRAWING 114591-2 FOR DETAILS INT. FINISH — HIGHDROO LINER PLUS — INTERIOR COATING PER AWWA D-102 ICS 4 — 25 MILS CONSTRUCTION — BUTT WELD INSIDE & OUTSIDE ALL TANK FABRICATIONS TO BE IN ACCORDANCE WITH ASME SECTION VIII, DIVISION 1, 2019 EDITION, ALL SHELL, HEAD, FITTINGS AND MANWAYS TO BE WELDED TO BIGBEE STEEL WELD PROCEDURE PER DRAWING F11151 HIGHLAND TANK SERIAL # -- INSULATION WRAP DESIGN DATA PURPOSE — TO CONTAIN THE INSULATION ONLY; NOT A TRUE DOUBLE WALL TANK MATERIAL — ASTM A36 THICKNESS — 1/4 MIN. CONSTRUCTION — LAP WELD OUTSIDE ONLY INSULATION — 2" THICK POURFOAM TEST — NONE REQUIRED APPLY Y SPRAY FOAM NSL LA7M M THE 90T= HEAD EXT. FINISH — SP6 BLAST, THREE PART SYSTEM PER AWWA D-102 OCS 5. PRIMER: CHEMPRIME: 3001 (4-8 MILS DFT). INTERMEDIATE: CHEMPRIME 3001 (4-8 MILS DFT). TOP COAT: WHITE CHEMTANE 3300 (2-3 MILS D FT) NOTE: ALL RIGHTS RESERVED. THIS DRAWING MUST NOT BE REPRODUCED IN ANY FORM WITHOUT THE WRITTEN PERMISSION OF HIGHLAND TANK®. HIGHLAND TANK® SHALL BE RESPONSIBLE ONLY FOR ITEMS INDICATED ON THIS FABRICATION DRAWING UNLESS OTHERWISE NOTED. CUSTOMER IS RESPONSIBLE FOR VERIFYING CORRECTNESS OF SIZE AND LOCATION OF FFTNGS, ACCESSORIES, AND COATNGS SHOWN ON THIS DRAWING. TOUCH UP OF FINISHED PAINT IS REQUIRED BY INSTALLATION CONTRACTOR. TOUCH UP PAINT SHIPPED SHIPPING LUGS AS DRAWING 1 OF 7 114591-1 TANK LAYOUT 114591-2 LEGEND & BASE RING DETAIL. 114591-3 UPPER INLET DIFFUSER DETAIL. 114591-4 LOWER SUPPLY DIFFUSER DETAIL. 114591-5 SKIRT ACCESS & HOLD DOWN. 114591-6 HANDRAIL & LADDER DETAIL. 114591-7 FALL PROTECTION DETAILS. U — ---- 8/7Z201003 4-mmaliTalk— UNLESS NOTED, TOLERANCES ARE +/- 1' 33,000 GAL 150"0 ASME VESSEL CUSTOMER: VITAL_ FUELS PROJECT1CLOUD HQ MCC6 MANASSAS, VA QUOTE ND; 480509 CHK'D BY, 1/a° = 12° 7/zs/zo 003 1 1 4 5 9 1— 1 0" \ SAFETY SWING / Q GATE / N N N 270' I - N = 90' .. co CUSTOMER TO SUPPLY LADDER LOCATIONS PLAN VIEW �� 1» SQ, TUBING TYP. W J o TANK TOPS SECTION VIEW A -A = SCALE: 21311=11-01, DRAWING 5 OF 7 114591-1 TANK LAYOUT 114591-2 LEGEND & BASE RING DETAIL. 114591-3 UPPER INLET DIFFUSER DETAIL. 11459 1 -4 LOWER SUPPLY DIFFUSER DETAIL. 114591-5 SKIRT ACCESS & HOLD DOWN. 114591-6 HANDRAIL & LADDER DETAIL. 114591-7 FALL PROTECTION DETAILS. DESIGN DATA TANK MATERIAL —MILD CARBON STEEL (2) }" ANCHOR FINISH — SAFETY YELLOW BYLTS OTHERSPLIED LEGEND C D C A ANGLE 2" x 2" x J" (SIDE RAILS) _ i B 1 "0 ROUND BAR (LADDER RUNGS) � � A SAFETYANGLE 3 x 3 x x 1 ANCHOR BOLT SWING C CLIPS) SEE DETAIL C GATE za" D F.B—2 ." x ON APPROX. 8' SPACING (TANK 15" MIN. TO LADDER 20" MAX. 17" 27" PLAN VIEW ANODIZED ALUMINUM CLIMBING RAIL - FRENCHCREEK PRODUCTION ITEM# 1 -1100 -AR LARGE SAFETY HARNESS (240-28D POUNDS) FALL PROTECTION DETACHABLE SLEEVE BY OTHERS ONTHE AWING }' ANCHOR "S SUPPLIED )THERS CLIMBING TROLLEY FRENCHCREEK PRODUCTION ITEM#2-120OA-AT 7_» 8 MIS 100 SIN 9» 116 "�_u J 1�» L 13 DETAIL C SCALE: 1"=l'—O" DRAWING MUST NOT BE REPRODUCED IN ANY FORM WITHOUT THE WRITTEN PERMISSION OF HIGHLAND TANK®. HIGHLAND TANK® SHALL BE RESPONSIBLE ONLY FOR ITEMS INDICATED ON THIS FABRICATION DRAWING UNLESS OTHERWISE NOTED. CUSTOMER IS RESPONSIBLE FOR VERIFYING CORRECTNESS OF SIZE AND LOCATION OF FDTINGS, ACCESSORIES, AND COATINGS SHOWN ON THIS DRAWING. TOUCH UP OF FINISHED PAINT IS REQUIRED BY INSTALLATION CONTRACTOR. TOUCH UP PAINT SHIPPED SHIPPING LUGS AS DRAWING 7 OF 7 114591-1 TANK LAYOUT 114591-2 LEGEND & BASE RING DETAIL. 114591-3 UPPER INLET DIFFUSER DETAIL. 114591-4 LOWER SUPPLY DIFFUSER DETAIL. 114591-5 SKIRT ACCESS & HOLD DOWN. 114591-6 HANDRAIL & LADDER DETAIL. 1 14591-7 FALL PROTECTION DETAILS. uMEMO- UNLESS NOTED, TOLERANCES ARE +/- 1" PALL_ PROTECTION CUSTOMER: VITAL_ FUELS PROJECT1CLOUD HQ MCC6 MANASSAS, VA QUOTE NO; 480509 CHI -D BY, 3/8° = 12° 7/29/20 003 1 1 45 9 1 - 7 Xerxes Underground Urea Storage Tank — Brochure & Drawing a zciiiiii. company IINiies6l Exhaust IIF I t iiii t IIS IIS The best choice for an emerging need - DEF Changing regulations and new diesel engine technology are creating demand for a new product, Diesel Exhaust Fluid (DEF) which is a formulation of 32.5 percent urea and demineralized water. The urea DEF is stored in the on -board containers of newer diesel engine vehicles and injected into the exhaust stream. It is designed to be used with the Selective Catalytic Re- duction (SCR) emission systems that are found on most new diesel -powered vehicles, as a step toward reducing the nitrogen oxide (NOx) exhaust from these vehicles. IDernaind andUse The current demand for DEF in the United States is relatively small, but is growing significantly as more new vehicles equipped with SCR emission systems enter the market. As overall demand continues to grow, fuel retailers and fleet vehicle operators have increasingly been looking to bulk storage options for their facilities. Large truck stop retailers have actively been adding fiberglass underground bulk storage tanks, enabling them to dispense the product at their fuel islands. Addi- tionally, private, commercial and government fleets, many of whom maintain fueling operations, may find bulk storage of DEF a necessity in the future. Future demand will also be driven by regulations that are not yet fully implemented which will impact sectors of the diesel market other than passenger vehicles, such as rail, farm, marine and construction. Consider the f llllll thin featuires and Ibeurnefiiits of un 'eir it uind IlbLAllllk st ura e: Facility IC Desigin — Underground storage provides greater site design flexibility and doesn't require setting aside valuable property, as with the use of large aboveground storage containers located on or near diesel fueling islands. Potential accidents with vehicle collisions can be avoided and site aesthetics are greatly improved by placing bulk storage below grade. ll"bimpeir tuire Cointiroll — No need for special equipment and the annual costs involved in maintaining product temperature inside the tank, which are necessary with aboveground storage containers. Urea DEF will freeze when stored below 12°F. As storage temperatures rise, its shelf life is reduced and its quality deteriorates when exposed to temperatures exceeding 777 for extended durations. An underground tank provides a simple and effective way to maintain proper DEF storage temperatures. Future Use Flexibility — Installing a UL -listed underground tank gives facility owners the option to convert their bulk DEF storage to some other use in the future, such as diesel fuel or a different grade of gasoline. An aboveground unit with a polyethylene tank doesn't provide this valuable option. making a 11asting difference" 70 1Ihne Xeirxes Solution Recognizing a growing demand for underground storage of DEF, Xerxes began developing a product in early 2010, based in part on some of the unique requirements that must be considered in designing DEF storage and handling equipment. Many of these unique requirements have been addressed in the Petroleum Equipment Institute's new recommended practice PEI/ RP1100-10. Xerxes was the only underground tank manufacturer actively involved in the development of this important equipment standard. With well over 500 DEF tanks in service throughout North America today, it's clear that customers have confidence in the Xerxes solution. on iii ' it the follllllo iiiing Xeirxes featuires and I iia - iiit : IFxternsiive "Testiirng —The ISO standard 22241-1 is widely accepted as establishing industry requirements for DEF purity and material compatibility. Based on this standard, carbon steels are not recommended for contact with DEF, while stainless steel 304 and 316 are examples of recommended materials. Fiberglass reinforced plastics (FRP) and certain other materials are not identified as either "recommended" or "not recommended," although the standard allows for manufacturers of equipment to test other materials beyond those identified in the document. As part of product development, Xerxes initiated extensive testing involving independent third -party testing laboratories as well as key material suppliers, together with technical consultations with the leading DEF product suppliers. The results on multiple levels confirmed that Xerxes tanks are suitable for storage of urea DEF when specifically designed and manufactured for that intended use. uulpeiriioir IC esii in — Unlike carbon steel tanks, a Xerxes fiberglass tank does not require special coatings or linings to protect the purity of the DEF product. Xerxes uses stainless steel fittings, manway covers and striker plates. A UL -label is attached to all tanks that meet listing criteria. Each tank interior is thoroughly cleaned and then sealed to prevent contamination during shipping and installation. Finally, the product is backed by a 30 -year warranty. Xerxes 1DIE F Tanks: • Fabricated with materials specifically tested for DEF storage • Available in single-, double-wall, and multicompartment models • Available in UL -listed models • Offer a 30 -year limited warranty • Use only stainless steel fittings, manway covers and striker plates • Available throughout North America uuu uuu 0 I ' a iiiil company 7901 Xerxes Avenue52-887-1890 www.xerxes.com 55431 usa making a Ilastingl difference" © 2012 Xerxes Corporation xdefp10/12ih 71 > I oV, V, >mz �-mo z z.x. . Q a0 wIz m < w O w Z w O m -(/)WW Owo 0 moa=moo a o�ow ana o�x �2>o� w o l O m O Y w U Q w - � O O > ~ 0 o 3 m a� Q CL Za w V)oe .<< w K Z I V)x m wa0 VI U K z> a MZ I w ¢ x z w Q o) ~ a I z <M w w m w 0 w MAY Oz Q m w U w Q Q U O- Q VI N M w O z a zciiiiii. company �Taink AiinchoiiHhing tII An engineered solution Xerxes recognizes that the components of a tank anchoring system can be critical to a reliable, long-term tank installation. A large percentage of today's underground tank installations are anchored, whether site conditions mandate it or not. Use of inferior components, such as improperly designed or undersized concrete deadmen, can lead to disastrous results. As a solution, we designed and began supplying each of the components essential to proper tank anchoring, prefabricated deadmen, galvanized turnbuckles and extruded fiberglass hold-down straps. Providing a safe, dependable anchoring solution is not our only objective. The Xerxes anchoring package is also designed to provide installers with a quick, easy to install package of components that expedites the overall installation. The Xerxes tank anchoring system is yet another example of product innovations that Xerxes has been offering customers for more than three decades. Consider the follllllo iiirmg featuires ain ' I eine- iiits IFllexIlIblle If;) sii in — Xerxes prefabricated deadmen were engineered with ease of shipping and installation in mind. With their unique and patented design, which incorporates adjustable galvanized steel anchor points, installers can properly align each anchor point and hold-down strap after the tank and deadmen have been set in place. Ain Engineered I111iroduct — Tank installers and owners can have the confidence that prefabricated deadmen, an often overlooked yet critical component of an anchored tank installation, have been properly engineered and sized for each tank. Xerxes precast deadmen are fabricated to meet American Concrete Institute (ACI) design standards, which establishes such things as proper steel reinforcement, concrete psi specifications and adequate cure time. II"Ir irns1p irta-d irn — An additional feature of Xerxes deadmen is that their geometry and dimensions allow them, in most cases, to be placed on the same shipping trailer as the tank. For installers, this means that the components of the anchoring system arrive with the tank, avoiding the potential for jobsite delays. A C irn Ipllete Systeirn — Combined, Xerxes supplied fiberglass hold-down straps, galvanized turnbuckles and prefabricated deadmen provide a complete anchoring package. With each component specifically designed and supplied by Xerxes, facility owners have the added peace -of -mind that in addition to having installed the industries' finest storage tank, they have also installed a reliable anchoring system. making a Illastliing difference" 73 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Ii. eadlrnein fo1r '...-, '...- & W.-Diairneteir Taink Installations Norninal vvidth x depth galvanized anchor point 12' 12" x 12" 11800 16' 12" x 12" 2,400 18' 12" x 12" 4,000 prig 30' 18" x 8 3/4" 5,000 concrete #5 rebar galvanized anchor points ` (Qty. 4) alignment slot alignment slot ®.® 4. 4 . 15" 4. d 4nn. IC ea d I e In "for 10'...- a In d II fi rn ii ted 12'...- IGS fi a Iran ete Ir ""Iia In Ik II Inst, 11 11 a t ii o iris galvanized anchor points alignment slot /—L alignment slot 11 u n i galvanized anchor point 4,000 prig concrete /#7 rebar ` (Qty. 2) \y #6 rebar ..o (Qty. 2) . .6. Product Specifications �D e a d irn e in 'f o it 4".... M6 ".... a in d 8 "....11...) II a IIS d "'rL e it T"a"i in Ik s Nominal length Norninal vvidth x depth ApproximatE' weight (Ibs.) 12' 12" x 12" 11800 16' 12" x 12" 2,400 18' 12" x 12" 2,700 Il. eadimen for 10..... airnd 1 .....Il. iiaimer.eir...I...ainks Nominal length Nominal vvidth x depth Approximate weight (lbs.) 14' 18" x 8 3/4" 1,900 22' 18" x 8 3/4" 3,000 30' 18" x 8 3/4" 5,000 R.Arrlbu ckIIes Jaw -to -Jaw Style 6' Diameter ranks 3/4" x 9" (17" closed, expanding to 26") 8' Diameter ranks 3/4" x 12" (20" closed, expanding to 32") 10' and 12' Diameter ranks 3/4" x 18" (26" closed, expanding to 44") Geineirall Notes 1. Deadmen requirements may vary with tanks 25,000 gallons or larger, and/or based on the number of containment sumps, access risers and burial depth. 2. Consult the Xerxes Installation Manual and Operating Guidelines or your Xerxes sales representative for more information. : S iiia a IIIA company 7901 Xerxes Avenue52-887-1890 www.xerxMinneapolis, 55431 USA making a lasting l difference"rencdifference" © 2012 Xerxes Corporation xas10/12ih 74 Attached Collar/Riser — Cut Sheets 75 m Q z O 0 w Of LLI F - z Ld U U) a 0 z Lal a- 0 w U U a G go qdW O z 76 0 Y Hz00 zza 00W a I o Z� O O W } Q O UM C3 O F ¢ g 0 m V) N U W0a Of L, J o cr LLI w xW u' U O Z F � — a m L LI � o fr F- oc W- ------------------- -------- = V) r Lr Ln O V) , — W ' U ' _ U to u! Q Ln of ` aw m ----------- ----------------- = W t9 r-- Q ' ir0 -j Q LaJ 0 LLc czI >- of _ — m LaJ J i LL m a. , C3— — J U) ` C3 a LLi o W M x w= Z) x — p i LLI LL Q Wv x 76 Hz00 z 00W a I o O O VI W UM V) ¢ ¢ g a z OU U W0a ❑ xW 00 F � � � o 76 Deadmen — Cut Sheet 77 r N a ni ro O 3 G} 3,000 r y ro --q � n cn 4, 000 �- +- N � o � m `n rn 5, ©no a a ro r� fl 6,000 ro � k} a, 000 CO. CO sw 10,000 ro ro i- -1 1P, 000 co m -t- j 15,000 y or, { c � x x � 1 y [� C7 L5 k7 k7 O b D D N m m m m --i r- 7. 2� A vi F A H L b b N Z Z 'C4 s-- � r/1 3 Q x � ra ru ry z 70 r S U N X X X P T D O 0J 4+ rU l ❑ ❑ i ?Ll zm 78 Hold Down Straps — Cut Sheet 79 c, m a a H D � � a tj u � m fl p Cl m Vl frl "" N 0 4F m C:, -u-< o w m I— D, m m r4 m M P- m n F s -a IU C] w O, q g 3 1 1 1 1 1 r z n a n 31 z z z;�zzzc rti }i 7� h R T 7u zz W -P � P W CI G7 Ll Gi G7 .-4 H spa H D m m m L M mmmmmc, "Ll Vi Vi Lh Vl {h C C � Llr m m C d m cy M r- M r u 2 �° z r C M T m G L D S7 n m d e I N d2 o z0 x D � y� o � vi VOD 80 NQ {q4�� � h! m fU C7 U] N bi 'meq I I I I~ 1 � � m --1 r 80 i ri.tee°° °°�',Ic:t'ive i' 'ierm • Ordering Information pagez • Mounting Details page3 • Optical Distributions page4 • Product Specifications page4 • Energy and Performance Data page4 • Control Options pageg QU IIIdk IIIIII"ac"ts • Lumen packages range from 4,200 - 80,800 (34W - 640W) • Efficacy up to 156 lumens per watt • Options to meet Buy American and other domestic preference requirements 5/16" )MM] NOTES: 1. Visit fitSps:/Lwsxx��deSigsdii�hLuugL,c:uCntlL to confirm qualification. Nat all praduct variations are DLC qualified. 2.IDA Certified for 3000K CCT and warmer only. (,'�jCOOPER Lighting Solutions uo91111N oumou � INmn mo NIwN �����uIIIVII� I I�iN m u `Nll:l,,l,�I @Nuum� raw-, 1Nriri����i -, �'ouuuuma ami ^��knm �Wlllu"' GLEON Galleon Area / Site Luminaire !���Ilil�rodrrcIl Fr�� i�xtt�,ires oo Ilmurucm4�atloa Ncnlliunnllra?Ilp+ Light ARchiteff- III���ui��rN�mr�r����°°lu� CERTIFIED 11101"' C ori"n e:cm,UI?:d S:'ullrv° 4l4 pr^p l it • WaveLinx • Enlighted "'"S500020I:114 111 81 O t:olt r20,I,021rt 4AI Oiirdleiir ii iiini� w SAMPLE NUMBER: GLEON-SA4C-740-U-T4FT-GM GLEON=Galleon SAI=1 Square A=600mA 722=70CRI, 2200K L1=120 -277V T2=Type II [Blank]=Arm for Round or Square Pole AP=Grey BAA- GI-EON=Galleon, SA2=2 Squares B=800mA 727=70CRI, 2700K 1=120V T2R=Type II Roadway EA=Extended Arm' BZ=Bronze by American Act SA3-3 Squares C=1000mA 730=70CRI, 3000K 2-208V T3 -Type III MA= Mast Arm Adapter" BK=Black Compliant" SA4=4 Squares D=1200mA 16 735=70CRI, 3500K 3-240V T3R=Type III Roadway WM=Wall Mount DP=Dark Platinum TAA-GLEON=Galleon, SA5=5 Squares" 740=70CRI, 4000K 4-277V T4FT=Type IV Forward Throw QM=Quick Mount Arm (Standard Length)11 GM=Graphite Metallic Trade Agreements Act SA6=6 Squares 9 q 750=70CRI, 5000K B -480V .a 9=347V 7 T4W=Type IV Wide QML=Quick Mount Arm (Standard Length, Large) 31 WH=White Compliant" SA7=7 Squares' 760=70CRI, 6000K 5NQ=Type V Narrow QMEA=Quick Mount Arm (Extended Length)" RALXX=Custom SA8=8 Squares s 827=80CRI, 2700K 5MQ=Type V Square Medium Calor SA9=9 Squares 6 830=BOCRI, 3000K 5WQ=Type V Square Wide SAi 0 Squares 6 14 10 AMB=Amber, 590nm SL2=Type II w/Spill Control SL3=Type III w/Spill Control SL4=Type IV w/Spill Control SLL=90' Spill Light Eliminator Left SLR=90° Spill Light Eliminator Right RW=Rectangular Wide Type I AFL=Automotive Frontline DIM=External 0-10V Dimming Leads"d' BPC=Button Type Photocontrol OA/RA1016=NEMA Photocontrol Multi -Tap -105-285V F=Single Fuse (120, 277 or 347V Specify Voltage) PR=NEMA 3 -PIN Photocontrol Receptacle OA/RA1027=NEMA Photocontrol - 480V FF=Double Fuse (208, 240 or 480V Specify Voltage) PR7=NEMA 7 -PIN Photocontrol Receptacle" OA/RA1201=NEMA Photocontrol - 347V 20K=Series 20kV UL 1449 Surge Protective Device SPB2=Dimming Occupancy Sensor with Bluetooth Interface, 8'-20' Mounting" OA/RA1013=Photocontrol Shorting Cap 2L=Two Circuits 17.1a SPB4=Dimming Occupancy Sensor with Bluetooth Interface, 21'-40' Mounting 34 OA/RA1014=120V Photocontrol HA=50'C High Ambient MS-1_20=Motion Sensor for ON/OFF Operation, 9'- 20' Mounting Height" MA1252=1 OkV Surge Module Replacement HSS=Installed House Side Shield" MS-L40W=Motion Sensor for ON/OFF Operation, 21'- 40' Mounting Height" MA1036-XX=Single Tenon Adapter for 2-3/8" O.D. Tenon GRSBK=Glare Reducing Shield, Black" MS/X-L20=Bi-Level Motion Sensor, 9'- 20' Mounting Height",23 MA1037-XX=2@180° Tenon Adapter for 2-3/8" O.D. Tenon GRSWH=Glare Reducing Shield, White" MS/X-L40W=Bi-Level Motion Sensor, 21'- 40' Mounting Height14,23 MA1197-XX=3@120° Tenon Adapter for 2-3/8" O.D. Tenon LCF=Light Square Trim Painted to Match Housing 21 MS/DIM-L20=Motion Sensor for Dimming Operation, 9' - 20' Mounting Height 21 MAI 1884X=4@90° Tenon Adapter for 2-3/8" O.D. Tenon MT=Installed Mesh Top MS/DIM-L40W=Motion Sensor for Dimming Operation, 21' -40' Mounting Height 24 MA1189-XX=2@90° Tenon Adapter for 2-3/8" O.D. Tenon TH=Tool-less Door Hardware ZW=WaveLinx Module and 4 -PIN Receptacle MA1190-XX=3@90° Tenon Adapter for 2-3/8" O.D. Tenon CC=Coastal Construction finish ZD=WaveLinx Module with DALI driver and 4 -PIN Receptacle MA1191-XX=2@120° Tenon Adapter for 2-3/8" O.D. Tenon L90=Optics Rotated 90° Left SWPD4XX=WaveLinx Sensor Only, T-15' 1332.33 MA1038-XX=Single Tenon Adapter for 3-1/2" O.D. Tenon R90=Optics Rotated 90° Right SWPD5XX=WaveLinx Sensor Only, 15'-40'13,32,33 MAI D39-XX=2@180° Tenon Adapter for 3-1/2" O.D. Tenon CE=CE Marking 29 WOBXX=WaveLinx Sensor with Bluetooth, T-15' 13.32 MA1192-XX=3@120° Tenon Adapter for 3-1/2" O.D. Tenon AHD145=After Hours Dim, 5 Hours 22WOFXX=WaveLinx Sensor with Bluetooth, 15'-40' 13,32 MA1193-XX=4@90° Tenon Adapter for 3-1/2" O.D. Tenon AHD245=After Hours Dim, 6 Hours 22 LWR-LW=Enlighted Sensor, 8'-16' Mounting Height26 MA1194-XX=2@90° Tenon Adapter for 3-1/2" O.D. Tenon AHD255=After Hours Dim, 7 Hours 22 LWR-LN=Enlighted Sensor, 16`40' Mounting Height26 MA1195-XX=3@90° Tenon Adapter for 3-1/2" O.D. Tenon AHD355=After Hours Dim, 8 Hours 22 DIM10-MS/DIM-L08=Synapse Occupancy Sensor (4 Mounting)19 FSIR-100=Wireless Configuration Tool for Occupancy Sensor 24 DALI=DALI Drivers DIM10-MS/DIM-L20=Synapse Occupancy Sensor (9'-20' Mounting)19 GLEON-MTI=Field Installed Mesh Top for 1-4 Light Squares DIM10-MS/DIM-L40=Synapse Occupancy Sensor (21'-40' Mounting)19 GLEON-MT2=Field Installed Mesh Top for 5-6 Light Squares GLEON-MT3=Field Installed Mesh Top for 7-8 Light Squares GLEON-MT4=Field Installed Mesh Top for 9-10 Light Squares GLEON-QM=Quick Mount Arm Kit 11 GLEON-QMEA=Quick Mount Extended Arm Kit '2 LS/HSS=Field Installed House Side Shield 20,30 LS/GRSBK=Glare Reducing Shield, Black23,30 LS/GRSWH=Glare Reducing Shield, Whit0,30 LS/PFS=Perimeter Shield, Black 11 W0LC-7P-10A=WaveLinx Outdoor Control Module 11,31 SWPD4-XX=Wavelinx Wireless Sensor, 7-15' Mounting Height 1310.32,33 SWPD5-XX=Wavelinx Wireless Sensor, 15-40' Mounting Height 13,19,32•33 NOTES: 1. Customer is responsible for engineering analysis to confirm pole and fixture compatibility for all applications. Refer 18. Not available with Enlighted wireless sensors, to our white paper WP513001 EN for additional support information. 19. Cannot be used with other control options. 2. DesignLighls Consortium" Qualified. Refer to www.designlighls.org Qualified Products List under Family Models 20. Low voltage control lead brought out 18" outside fixture. for details. 21. Not available if any "MS" sensor is selected. Motion sensor has an integral photocell. 3. Coastal Construction finish salt spray tested to over 5,000 -hours per ASTM 8117, with a scribe rating of 9 per 22. Requires the use of BPC photocontrol or the PR7 or PR photocontrol receptacle with photocontrol accessory. See After Hours Dim supplemental ASTM D1654. Not available with TH option. guide for additional information. 4. Not compatible with MS/4,LXX or MS/1-LXX sensors. 23. Not for use with TA FT, T4W or Si optics. See IES files for details. 5. Not compatible with extended quick mount arm (QMEA). 24. The FSIR-100 configuration tool is required to adjust parameters including high and low modes, sensitivity, time delay, cutoff and more. Consult 6. Not compatible with standard quick mount arm (QM) or extended quick mount arm (QMEA). your lighting representative at Cooper Lighting Solutions for more information. 7. Requires the use of an internal step down transformer when combined with sensor options. Not available with 25. Replace X with number of Light Squares operating in low output mode. sensor at 120DmA. Not available in combination with the HA high ambient and sensor options at 1A. 26. Enlighted wireless sensors are factory installed only requiring network components LWP-EM-1, LWP-GW-1 and _WP-PoE8 in appropriate 8. 480V must utilize Wye system only. Per NEC, not for use with ungrounded systems, impedance grounded systems quantities. or corner grounded systems (commonly known as Three Phase Three Wire Delta, Three Phase High Leg Delta and 27. Not available with house side shield (HSS). Three Phase Corner Grounded Delta systems.) 28. Not for use with 5NQ, 5MQ, 5WQ or RW optics. A black trim plate is used when HSS is selected. 9. May be required when two or more luminaires are oriented on a 90° or 120° drilling pattern. Refer to arm mounting 29. CE is not available with the LWR, MS, MS/X, MS/DIM, BPC, PR or PR7 options. Available in 12D -277V only, requirement table. M. One required for each Light Square. 10. Factory installed. 31. Requires PR7. 11. Maximum 8light squares. 32. Replace XX with sensor calor (WH, BZ or BK.) 12. Maximum 6light squares. 33. WAC Gateway required to enable field -configurability: Order', NAC-PoE and VIPOE-120 (10Vto PoE injector) power supply if needed. 13. Requires ZW or ZD receptacle. 34. Smart device with mobile application required to change system defaults. See controls section for details. 14. Narrowband 590nm+/- 5nm for wildlife and observatory use. Choose drive current A; supplied at 5DOmA drive 35. Only product configurations with these designated prefixes are builtto be compliant with the Buy American Act of 1933 (BAA) or Trade Agree - current only. Available with 5WQ, 5MQ, Si SU and Si distributions. Can be used with HSS option. ments Act of 1979 (TAA), respectively. Please refer to p.9 )\!IFS: LI C_PRfFFRFNf FS. website for more information. Components shipped separately 1 . Set of 4 pes. One set required per Light Square. may be separately analyzed under domestic preference requirements. 16. Not available with HA option. 36. For BAA or TAA requirements, Accessories sold separately will be separately analyzed under domestic preference requirements. Consult factory 17. 2L is not available with MS, MS/X or MS/DIM at 347V or 48OV. 2L in SA2 through SA4 requires a larger housing, for further information. normally used for SA5 or SA6. Extended arm option may be required when mounting two or more fixtures per pole at 37. Available for 7-10 squares. 9D° or 120°. Refer to arm mounting requirement table. LumenSafe Integrated Network Security Camera Technology Options (Add as Suffix) L=LumenSafe Technology D -Standard Dome Camera C -Cellular, No SIM H=Hi-Res Dame Camera A=Cellular, AT&T Z=Remote PTZ Camera V=Cellular, Verizon r. „nnai„ny S=Cellular, Sprint „, COOPER Lighting Solutions R=Cellular, Rogers W=Wi-Fi Networking w/ Omni -Directional Antenna E=Ethernet Networking IS50 0201 114 page: 2 82 Octolr i 20, 202f rr 3116UVI Aouiriitiuin�gIII I)e°lu:u��iii1111u Standard Arm (Drilling Pattern) TYPE "N" � 3/4" [19mmI Diameter 2" Hole [51 mm] ;--4-7/8" [22mm] 1-3/4" [44mm] —(2) 9/16" [14mm] Diameter Holes Quick Mount Arm (Includes fixture adapter) QM Quick Mount Arm (Standard) T 3-15/16" [100 mm] „A„ Standard Wall Mount 10-5/32" [256mm] L 6-3/16" J [157mm] Arm Mounting Requirements QM and QMEA Pole Mount k 614'" f nwnk 99 g61.0 J'&'o- IXNo-[ [16,`'1dn"1M166,i 4 o- �MgNd" .. r,� p P2lrpw p•rNl pb�� �i11�66�p P "arum ss p .,. .,. . 1pxmrnu QML Pole Mount QMEA Quick Mount Arm (Extended) ,, .. �p e,.....°pg"rt�rrreu& ,., �&1wty�upvl& Grp ]v4 dw4o-dulB, °k � p p •„easwws p r 6kk w ,lug 1:1,�a�6a�6i Mast Arm Mount 3" O [76mm] 1-13/16" O 3-13/16" I47mm] [97mm] (2) 27/64" [11mm] 21-3/4" 7" 8-1/8" [206mm] L3 -13/64"J Dia. Hole [553mm] [178mm]d [82mm] Ii!liF! StaStandard QM ded Quick Mount 2 Standard Standard QM Extended Quick Mount 3 Standard Standard QM Extended Quick Mount 4 Standard Standard QM Extended Quick Mount 5 Extended Standard QM Extended Quick Mount 6 Extended Standard QM Extended Quick Mount 7 Extended Extended Quick Mount 8 Extended Extended Quick Mount 9 Extended Extended — 10 Extended Extended — Fixture Weights and EPAs 2-7/16" [61 mm] 2 @ 180° Triple' 4 @ 90° fel �i;IrJ;ll I;I„ISI 0. Tri pl e2 �I II;I� �I II;I� ...�✓ �. � �° NOTES: I Round poles are 3 @ 12U. Square poles are 3 & 900.2 Round poles are 3 @ 900. COOPER 83 �I��I�u r„�binnr�ai=i�u ii��mq��w�•a Lighting Solutions Octolw i 20, 2021 cw 311 lUVI Asymmetric Area Distributions T2 SL2 T3 SU T4FT T4W SL4 (Type 11) (Type II with Spill Control) (Type III) (Type III with Spill Control) (Type IV Forward Throw) (Type IV Wide) (Type IV with Spill Control) C— FD Asymmetric Roadway Distributions Symmetric Distributions RW T2R T31R 5NQ 5MQ 5WQ (Rectangular Wide Type 1) (Type II Roadway) (Type III Roadway) (TypeV Square Narrow) (TypeV Square Medium) (TypeV Square Wide) L_J L_J ��J AFL (Automotive Frontline) —Specialized Distributions - SILL (90° Spill Light Eliminator Left) couristu°i1sclo111 Extruded aluminum driver enclosure Heavy -wall, die-cast aluminum end caps Die-cast aluminum heat sinks Patent pending interlocking housing and heat sink olfutiiac,s Patented, high -efficiency injection -molded Accu LED Optics technology 16 optical distributions 3 shielding options including HSS, GRS and PFS IDA Certified (3000K CCT and warmer only) 11111arctiii'a:all LED drivers are mounted to removable tray and III',I ijrk)iii°°iiiin iu,:!,Uj�ymc:e1 III)al air Lumen Maintenance (TM -21) SLR Street Side (90° Spill Light Eliminator Right) w � House Side Standard assembly for ease of maintenance Standard with 0-1 OV dimming Standard with Cooper Lighting Solutions proprietary circuit module designed to withstand 1 OkV of transient line surge Suitable for operation in -40°C to 40°C ambient environments. Optional 50°C high ambient (HA) configuration. 1e01i oro1lliing Standard extruded arm includes internal bolt guides and round pole adapter Extended arms (EA and QMEA) may be required in 90° or 120° pole mount configurations, see arm mounting requirements table * Supported by IES TM -21 standards ** Theoretical values represent estimations commonly used; however, refer to the IES position on LED Product Lifetime Prediction, IES PS -18-18, explaining proper use of IES TM -21 and LM -80. COOPER Lighting Solutions Rotated Optics Street """^•, Street Side Side HouseHouse •�.*,.. Side -^� Side°^....r Optics Rotated Left @ 90° [L901 Optics Rotated Right @ 900 [R901 Mast arm (MA) factory installed Wall mount (WM) option available Quick mount arm (QM and QMEA) includes pole adapter and factory installed fixture mount for fast installation to square or round poles Super housing durable TGIC polyester powder coat paint, 2.5 mil nominal thickness Heat sink is powder coated black RAL and custom color matches available Coastal Construction (CC) option available Y4^°a ll" I'a ird 11':V • Five year warranty IS50 020rla l main ,f 84 Octol1 i 20,202f ct 311 PV1 Nominal Power Lumens (1.2A) ®'" 11 u .ti ""=�""'tlllllllllllllllllllllllllllllllllllllllllllll Nominal Power (Watts) 67 129 191 258 320 382 448 r. 511 575 u 640 Input Current @ 120V (A) 0.58 1.16 1.78 2.31 2.94 3.56 4.09 4.71 5.34 5.87 Input Current @ 208V (A) 0.33 0.63 0.93 1.27 1.57 1.87 2.22 2.52 2.8 3.14 Input Current @ 240V (A) 0.29 0.55 0.80 1.10 1.35 1.61 1.93 2.18 2.41 2.71 Input Current @ 277V (A) 0.25 0.48 0.70 0.96 1.18 1.39 1.69 1.90 2.09 2.36 Input Current @ 347V (A) 0.20 0.39 0.57 0.78 0.96 1.15 1.36 1.54 1.72 1.92 Input Current @ 480V (A) m.. 4000K Lumens 0.15 7,972 0.30 15,580 0.43 23,245 0.60 30,714 0.73 38,056 0.85 45,541 1.03 53,857 1.16 61,024 1.28 68,072 1.45 75,366 T2 BUG Rating B1 -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -GS B3 -UO -G5 B4 -UO -G5 B4 -UO -GS B4 -UO -G5 B4 -UO -G5 Lumens per Watt 119 121 122 119 119 119 120 119 118 118 400OK Lumens 8,462 16,539 24,680 32,609 40,401 48,348 57,176 64,783 72,266 80,010 T211 BUG Rating B1 -UO -G2 B2 -UO -G2 B3 -UO -G3 B3 -UG -G4 B3 -UO -G4 B3 -UO -G5 B4 -UO -G5 B4 -UG -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 126 128 129 126 126 127 128 127 126 125 4000K Lumens 8,125 15,879 23,693 31,307 38,787 46,417 54,893 62,197 69,381 76,818 T3 BUG Rating B1 -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 121 123 124 121 121 122 123 122 121 120 4000K Lumens 8,306 16,232 24,220 32,001 39,651 47,447 56,114 63,580 70,924 78,523 T311 BUG Rating BI -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 124 126 127 124 124 124 125 124 123 123 4000K Lumens 8,173 15,970 23,831 31,488 39,014 46,686 55,212 62,558 69,783 77,261 T4FT BUG Rating B1 -UO -G3 B2 -UO -G3 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 122 124 125 122 122 122 123 122 121 121 4000K Lumens 8,067 15,764 23,522 31,080 38,510 46,082 54,499 61,751 68,881 76,263 T4W BUG Rating B2 -UO -G2 B3 -UO -G3 B3 -UO -G4 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UD -G5 B4 -UO -G5 B4 -UO -G5 B5 -UO -G5 Lumens per Watt 120 122 123 120 120 121 122 121 120 119 4000K Lumens 7,958 15,552 23,206 30,662 37,989 45,462 53,763 60,920 67,952 75,235 SI -2 BUG Rating B2 -UO -G3 B3 -UO -G3 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 119 121 121 119 119 119 120 119 118 118 4000K Lumens 8,124 15,877 23,690 31,302 38,784 46,410 54,885 62,189 69,372 76,805 SI -3 BUG Rating B1 -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UG -G5 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UG -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 121 123 124 121 121 121 123 122 121 120 40OOK Lumens 7,719 15,085 22,510 29,741 36,850 44,097 52,148 59,089 65,913 72,977 SI -4 BUG Rating B1 -UO -G3 B2 -UO -G4 B2 -UO -G5 B3 -UG -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UG -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 115 117 118 115 115 115 116 116 115 114 4000K Lumens 8,380 16,375 24,436 32,287 40,003 47,870 56,610 64,144 71,552 79,221 5NQ BUG Rating B3 -UO -G1 B3 -UO -G2 B4 -UD -G2 B5 -UO -G2 B5 -UO -G3 B5 -UO -G3 BS -UO -G4 B5 -UO -G4 B5 -UO -G4 B5 -UO -G4 Lumens per Watt 125 127 128 125 125 125 126 126 124 124 4000K Lumens 8,534 16,676 24,885 32,881 40,739 48,752 57,653 65,326 72,868 80,679 5MQ BUG Rating B3 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 B5 -UO -G4 BS -UO -GS B5 -UO -G5 BS -UO -GS B5 -UO -G5 Lumens per Watt 127 129 130 127 127 128 129 128 127 126 4000K Lumens 8,556 16,723 24,951 32,968 40,847 48,881 57,808 65,499 73,063 80,894 5WQ BUG Rating B3 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 BS -UO -GS BS -UD -GS BS -UO -GS BS -UO -GS B5 -UO -G5 Lumens per Watt 128 130 131 128 128 128 129 128 127 126 4000K Lumens 7,140 13,951 20,817 27,506 34,081 40,783 48,231 54,649 60,959 67,492 SLL/ SLR BUG Rating B1 -UO -G3 B2 -UO -G3 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UD -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 107 108 109 107 107 107 108 107 106 105 4000K Lumens 8,304 16,228 24,215 31,994 39,641 47,437 56,100 63,566 70,907 78,504 RW BUG Rating B3 -UO -G1 B4 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 B5 -UG -G4 BS -UO -GS BS -UO -GS Lumens per Watt 124 126 127 124 124 124 125 124 123 123 4000K Lumens 8,335 16,287 24,302 32,110 39,784 47,610 56,303 63,796 71,163 78,790 AFL BUG Rating B1 -UO -G1 B2 -UO -G2 B3 -UO -G2 B3 -UG -G3 B3 -UO -G3 B3 -UO -G3 B4 -UO -G4 B4 -UG -G4 B4 -UO -G4 64 -UO -GS Lumens per Watt 124 126 127 124 124 125 126 125 124 123 Nominal data for 70 CRI. - For additional performance data, please reference the Galleon Supplemental Performance Guide. COOPER s5 Lighting Solutions Octolw i 20, 2021 ca 311 lUVI Nominal Power Lumens (1 A) . ' � � dw" W�'I ",�"',uy^ry a Nominal Power (Watts) '.. wr 59 hull ' 113 166 "I 225 "ME 279 li 333 ... 391 I" 445 II i B ° 501 558 Input Current @ 120V (A) 0.51 1.02 1.53 2.03 2.55 3.06 3.56 4.08 4.60 5.07 Input Current @a 208V (A) 0.29 0.56 0.82 1.11 1.37 1.64 1.93 2.19 2.46 2.75 Input Current @ 240V (A) 0.26 0.48 0.71 0.96 1.19 0.41 1.67 1.89 2.12 2.39 Input Current @ 277V (A) 0.23 0.42 0.61 0.83 1.03 1.23 1.45 1.65 1.84 2.09 Input Current @ 347V (A) 0.17 0.32 0.50 0.64 0.82 1.00 1.14 1.32 1.50 1.68 Input Current @c 480V (A) 4000K Lumens 0.14 7,267 0.24 14,201 0.37 21,190 0.48 28,000 0.61 34,692 0.75 41,515 0.91 49,096 0.99 55,627 1.12 62,053 1.28 68,703 T2 BUG Rating B1 -UO -G2 B2 -UO -G3 B3 -UO -G3 B3 -U0 -G4 B3 -UO -G4 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 123 126 128 124 124 125 126 125 124 123 4000K Lumens 7,715 15,077 22,497 29,725 36,829 44,073 52,122 59,056 65,876 72,937 T211 BUG Rating B1 -UO -G2 B2 -UO -G2 B3-1JO-G3 B3 -UG -G3 B3 -UO -G4 B3 -UO -G4 B3-1JO-G5 B4 -UG -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 131 133 136 132 132 132 133 133 131 131 4000K Lumens 7,408 14,475 21,598 28,539 35,358 42,313 50,039 56,698 63,246 70,024 T3 BUG Rating B1 -UO -G2 B2 -UO -G2 B3-1JO-G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B4-1JO-G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 126 128 130 127 127 127 128 127 126 125 4000K Lumens 7,571 14,798 22,078 29,172 36,145 43,253 51,153 57,959 64,653 71,581 T311 BUG Rating B1 -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 128 131 133 130 130 130 131 130 129 128 4000K Lumens 7,451 14,559 21,725 28,703 35,564 42,558 50,330 57,027 63,613 70,430 T4FT BUG Rating B1 -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B4-1JO-G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 126 129 131 128 127 128 129 128 127 126 4000K Lumens 7,354 14,371 21,442 28,333 35,105 42,007 49,681 56,291 62,792 69,521 T4W BUG Rating B1 -UO -G2 B2 -UO -G3 B3-1JO-G4 B3 -UO -G4 B3 -UO -G5 B4 -UO -G5 B4-1JO-G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 125 127 129 126 126 126 127 126 125 125 4000K Lumens 7,254 14,178 21,155 27,951 34,631 41,443 49,011 55,533 61,944 68,584 SI -2 BUG Rating B1 -UO -G2 B2 -UO -G3 B3-1JO-G4 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4-1JO-G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 123 125 127 124 124 124 125 125 124 123 4000K Lumens 7,406 14,474 21,596 28,534 35,355 42,307 50,033 56,690 63,237 70,014 SI -3 BUG Rating B1 -UO -G2 B2 -UO -G3 B3-1JO-G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3-1JO-G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 126 128 130 127 127 127 128 127 126 125 4000K Lumens 7,037 13,751 20,519 27,112 33,592 40,198 47,538 53,864 60,087 66,524 SI -4 BUG Rating B1 -UO -G3 B2 -UO -G4 B2-1JO-G5 B3 -UG -G5 B3 -UO -G5 B3 -UO -G5 B3-1JO-G5 B3 -UG -G5 B3 -UO -G5 B4 -UO -G5 Lumens per Watt 119 122 124 120 120 121 122 121 120 119 4000K Lumens 7,640 14,928 22,275 29,431 36,465 43,637 51,606 58,472 65,226 72,218 5NQ BUG Rating B3 -UO -G1 B3 -UO -G2 B4-1JO-G2 B5 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5-1JO-G4 B5 -UO -G4 B5 -UO -G4 B5 -UO -G4 Lumens per Watt 129 132 134 131 131 131 132 131 130 129 4000K Lumens 7,779 15,203 22,684 29,973 37,137 44,441 52,555 59,549 66,427 73,545 5MQ BUG Rating B3 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 BS -UO -GS B5 -UO -G5 B5 -UO -G5 B5 -UO -G5 Lumens per Watt 132 135 137 133 133 133 134 134 133 132 4000K Lumens 7,800 15,243 22,744 30,052 37,236 44,560 52,697 59,708 66,603 73,742 5WQ BUG Rating B3 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 B5 -UO -G5 B5-1JO-G5 B5 -UO -G5 B5 -UO -G5 B5 -UO -G5 Lumens per Watt 132 135 137 134 133 134 135 134 133 132 4000K Lumens 6,510 12,719 18,977 25,075 31,067 37,176 43,967 49,817 55,569 61,525 SLL/ SLR BUG Rating B1 -UO -G2 B2 -UO -G3 B2-1JO-G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3-1JO-G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 110 113 114 111 111 112 112 112 111 110 4000K Lumens 7,570 14,793 22,073 29,165 36,137 43,243 51,140 57,945 64,637 71,564 RW BUG Rating B3 -UO -G1 B4 -UO -G2 B4-1JO-G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5-1JO-G4 B5 -UO -G4 B5 -UO -G4 B5 -UO -G5 Lumens per Watt 128 131 133 130 130 130 131 130 129 128 4000K Lumens 7,598 14,847 22,154 29,272 36,267 43,400 51,326 58,156 64,872 71,824 AFL BUG Rating B1 -UO -G1 B2 -UO -G2 B3-1JO-G2 B3 -UO -G3 B3 -UO -G3 B3 -UO -G3 B4-1JO-G4 B4 -UO -G4 B4 -UO -G4 B4 -UO -G4 Lumens per Watt 129 131 133 130 130 130 131 131 129 129 Nominal data for 70 CRI. - For additional performance data, please reference the Galleon Supplemental Performance Guide. COOPER ss u birlrlr2aimq�a�, �� Lighting Solutions Octolw i 20, 2021 ca 311 AIS Nominal Power Lumens (800mA) Nominal Power (Watts) .................................................................................................................................................................................................................. Input Current @ 120V (A) .................................................................................................................................................................................................................. Input Current @ 208V (A) .................................................................................................................................................................................................................. Input Current @ 240V (A) .................................................................................................................................................................................................................. Input Current @ 277V (A) .................................................................................................................................................................................................................. Input Current @ 347V (A) ........................................................................................................................................................ Input Current @ 480V (A) lltlMEMEMMEMEMEMEMEEM 4000K Lumens 44 0.39 0.22 0.19 0.17 0.15 0.11 5,871 85 0.77 0.44 0.38 0.36 0.24 0.18 11,474 III 124 .......................................................... 1.13 .......................................................... 0.62 .......................................................... 0.54 .......................................................... 0.47 .......................................................... 0.38 .......................................................... 0.29 17,121 171 1.54 0.88 0.76 0.72 0.49 0.37 22,622 210 .......................................................... 1.90 .................................................................................................................... 1.06 .......................................................... 0.92 .................................................................................................................... 0.83 .......................................................... 0.63 .................................................................................................................... 0.48 28,029 249 2.26 1.24 1.08 0.95 0.77 0.59 NONE= 33,542 295 .......................................................... 2.67 1.50 .......................................................... 1.30 1.19 .......................................................... 0.87 0.66 39,667 334 3.03 .......................................................... 1.68 1.46 .......................................................... 1.31 1.01 .................................................................................................................... 0.77 44,944 374 ............................................................... 3.39 1.87 ............................................................... 1.62 1.42 ............................................................... 1.15 0.88 NONE= 50,134 u 419 3.80 2.12 1.84 1.67 1.52 0.96 55,508 T2 BUG Rating B1 -UO -G2 B2 -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -GS B4 -UO -G5 B4 -UO -G5 Lumens per Watt 133 135 138 132 133 135 134 135 134 132 4000K Lumens 6,233 12,181 18,176 24,016 29,756 35,608 42,111 47,714 53,224 58,929 T211 BUG Rating B1 -UO -G1 B2 -UO -G2 B2 -UO -G2 B3 -UO -G3 B3 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B4 -UO -G5 Lumens per Watt 142 143 147 140 142 143 143 143 142 141 4000K Lumens 5,986 11,695 17,450 23,057 28,568 34,186 40,430 45,809 51,099 56,576 T3 BUG Rating B1 -UO -G2 B2 -UO -G2 B3 -UO -G3 B3 -UG -G4 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B4 -UG -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 136 138 141 135 136 137 137 137 137 135 4000K Lumens 6,117 11,955 17,838 23,569 29,203 34,946 41,328 46,827 52,235 57,832 T311 BUG Rating B1 -UO -G2 B2 -UO -G2 B2 -UO -G3 133 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 139 141 144 138 139 140 140 140 140 138 4000K Lumens 6,019 11,763 17,551 23,190 28,734 34,384 40,663 46,074 51,396 56,904 T4FT BUG Rating B1 -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 137 138 142 136 137 138 138 138 137 136 4000K Lumens 5,942 11,610 17,324 22,891 28,363 33,940 40,138 45,480 50,732 56,169 T4W BUG Rating B1 -UO -G2 B2 -UO -G2 B3 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 135 137 140 134 135 136 136 136 136 134 4000K Lumens 5,862 11,454 17,091 22,583 27,980 33,484 39,598 44,867 50,048 55,411 SI -2 BUG Rating B1 -UO -G2 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 133 135 138 132 133 134 134 134 134 132 4000K Lumens 5,985 11,694 17,447 23,053 28,565 34,182 40,424 45,804 51,092 56,568 SI -3 BUG Rating B1 -UO -G2 B2 -UO -G3 B2 -UO -G3 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 Lumens per Watt 136 138 141 135 136 137 137 137 137 135 4000K Lumens 5,685 11,111 16,577 21,905 27,140 32,478 38,409 43,520 48,546 53,748 SI -4 BUG Rating B1 -UO -G2 B1 -UO -G3 B2 -UO -G4 B2 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 Lumens per Watt 129 131 134 128 129 130 130 130 130 128 4000K Lumens 6,172 12,061 17,997 23,778 29,462 35,256 41,694 47,242 52,699 58,347 5NQ BUG Rating B2 -UO -G1 B3 -UO -G1 B4 -UO -G2 B4 -UG -G2 B5 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UG -G3 B5 -UO -G4 B5 -UO -G4 Lumens per Watt 140 142 145 139 140 142 141 141 141 139 4000K Lumens 6,285 12,283 18,328 24,217 30,004 35,907 42,462 48,112 53,669 59,421 5MQ BUG Rating B3 -UO -G1 B4 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 B5 -UG -G4 B5 -UO -G5 B5 -UO -G5 Lumens per Watt 143 145 148 142 143 144 144 144 144 142 4000K Lumens 6,303 12,317 18,377 24,281 30,085 36,001 42,575 48,241 53,812 59,579 5WQ BUG Rating B3 -UO -G1 B4 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 B5 -UO -G5 B5 -UO -G5 B5 -UO -G5 BS -UO -GS Lumens per Watt 143 145 148 142 143 145 144 144 144 142 4000K Lumens 5,260 10,276 15,332 20,259 25,101 30,037 35,522 40,249 44,898 49,708 SLL/ SLR BUG Rating B1 -UO -G2 B2 -UO -G3 B2 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 Lumens per Watt 120 121 124 118 120 121 120 121 120 119 4000K Lumens 6,116 11,952 17,834 23,563 29,196 34,938 41,317 46,817 52,224 57,819 RW BUG Rating B3 -UO -G1 B3 -UO -G2 B4 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 B5 -UO -G4 Lumens per Watt 139 141 144 138 139 140 140 140 140 138 4000K Lumens 6,139 11,996 17,899 23,650 29,302 35,064 41,468 46,987 52,412 58,030 AFL BUG Rating B1 -UO -G1 B2 -UO -G2 B2 -UO -G2 B3 -UO -G2 B3 -UO -G3 B3 -UO -G3 B3 -UO -G3 B3 -UO -G3 B4 -UO -G4 B4 -UO -G4 Lumens per Watt 140 141 144 138 140 141 141 141 140 138 Nominal data for 70 CRI. - For additional performance data, please reference the Galleon Supplemental Performance Guide. COOPER s7 u birlriraimq�a�,� Lighting Solutions Octolw i 20, 2021 ca 311 AIS Nominal Power Lumens (600mA) " III ".'.J Billii i Nominal Power (Watts) ............................................................................................................................................................................................. Input Current @ 120V (A) ............................................................................................................................................................................................. Input Current @ 208V (A) ............................................................................................................................................................................................. Input Current @ 240V (A) .................................................................................................................................................................................................................. Input Current @ 277V (A) .................................................................................................................................................................................................................. Input Current @ 347V (A) ........................................................................................................................................................ Input Current @ 480V (A) lltl 4000K Lumens Illlllliii' 4 0.30 0.17 70.1570.30 0.15 0.14 0.11 0.08 4,787 66 0.58 0.34 0.30 0.28 0.19 0.15 9,357 III 96 .......................................................... 0.86 .......................................................... 0.49 .......................................................... 0.43 .......................................................... 0.41 .......................................................... 0.30 .......................................................... 0.24 13,961 129 1.16 0.65 0.56 0.52 0.39 0.30 18,448 162 .......................................................... 1.44 .................................................................................................................... 0.84 .......................................................... 0.74 .................................................................................................................... 0.69 .......................................................... 0.49 .................................................................................................................... 0.38 22,856 193 1.73 0.99 0.87 0.81 0.60 0.48 27,353 226 .......................................................... 2.03 1.14 .......................................................... 1.00 0.93 .......................................................... 0.69 0.53 32,347 257 2.33 .......................................................... 1.30 1.13 .......................................................... 1.04 0.77 .................................................................................................................... 0.59 36,651 290 ............................................................. 2.59 1.48 ............................................................. 1.30 1.22 ............................................................. 0.90 0.71 40,884 u 323 2.89 1.63 1.43 1.33 0.99 0.77 45,265 T2 BUG Rating B1 -UO -G1 B2 -UO -G2 B2 -UO -G3 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G4 B3 -UO -GS B3 -UO -G5 B3 -UO -G5 Lumens per Watt 141 142 145 143 141 142 143 143 141 140 4000K Lumens 5,083 9,934 14,822 19,585 24,266 29,038 34,341 38,911 43,404 48,055 T211 BUG Rating B1 -UO -G1 B1 -UO -G2 B2 -UO -G2 B2 -UO -G2 B3 -UO -G3 B3 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 Lumens per Watt 150 151 154 152 150 150 152 151 150 149 4000K Lumens 4,880 9,537 14,231 18,803 23,296 27,878 32,970 37,358 41,671 46,137 T3 BUG Rating B1 -UO -G1 B2 -UO -G2 B2 -UO -G2 B3 -UG -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G4 B3 -UG -G5 B3 -UO -G5 B4 -UO -G5 Lumens per Watt 144 145 148 146 144 144 146 145 144 143 4000K Lumens 4,988 9,749 14,547 19,220 23,814 28,497 33,703 38,188 42,598 47,162 T311 BUG Rating B1 -UO -G2 B1 -UO -G2 B2 -UO -G3 132 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 Lumens per Watt 147 148 152 149 147 148 149 149 147 146 4000K Lumens 4,909 9,591 14,312 18,911 23,432 28,040 33,161 37,574 41,913 46,404 T4FT BUG Rating B1 -UO -G2 B2 -UO -G3 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 Lumens per Watt 144 145 149 147 145 145 147 146 145 144 4000K Lumens 4,845 9,468 14,128 18,668 23,130 27,678 32,732 37,088 41,371 45,805 T4W BUG Rating B1 -UO -G2 B2 -UO -G2 B2 -UO -G3 B3 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 143 143 147 145 143 143 145 144 143 142 4000K Lumens 4,779 9,341 13,937 18,416 22,818 27,305 32,292 36,589 40,813 45,188 SI -2 BUG Rating B1 -UO -G2 B2 -UO -G3 B2 -UO -G3 B3 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B4 -UO -G5 B4 -UO -G5 Lumens per Watt 141 142 145 143 141 141 143 142 141 140 4000K Lumens 4,879 9,536 14,229 18,800 23,294 27,874 32,965 37,351 41,666 46,130 SI -3 BUG Rating B1 -UO -G2 B1 -UO -G3 B2 -UO -G3 B2 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 Lumens per Watt 144 144 148 146 144 144 146 145 144 143 4000K Lumens 4,637 9,059 13,519 17,863 22,132 26,486 31,322 35,490 39,589 43,831 SI -4 BUG Rating B1 -UO -G2 B1 -UO -G3 B2 -UO -G4 B2 -UO -G4 B2 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 Lumens per Watt 136 137 141 138 137 137 139 138 137 136 4000K Lumens 5,033 9,835 14,676 19,392 24,026 28,751 34,002 38,526 42,975 47,581 5NQ BUG Rating B2 -UO -G1 B3 -UO -G1 B3 -UO -G2 B4 -UG -G2 B4 -UO -G2 B4 -UO -G2 B5 -UO -G2 B5 -UG -G3 B5 -UO -G3 B5 -UO -G3 Lumens per Watt 148 149 153 150 148 149 150 150 148 147 4000K Lumens 5,126 10,015 14,946 19,747 24,468 29,281 34,628 39,236 43,766 48,457 SNIQ BUG Rating B3 -UO -G1 B3 -UO -G2 B4 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 B5 -UO -G4 B5 -UO -G4 Lumens per Watt 151 152 156 153 151 152 153 153 151 150 4000K Lumens 5,139 10,043 14,985 19,801 24,533 29,359 34,721 39,339 43,883 48,586 5WQ BUG Rating B3 -UO -G1 B4 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 B5 -UO -G4 B5 -UO -G5 B5 -UO -G5 Lumens per Watt 151 152 156 153 151 152 154 153 151 150 4000K Lumens 4,289 8,380 12,502 16,520 20,469 24,494 28,967 32,823 36,613 40,537 SLL/ SLR BUG Rating B1 -UO -G2 B1 -UO -G3 B2 -UO -G3 B2 -UO -G4 B3 -UO -G4 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 B3 -UO -G5 Lumens per Watt 126 127 130 128 126 127 128 128 126 126 4000K Lumens 4,987 9,746 14,543 19,215 23,808 28,491 33,695 38,178 42,587 47,151 RW BUG Rating B2 -UO -G1 B3 -UO -G1 B4 -UO -G2 B4 -UO -G2 B4 -UO -G2 B5 -UO -G3 B5 -UO -G3 B5 -UO -G3 B5 -UO -G4 B5 -UO -G4 Lumens per Watt 147 148 151 149 147 148 149 149 147 146 4000K Lumens 5,007 9,782 14,597 19,285 23,896 28,594 33,817 38,317 42,742 47,322 AFL BUG Rating B1 -UO -G1 B1 -UO -G1 B2 -UO -G2 B2 -UO -G2 B3 -UO -G2 B3 -UO -G3 B3 -UO -G3 B3 -UO -G3 B3 -UO -G3 B3 -UO -G3 Lumens per Watt 147 148 152 149 148 148 150 149 147 147 Nominal data for 70 CRI. ** For additional performance data, please reference the Galleon Supplemental Performance Guide. COOPER $$ �IIVVVIW�"" L.,�watYfYIYJ(YI':I'9 p»mgpa�"rD Lighting Solutions Octolw i 20, 2021 ca 311 AIS c c� 11111114111%) l Q"3'iakxurli ANN 0-10V (DIM) This fixture is offered standard with 0-1 OV dimming driver(s). The DIM option provides 0-10V dimming wire leads for use with a lighting control panel or other control method Photocontrol (BPC, PR and PR7) Optional button -type photocontrol (BPC) and photocontrol receptacles (PR and PR7) provide a flexible solution to enable "dusk-to-dawn"lighting by sensing light levels. Advanced control systems compatible with NEMA 7 -pin standards can be utilized with the PR7 receptacle. After Hours Dim (AHD) This feature allows photocontrol-enabled luminaires to achieve additional energy savings by dimming during scheduled portions of the night. The dimming profile will automatically take effect after a "dusk -to -dawn" period has been calculated from the photocontrol input. Specify the desired dimming profile for a simple, factory -shipped dimming solution requiring no external control wiring. Reference the After Hours Dim supplemental guide for additional information. Dimming Occupancy Sensor (SPB, MS/DIM-LXX, MS/X-LXX and MS -LXX) These sensors are factory installed in the luminaire housing. When the SPB or MS/DIM sensor options are selected, the occupancy sensor is connected to a dimming driver and the entire lumi- naire dims when there is no activity detected. When activity is detected, the luminaire returns to full light output. The MS/DIM sensor is factory preset to dim down to approximately 50 percent power with a time delay of five minutes. The MS -LXX sensor is factory preset to turn the luminaire off after five minutes of no activity. The MS/X-LXX is also preset for five minutes and only con- trols the specified number of light engines to maintain steady output from the remaining light engines. SPB motion sensors require the Sensor Configuration mobile application by Wattstopper to change factory default dimming level, time delay, sensitivity and other parameters. Available for iOS and Android devices. The SPB sensor is factory preset to dim down to approximately 10% power with a time delay of five minutes. The MS/DIM occupancy sensors require the FSIR-100 programming tool to adjust factory defaults. For mounting heights up to 8' (-L08) 0 r wr e„w nm m �mnaj 8 mamju 12 lVp0ii�yyNl0 �� FN1V11Nh81\VVNO 36 24 18 7 5 0 5 7 18 24 36 Coverage Side Area (Feet) For mounting heights up to 40' (-L40W) 0 n dp �� 0A tliw�. For mounting heights up to 20' (-L20) 20 18 15 12 9 6 3 0 3 6 9 12 15 18 20 Enlighted Wireless Control and Monitoring System (LWR-LW and LWR-LN) Enlighted is a connected lighting solution that combines a broad selection of energy-efficient LED luminaires with a powerful integrated wireless sensor system. The sensor controls the lighting system in compliance with the latest energy codes and collects valuable data about building performance and use. Software applications turn the granular data into information through energy dashboards and specialized apps that make it simple and help optimize the use of building resources, beyond lighting. For mounting heights from 8' to 16' (LWR-LW) For mounting heights from 16' to 40' (LWR-LN) 20- 30- 40 30 20 10 0 10 20 30 40 Coverage Side Area ( Feet) Coverage Side Area ( Feet) WaveLinx Wireless Outdoor Lighting Control Module (WOLC-7P-10A) The 7 -pin wireless outdoor lighting control module enables Wave Linx to control outdoor area, site and flood lighting. Wave Linx controls outdoor lighting using schedules to provide ON, OFF and dimming controls based on astronomic or time schedules based on a 7 day week. LumenSafe Integrated Network Security Camera (LD) Cooper Lighting Solutions brings ease of camera deployment to a whole new level. No additional wiring is needed beyond providing line power to the luminaire. A variety of networking options allows security integrators to design the optimal solution for active surveillance. As the ideal solution to meet the needs for active surveillance, the LumenSafe integrated network camera is a streamlined, outdoor -ready fixed dome that provides HDTV 1080p video. This IF camera is optimally designed for deployment in the video management system or security software platform of choice. Synapse (DIM10) SimplySNAP integrated wireless controls system by Synapse. Includes factory installed DIM10 Synapse control module and MS/DC motion sensor, requires additional Synapse system components for operation. Contact Synapse at wv w.s.. apsewireless com for product support, warranty and terms and conditions. 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z a� � w Z U U ¢ Z z � H m z o�ZZo � ¢ Z w g L6 d •'y o \ a ¢ F Fp a J U � Z Z w Z ¢ z ¢J 0m -0 p z �¢ ¢ p � IMM o c� w S ¢ J v� Q w Z W W m w _mss. w —t- Z D O m S, U Uxl x ¢ N U O x O'00 O o an Lo o 30 _� �d = F J 7 - O tiirry OV z J Q O a C \_ �J s9 ¢ �H bs wG� z O O W H z f U O W W a In V I U d O 7� n � � c�H BMW w J� ¢w N N x2 KU F W W K j O' lwiU N I v¢ to I 0 m p F 2 N x JQ@ V _ N i..JX xN' H(n ZZD ZO MQ� 1' Z a- a w p ¢w rw, I I J N J s n I I - N a m� v Z � GLuI a < W J z CaJ Y Z Y 5 CD Z Z In a � w z w a 0 w z w m � W p �wz m m 9 z=~ m m I X w 0 z\a V W 0 v2 N V �N¢ o ¢ m m WSJ = 0 m Q2 N¢Zrj J_ W Lic � z N p ¢w� 131' ¢ U w m z z m O z U ¢ N O Q~ K H (n � a PERFORMANCE DATAPM84481 March 30, 2018 POWER HATH FAN LOAD POWER TO JACKET WATER TO ATMOSPHERE TO EXH RECOVERY TO35OF COOLER STAGE ENERGY AFTERCOOLER VALUE ENERGY VALUE ENERGY EKW % BHP BTU/MIN BTU/MIN BTU/MIN BTU/MIN BTU/MIN BTU/MIN BTU/MIN BTU/MIN BTU/MIN 3,000.0 100 4,423 78,436 8,336 179,063 101,475 24,486 28,224 187,548 459,719 489,716 2,700.0 90 3,999 70,525 7,773 161,695 89,988 22,085 23,040 169,590 414,639 441,694 2,400.0 80 3,576 63,777 7,308 147,071 80,799 19,915 18,972 151,631 373,899 398,296 2,250.0 75 3,364 60,840 7,112 140,788 77,146 18,917 17,358 142,651 355,157 378,331 2,100.0 70 3,152 58,599 6,984 136,398 74,726 18,070 16,328 133,672 339,264 361,402 1,800.0 60 2,729 54,754 6,750 128,972 70,419 16,496 14,928 115,714 309,709 329,917 1,500.0 50 2,305 50,870 6,524 120,720 65,533 14,875 13,738 97,755 279,270 297,493 1,200.0 40 1,882 45,639 6,304 106,679 55,828 12,823 11,188 79,796 240,744 256,453 900.0 30 1,458 38,952 6,092 88,655 45,754 10,475 8,227 61,838 196,664 209,497 750.0 25 1,246 35,102 5,988 78,431 40,805 9,211 6,848 52,858 172,945 184,229 600.0 20 1,035 30,773 5,789 67,509 34,336 7,896 5,681 43,879 148,253 157,927 300.0 10 611 20,277 4,828 43,873 17,588 5,132 4,028 25,920 96,361 102,649 Sound Data SOUND DATA REPRESENTATIVE OF NOISE PRODUCED BY THE "ENGINE ONLY" EXHAUST: Sound Power (1/3 Octave Frequencies) GENSET POWER WITH FAN PERCENT LOAD ENGINE POWER OVERALL SOUND 100 HZ 125 HZ 160 HZ 200 HZ 250 HZ 315 HZ 400 HZ 500 HZ 630 HZ EKW % BHP dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) 3,000.0 100 4,423 134.5 109.7 115.8 113.7 115.5 116.0 119.0 119.9 121.5 120.4 2,700.0 90 3,999 133.2 110.2 116.1 112.6 114.3 114.5 117.3 118.4 120.1 118.3 2,400.0 80 3,576 132.0 111.6 116.6 111.0 112.7 113.0 115.6 116.9 118.4 116.5 2,250.0 75 3,364 131.4 112.4 116.8 110.2 111.9 112.3 114.8 116.2 117.6 115.6 2,100.0 70 3,152 130.7 113.2 117.1 109.3 111.1 111.6 114.0 115.5 116.8 114.7 1,800.0 60 2,729 129.5 114.8 117.6 107.5 109.4 110.2 112.3 114.1 115.1 113.0 1,500.0 50 2,305 128.2 116.3 118.1 105.8 107.8 108.7 110.6 112.6 113.4 111.2 1,200.0 40 1,882 127.0 117.9 118.6 104.1 106.1 107.3 108.9 111.2 111.8 109.5 900.0 30 1,458 125.7 119.5 119.1 102.3 104.4 105.9 107.3 109.8 110.1 107.7 750.0 25 1,246 125.1 120.2 119.3 101.4 103.6 105.2 106.4 109.1 109.3 106.8 600.0 20 1,035 124.4 121.0 119.6 100.6 102.8 104.5 105.6 108.4 108.4 105.9 300.0 10 611 123.2 122.6 120.0 98.8 101.1 103.0 103.9 106.9 106.8 104.2 EXHAUST: Sound Power (1/3 Octave Frequencies) GENSET POWER WITH FAN PERCENT LOAD ENGINE POWER 1000 HZ 1250 HZ 1600 HZ 2000 HZ 2500 HZ 3150 HZ 4000 HZ 5000 HZ 6300 HZ 8000 HZ EKW % BHP dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) 3,000.0 100 4,423 122.2 122.6 123.5 124.9 124.7 123.1 122.4 121.6 120.1 119.0 2,700.0 90 3,999 120.7 121.0 122.2 123.5 123.2 121.5 120.8 120.0 118.7 117.8 2,400.0 80 3,576 119.4 119.7 120.8 122.5 121.9 120.4 119.8 119.0 117.7 117.1 2,250.0 75 3,364 118.8 119.1 120.1 122.0 121.3 119.9 119.4 118.6 117.2 116.8 2,100.0 70 3,152 118.1 118.5 119.4 121.5 120.6 119.3 119.0 118.2 116.7 116.5 1,800.0 60 2,729 116.9 117.3 118.0 120.4 119.4 118.3 118.1 117.3 115.6 115.9 1,500.0 50 2,305 115.6 116.2 116.6 119.4 118.1 117.3 117.2 116.4 114.6 115.3 1,200.0 40 1,882 114.3 115.0 115.1 118.4 116.8 116.3 116.4 115.6 113.6 114.7 900.0 30 1,458 113.1 113.8 113.7 117.4 115.6 115.3 115.5 114.7 112.6 114.1 750.0 25 1,246 112.4 113.2 113.0 116.9 114.9 114.8 115.1 114.3 112.1 113.8 600.0 20 1,035 111.8 112.6 112.3 116.4 114.3 114.2 114.7 113.9 111.6 113.5 300.0 10 611 110.5 111.4 110.9 115.4 113.0 113.2 113.8 113.0 110.6 112.9 Sound Data (Continued) MECHANICAL: Sound Power (1/3 Octave Frequencies) GENSET POWER WITH FAN PERCENT LOAD ENGINE POWER OVERALL SOUND 100 HZ 125 HZ 160 HZ 200 HZ 250 HZ 315 HZ 400 HZ 500 HZ 630 HZ EKW % BHP dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) 3,000.0 100 4,423 125.9 89.8 105.6 98.4 100.6 104.5 108.3 111.6 113.3 112.5 2,700.0 90 3,999 125.8 89.4 105.5 97.9 100.9 103.3 108.7 111.1 112.7 112.2 2,400.0 80 3,576 126.0 89.0 105.0 97.8 99.8 102.4 108.0 111.0 111.8 111.9 2,250.0 75 3,364 126.1 88.8 104.7 97.8 99.1 102.1 107.5 111.0 111.3 111.7 Page 2 of 6 Page 38 of 158 92 PERFORMANCE DATAPM84481 March 30, 2018 2,100.0 70 3,152 126.2 88.5 104.3 97.8 98.4 101.7 107.0 111.0 110.8 111.6 1,800.0 60 2,729 126.5 88.1 103.7 97.8 96.9 100.9 106.0 111.0 109.8 111.2 1,500.0 50 2,305 126.7 87.7 103.0 97.8 95.4 100.2 105.1 111.0 108.8 110.9 1,200.0 40 1,882 127.0 87.3 102.4 97.7 94.0 99.4 104.1 110.9 107.8 110.6 900.0 30 1,458 127.2 86.9 101.7 97.7 92.5 98.6 103.1 110.9 106.8 110.2 750.0 25 1,246 127.3 86.7 101.4 97.7 91.8 98.2 102.6 110.9 106.3 110.1 600.0 20 1,035 127.4 86.4 101.0 97.7 91.0 97.9 102.1 110.9 105.8 109.9 300.0 10 611 127.7 86.0 100.4 97.7 89.6 97.1 101.2 110.9 104.8 109.6 MECHANICAL: Sound Power (1/3 Octave Frequencies) GENSET POWER WITH FAN PERCENT LOAD ENGINE POWER 1000 HZ 1250 HZ 1600 HZ 2000 HZ 2500 HZ 3150 HZ 4000 HZ 5000 HZ 6300 HZ 8000 HZ EKW % BHP dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) 3,000.0 100 4,423 112.7 113.9 114.6 115.3 115.0 112.7 110.9 111.9 114.3 113.4 2,700.0 90 3,999 112.5 113.7 114.5 115.0 114.5 112.3 110.4 111.1 113.6 112.9 2,400.0 80 3,576 112.2 113.2 113.8 114.4 114.2 111.9 110.0 110.7 113.2 112.6 2,250.0 75 3,364 112.0 112.9 113.4 114.0 114.2 111.7 109.8 110.5 112.9 112.6 2,100.0 70 3,152 111.8 112.6 113.0 113.7 114.1 111.4 109.6 110.3 112.7 112.5 1,800.0 60 2,729 111.3 112.1 112.2 113.1 113.9 111.0 109.3 110.0 112.3 112.3 1,500.0 50 2,305 110.9 111.5 111.4 112.4 113.7 110.6 109.0 109.6 111.9 112.1 1,200.0 40 1,882 110.5 110.9 110.5 111.7 113.5 110.2 108.6 109.3 111.5 111.9 900.0 30 1,458 110.1 110.3 109.7 111.1 113.4 109.8 108.3 109.0 111.0 111.8 750.0 25 1,246 109.9 110.0 109.3 110.7 113.3 109.6 108.1 108.8 110.8 111.7 600.0 20 1,035 109.7 109.7 108.9 110.4 113.2 109.3 107.9 108.6 110.6 111.6 300.0 10 611 109.3 109.2 108.1 109.7 113.0 108.9 107.6 108.3 110.2 111.4 Emissions Data RATED SPEED POTENTIAL SITE VARIATION: 1800 RPM GENSET POWER WITH FAN EKW 3,000.0 2,250.0 1,500.0 750.0 300.0 PERCENT LOAD % 100 75 50 25 10 ENGINE POWER BHP 4,423 3,364 2,305 1,246 611 TOTAL NOX (AS NO2) G/HR 32,004 21,429 9,376 3,795 3,518 TOTAL CO G/HR 5,743 6,479 3,534 5,489 3,566 TOTAL HC G/HR 647 597 1,048 1,031 1,300 PART MATTER G/HR 210.2 221.1 203.5 409.7 343.1 TOTAL NOX (AS NO2) (CORR 5% 02) MG/NM3 3,736.7 3,329.4 1,866.7 1,263.6 2,259.3 TOTAL CO (CORR 5% 02) MG/NM3 586.2 854.4 602.3 1,594.3 1,701.1 TOTAL HC (CORR 5% 02) MG/NM3 54.2 69.1 157.2 265.0 625.2 PART MATTER (CORR 5% 02) MG/NM3 18.2 25.6 31.4 103.5 158.0 TOTAL NOX (AS NO2) (CORR 5% 02) PPM 1,820 1,621 909 616 1,101 TOTAL CO (CORR 5% 02) PPM 469 684 482 1,275 1,361 TOTAL HC (CORR 5% 02) PPM 101 129 294 495 1,167 TOTAL NOX (AS NO2) G/HP-HR 7.28 6.40 4.08 3.05 5.76 TOTAL CO G/HP-HR 1.31 1.93 1.54 4.41 5.84 TOTAL HC G/HP-HR 0.15 0.18 0.46 0.83 2.13 PART MATTER G/HP-HR 0.05 0.07 0.09 0.33 0.56 TOTAL NOX (AS NO2) LB/HR 70.56 47.24 20.67 8.37 7.75 TOTAL CO LB/HR 12.66 14.28 7.79 12.10 7.86 TOTAL HC LB/HR 1.43 1.32 2.31 2.27 2.87 PART MATTER LB/HR 0.46 0.49 0.45 0.90 0.76 RATED SPEED NOMINAL DATA: 1800 RPM GENSET POWER WITH FAN EKW 3,000.0 2,250.0 1,500.0 750.0 300.0 PERCENT LOAD % 100 75 50 25 10 ENGINE POWER BHP 4,423 3,364 2,305 1,246 611 TOTAL NOX (AS NO2) G/HR 26,670 17,858 7,813 3,162 2,931 TOTAL CO G/HR 3,190 3,599 1,963 3,050 1,981 TOTAL HC G/HR 486 449 788 776 977 TOTAL CO2 KG/HR 2,143 1,609 1,236 751 416 PART MATTER G/HR 150.1 157.9 145.3 292.7 245.1 TOTAL NOX (AS NO2) (CORR 5% 02) MG/NM3 3,113.9 2,774.5 1,555.6 1,053.0 1,882.8 TOTAL CO (CORR 5% 02) MG/NM3 325.6 474.7 334.6 885.7 945.0 TOTAL HC (CORR 5% 02) MG/NM3 40.7 51.9 118.2 199.3 470.1 PART MATTER (CORR 5% 02) MG/NM3 13.0 18.3 22.5 73.9 112.8 TOTAL NOX (AS NO2) (CORR 5% 02) PPM 1,517 1,351 758 513 917 Page 3 of 6 Page 39 of 158 93 94 O Ln Lo -1 m Lri o 00 00 00 a)00 r, w O Lr) Lo -1 m O O ri tj 4 .4 �t O 00 00 n -, O L(1 w -1 M O O Ol N O Ol Q 000 � O O U C C O Ln LO rl O M OM 00 LD } LD 00 rl m m 00 rl Q Ln N aJ 4' a-+ i aJ f0 OLn O w `0 rl m Ln -1 0 o rn ra 00 - -q E 0 �- � � Ln v aJ `� c > 4J v aJ Ll J O Ln E l.{J N -1" m Ln N ci Ln E m0 OJ .� m 3 v -1 -4 o > J SD > aJ L O a) Ln Ln N = J v N v a v � a v o O Ln a� Ln w ri v m m 00 ,o 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DIISK HOSPITAL WMIDE SILENCER TYPICAL ATTENUA71ON 34. 43 M(AM This disk silencer is desi cried fo,r equipment olire rat in gin very quiet envinowent a that require. an exceptional level of attenuation IN bw p f,e I ."de itself I—, ds prqcr , , 'Ith "Psi. III itati-S Af.Tcli-flDli -ILde stationary, i naitne, r -bile, etc G V1 , u Sa I Dra m I � 9 1, -- ------- ------ 10 Typca Aft—iat,n [Ai-, M mig—g), --------- --------- --- -------- -------- ffoffflffl 1111 . ................. I ..... . ......... . 95 44, M U Vw WaA, 3Yr 'Is vj rp"Ir , X?0�2 ....... ...... 'JI iii, 4i'll M) r, H Ph NO 1? 7K? r"Ji �A FF -fancrC-Q Rif M2 ii"aAlr 2 wl ..... ... ..... .. .. ..... . "4 'rn . 1ld 40 Typca Aft—iat,n [Ai-, M mig—g), --------- --------- --- -------- -------- ffoffflffl 1111 . ................. I ..... . ......... . 95 MIPRtECH Pay eIae or ..........;FiZ ........................................................................................................... 2 �-�-2 ......................................................................................... 12 " "EojWi" M, P,.p-1 N-,bx, SMA 18-1239 Rev(2) (1-17 315 125 2.%m SP1W tk 2k 4 A (dBA Sol-- Al --m, R—g, 35-4C dBA Fl.. Fll.. R— W—hy F,.—D,.p I 1 29-1, C,ICFF22PF .... .... lea..C, :, bof C "k E,,d 11, Vl, 22'P 1 2 wj,— Lugo N!, P. ,, 29620 n, 1172f-/, 2. nH,u of fii Pay eIae or ..........;FiZ ........................................................................................................... 2 �-�-2 ......................................................................................... 12 " "EojWi" M, This disk silencer is designed for equipment operating in very quiet environments that require an exceptional level of attenuation. Its low profile lends itself towards projects with space limitations. Applications include stationary, marine, mobile, etc. "ji.�^. .... 61es....11;;Ir..y ii.inl.g S. D F Cl B 001 E� G (4 HOLES) DKHBA2f-04PF-1-000007K0 4 �5 38 12 � 15 22.0 42.5 0.875 242 DKHBA21-05PF-m-0000C/K0 X44 14 17 25 0 48.5 0.875 334 DKHBA2i-06PF-1:(,-000007K0 6 � 50 15 _ 18 _ 28.0 54.5 0.875 414 DKHBA21-08PF-i7)-0000C/K0 8 60 17 20 `33 0 64.5 0.875 614 DKHBA2i-10PF-1Y,-000007K0 10 70 20 23 38.0 74.5 M 0.875 m 856 DKHBA21-12PF-in-000007K0 12 8 76 23 26 41.0 80.5 0.875 1161 DKHBA21`-14PF-1-::-000007K0 14 80 27 30 43.0 84.5 0.875 1355 DKHBA21-16PF-m-000007K0 16 8 86 8 30 33 46.0 X90.5 0,875 1689 DKHBA2`-18PF-::000007K0 yym20 18 92 33 36 49.0 96.5 d 0.875 1952 DKHBA2 f-20PF-m-000007K0 -----98 35 _d 38 52.0 _d 102µ5 _d 0:$75.2784 DKHBA2`-22PF- 000007K0 22 104 37 40 55.0 108.5 0.875 3163 DKH13A2f-24PF-m-0000071<0 24 110 40 8 43 58.0 114,5 0,875 3587 Connections sizes are nominal. Dimensions are in inches. Weights are in pounds and are approximate. S1rAIl IDAIC ID IPIROIDuc'r .i.ypicall Attelrluatinn 6 carve Shell packed with 2" of fiberglass insulation to absorb high frequency sound waves and reduce outer surface temperature. • Bottom, top, and no mounting lug options (1). • Carbon steel or 304 stainless steel construction (rri). • Carbon steel housings coated with satin black paint rated to 1200°F • Connections: 125/150# ANSI bolt pattern flanges. COIIWIFII Ot,UICRAIBII IE oIP1rIIlOINS • Side outlet (d) orientation. • Bottom inlet "E" dimensions (n). • Inlet size and connection type (1/) and outlet connection type (:+). • Dual inlet (1 /r ). • Flush mount inlet (j). • See II:::INU Siilleinceirs 11=1airt Ilq uinilkueir II...egeind (lp. 6) dual inlet and "E" dimensions options require a part number from MIRATECH. CUSTOM 0IP"i110IIN S • Custom configurations, materials, connections, overall dimensions, etc. • Part numbers will be confirmed upon receipt of project design requirements, specifications, or order. 60 50 M ..a 40 ..7. Qp�} pQ 30 Cts ..x 20 10 63 125 250 500 1000 2000 4000 8000 Octave (Band Ceinlier IFrequency (F -1z) v1111R 41J1 1;111 :''aqP, 2;i of '1'16 420 "�r>IIiII I'IL, 1� I @sL AvciILIC � I' ,°ull I)i'?:xl.> A, I �)Ir /"� 10 E3 1 ?(':1'i 7;f )C �H�i���11! ,1"11'1 i ��)rrrii,Ll� c,1�7t.uai lv.t,rai.y,.� iriii,aii,rt:eI1t.r011D.cP„aige 104 of 158 97 1111 1 em Aw l Proposal Number: SDM-18-1239 Rev(2) Engine Allowable Back Pressure 14 inH2O Number of Engines 44 Exhaust Flow 25620 acfm (cfm) Number of Exhaust Outlets 2 Exhaust Temperature 892 F ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Frequency Overall III II II I II n (Hz) 31.5 63 125 250 500 1 k 2k 4k 8k (dBA) Silencer Attenuation Range: 35-46 dBA Outlet Flow Component Description Flow Flow Rate Velocity Pressure Drop DKHBA2TX- DK -Series, Hospital Grade, Dual Full Flow 25620.0 acfm 167.2 ft/s 8.8 inH2O D16PF22PF-2-005WGWSQ Inlet, Carbon Steel Disk Silencer, 16" Pipe Flange End Inlet, 22" Pipe Flange Side (12:00) Outlet, Top Lugs Exit To Atmosphere Total Pressure Drop Full Flow 25620.0 acfm 167.2 ft/s 2.5 inH2O 11.2 inH2O Page 105 of 158 98 CONFIDENTIAL Page 2 of 2 Proposal Date: 2018-0: Q—LADDER NOT L 0• L K SHOWN THIS 337.5' 22'5 114591-4 DRAWING SEE 114591-5 30' 114591-6 1 14591 —6 & 7 114591-7 FALL PROTECTION DETAILS. J 45° 300° K / L F 292.5' 66.5' L 270° — 90` - AB G 247.5' 112.5' L L 120° K J 225'135' ^ 210' — C H(16) 2" POUR FOAM K 202.5' 157.5' INSULATION W/ L 180' L STEEL OUTER WRAP E PLAN VIEW DESIGN DATA TOTAL CAPACITY — 33,000 GALLONS WORKING CAPACITY — 28,600 GALLONS TYPE — VERTICAL ASME PRESSURE VESSEL NO. REQ. — TWO MAX. ALLOW. WORKING PRES.— 80 PSIG @ 140 °F MAX ALLOW. EXTERNAL W.P. — — PSIG ® — F MIN. DESIGN METAL TEMP — —20°F @ 80 PSIG HYDROSTATIC TEST PRESSURE — 104 PSIG CORROSION ALLOWANCE— NONE POSTWELD HEAT TREATED — NONE RADIOGRAPHY — LONGITUDINAL SEAMS: FULL PER UW -11(b). CIRCUMFERENTIAL SEAMS: SPOT PER UW-11(a)(5)(b) HEADS — 0.3611" MIN., A" NOM. SA516 GR 70 ASME 2:1 ELLIPTICAL SHELL — J" NOM. SA516 GR 70 SKIRT — 3/8" BASE RING — J" THK. SEE DRAWING 114591-2 FOR DETAILS INT. FINISH — HIGHDROO LINER PLUS — INTERIOR COATING PER AWWA D-102 ICS 4 — 25 MILS CONSTRUCTION — BUTT WELD INSIDE & OUTSIDE ALL TANK FABRICATIONS TO BE IN ACCORDANCE WITH ASME SECTION VIII, DIVISION 1, 2019 EDITION, ALL SHELL, HEAD, FITTINGS AND MANWAYS TO BE WELDED TO BIGBEE STEEL WELD PROCEDURE PER DRAWING F11151 HIGHLAND TANK SERIAL # -- INSULATION WRAP DESIGN DATA PURPOSE — TO CONTAIN THE INSULATION ONLY; NOT A TRUE DOUBLE WALL TANK MATERIAL — ASTM A36 THICKNESS — 1/4 MIN. CONSTRUCTION — LAP WELD OUTSIDE ONLY INSULATION — 2" THICK POURFOAM TEST — NONE REQUIRED APPLY Y SPRAY FOAM NSL LA7M M THE 90T= HEAD EXT. FINISH — SP6 BLAST, THREE PART SYSTEM PER AWWA D-102 OCS 5. PRIMER: CHEMPRIME: 3001 (4-8 MILS DFT). INTERMEDIATE: CHEMPRIME 3001 (4-8 MILS DFT). TOP COAT: WHITE CHEMTANE 3300 (2-3 MILS D FT) NOTE: ALL RIGHTS RESERVED. THIS DRAWING MUST NOT BE REPRODUCED IN ANY FORM WITHOUT THE WRITTEN PERMISSION OF HIGHLAND TANK®. HIGHLAND TANK® SHALL BE RESPONSIBLE ONLY FOR ITEMS INDICATED ON THIS FABRICATION DRAWING UNLESS OTHERWISE NOTED. CUSTOMER IS RESPONSIBLE FOR VERIFYING CORRECTNESS OF SIZE AND LOCATION OF FFTNGS, ACCESSORIES, AND COATNGS SHOWN ON THIS DRAWING. TOUCH UP OF FINISHED PAINT IS REQUIRED BY INSTALLATION CONTRACTOR. TOUCH UP PAINT SHIPPED SHIPPING LUGS AS DRAWING 1 OF 7 114591-1 TANK LAYOUT 114591-2 LEGEND & BASE RING DETAIL. 114591-3 UPPER INLET DIFFUSER DETAIL. 114591-4 LOWER SUPPLY DIFFUSER DETAIL. 114591-5 SKIRT ACCESS & HOLD DOWN. 114591-6 HANDRAIL & LADDER DETAIL. 114591-7 FALL PROTECTION DETAILS. U — ---- 8/7Z201003 4-mmaliTalk— UNLESS NOTED, TOLERANCES ARE +/- 1' 33,000 GAL 150"0 ASME VESSEL CUSTOMER: VITAL_ FUELS PROJECT1CLOUD HQ MCC6 MANASSAS, VA QUOTE ND; 480509 CHK'D BY, 1/a° = 12° 7/zs/zo 003 1 1 4 5 9 1— 1 270° o- \ SAFETY SWING Q GATE c Aj/ 1p�I1IIµ N� 1 11 i II �i Ic r � I CUSTOMER TO SUPPLY \ _ _ 7::—: / LADDER LOCATIONS PLAN VIEW 90° coN �� 1» SQ, TUBING TYP. —IN W 0 F- C, TANK TDP SECTION VIEW A—A = SCALE: 21311=11-01, DRAWING 5 OF 7 114591-1 TANK LAYOUT 114591-2 LEGEND & BASE RING DETAIL. 114591-3 UPPER INLET DIFFUSER DETAIL. 11459 1 —4 LOWER SUPPLY DIFFUSER DETAIL. 114591-5 SKIRT ACCESS & HOLD DOWN. 114591-6 HANDRAIL & LADDER DETAIL. 114591-7 FALL PROTECTION DETAILS. —t 100 DESIGN DATA C4'. - TANK MATERIAL -MILD CARBON STEEL (2) }" ANCHOR FINISH - SAFETY YELLOW BYLTS OTHERSPLIED LEGEND C D C 11 A ANGLE 2" x 2" x q" (SIDE RAILS) i B 1"0 ROUND BAR (LADDER RUNGS) � � A SAFETYANGLE 3 x 3 x x 1 ANCHOR BOLT SWING C CLIPS) SEE DETAIL C GATE z4° D F.B.-2" x ON APPROX. 8' SPACING (TANK 15" MIN. TO LADDER 20" MAX. 17" 27" PLAN VIEW ANODIZED ALUMINUM CLIMBING RAIL - FRENCHCREEK PRODUCTION ITEM# 1 -1100 -AR LARGE SAFETY HARNESS (240-28D POUNDS) FALL PROTECTION DETACHABLE SLEEVE BY OTHERS ONTHE AWING }' ANCHOR "S SUPPLIED )THERS CLIMBING TROLLEY FRENCHCREEK PRODUCTION ITEM#2-120OA-AT 7_» 8 MIS 100 SIN 9» 116 "�_u J 1�» L 13 DETAIL C SCALE: 1"=l' -O" DRAWING MUST NOT BE REPRODUCED IN ANY FORM WITHOUT THE WRITTEN PERMISSION OF HIGHLAND TANK®. HIGHLAND TANK® SHALL BE RESPONSIBLE ONLY FOR ITEMS INDICATED ON THIS FABRICATION DRAWING UNLESS OTHERWISE NOTED. CUSTOMER 15 RESPONSIBLE FOR VERIFYING CORRECTNESS OF SIZE AND LOCATION OF FDTINGS, ACCESSORIES, AND COATINGS SHOWN ON THIS DRAWING. TOUCH UP OF FINISHED PAINT IS REQUIRED BY INSTALLATION CONTRACTOR. TOUCH UP PAINT SHIPPED SHIPPING LUGS AS DRAWING 7 OF 7 114591-1 TANK LAYOUT 114591-2 LEGEND & BASE RING DETAIL. 114591-3 UPPER INLET DIFFUSER DETAIL. 114591-4 LOWER SUPPLY DIFFUSER DETAIL. 114591-5 SKIRT ACCESS & HOLD DOWN. 114591-6 HANDRAIL & LADDER DETAIL. 1 14591-7 FALL PROTECTION DETAILS. uMEMO- UNLESS NOTED, TOLERANCES ARE +/- 1" FALL PROTECTION CUSTOMER: VITAL FUELS PROJECT1CLOUD HQ MCC6 MANASSAS, VA QUOTE NO; 480509 CHI -D HY' 3/s° = 12° 7/29/20 003 1 1 45 9 1 — 7 101 Cloud HQ LC2 April 8, 2019 Performance Data - Ascend(TM) Air -Cooled Chiller Model ACR Tags All Units All Units Mechanical Mode Free -Cooling Mode Refrigeration capacity tons 362.00 362.0 @ 35.0T Total power kW 332.1 Compressor power kW 301.6 Cooling efficient EER Btu/W-h 13.081 IPLV.IP (EER (Btu/W-h)) 21.978 NPLV.IP EER Btu/W-h 26.442 Leaving fluid evap (F) 65.00 65.00 Entering fluid evap (F) 81.00 81.00 Flow evap (gpm) 571.59 571.59 Fluid pressure drop evap (ft H2O) 29.93 29.93 FREE -COOLING Coil pressure drop ft H2O 0.00 14.50 PP Components/Piping Pressure drop ft H2O 8.00 14.57 Chiller/FREE-COOLING pressure drop 37.93 (ft H2O) 59.00 System pressure drop ft H2O 77.0 77.0 Total pressure drop (ft H2O) 115.00 136.00 Evap fouling factor(hr-sq ft -de F/ Btu 0.000100 Evap Fluid (type) Propylene Glycol Propylene Glycol Evap fluid concentration % 30.00 30.00 Evap fluid freeze point F 9.19 9.19 Min flow evap pm 366.20 Fluid pressure drop min flow evap ft H2O 11.40 Max flow evap m 866.00 Fluid pressure drop max flow evap ft H2O 69.42 Saturated evap tem - ckt 1 F 62.37 Saturated evap temp - ckt 2 (F) 63.34 Ambient air tem F 103.80 35.0 Saturated cond tem - ckt 1 F 142.76 Saturated cond temp - ckt 2 F 143.30 Elevation (ft) 295.00 RLA - comp A - AFD input A 200.00 RLA - comp B - AFD input A 200.00 Number of condenser fans (Each) 16.00 RLA - condenser fan each A 3.10 Fan power kW 30.1 Single point power MCA (A) 559.61 559.61 Single point power MOP (A) 700.00 700.00 Short circuit current rating A 65000.00 65000.00 Refri HFC -134a - ckt 1 Ib 325.0 Refri HFC -134a - ckt 2 Ib 325.0 Oil charge - ckt 1 al 4.00 Oil charge - ckt 2 al 4.00 Drive cooling charge - ckt 1 al 1.41 Drive cooling charge - ckt 2 al 1.95 Shipping weight (lb) Im Operating weight(lb) NRINA Length (in) 495.900 495.900 Width (in) 99.400 99.400 Height (in) 102.400 102.400 Run part load sound Yes A-wei hted sound ower dBA A-wei hted 75% sound ower dBA A -weighted 50% sound power (dBA) 102 98 95 Euvue to olper alin0 standards., allll dhilllleirs meirate at 75% or Mess. FLD = Furnished by Trane U.S. Inc. / Installed by Equipment Submittal Page 6 of 93 Others 102 Xerxes Underground Urea Storage Tank — Brochure & Drawing `IIN a zciiiiii. company IINiies6l Exhaust IIF I t iiii t IIS IIS The best choice for an emerging need - DEF Changing regulations and new diesel engine technology are creating demand for a new product, Diesel Exhaust Fluid (DEF) which is a formulation of 32.5 percent urea and demineralized water. The urea DEF is stored in the on -board containers of newer diesel engine vehicles and injected into the exhaust stream. It is designed to be used with the Selective Catalytic Re- duction (SCR) emission systems that are found on most new diesel -powered vehicles, as a step toward reducing the nitrogen oxide (NOx) exhaust from these vehicles. IDernaind andUse The current demand for DEF in the United States is relatively small, but is growing significantly as more new vehicles equipped with SCR emission systems enter the market. As overall demand continues to grow, fuel retailers and fleet vehicle operators have increasingly been looking to bulk storage options for their facilities. Large truck stop retailers have actively been adding fiberglass underground bulk storage tanks, enabling them to dispense the product at their fuel islands. Addi- tionally, private, commercial and government fleets, many of whom maintain fueling operations, may find bulk storage of DEF a necessity in the future. Future demand will also be driven by regulations that are not yet fully implemented which will impact sectors of the diesel market other than passenger vehicles, such as rail, farm, marine and construction. Consider the f llllll thin featuires and Ibeurnefiiits of un 'eir it uind IlbLAllllk st ura e: Facility IC Desigin — Underground storage provides greater site design flexibility and doesn't require setting aside valuable property, as with the use of large aboveground storage containers located on or near diesel fueling islands. Potential accidents with vehicle collisions can be avoided and site aesthetics are greatly improved by placing bulk storage below grade. ll"bimpeir tuire Cointiroll — No need for special equipment and the annual costs involved in maintaining product temperature inside the tank, which are necessary with aboveground storage containers. Urea DEF will freeze when stored below 12°F. As storage temperatures rise, its shelf life is reduced and its quality deteriorates when exposed to temperatures exceeding 777 for extended durations. An underground tank provides a simple and effective way to maintain proper DEF storage temperatures. Future Use Flexibility — Installing a UL -listed underground tank gives facility owners the option to convert their bulk DEF storage to some other use in the future, such as diesel fuel or a different grade of gasoline. An aboveground unit with a polyethylene tank doesn't provide this valuable option. making a 11asting difference" 104 1Ihne Xeirxes Solution Recognizing a growing demand for underground storage of DEF, Xerxes began developing a product in early 2010, based in part on some of the unique requirements that must be considered in designing DEF storage and handling equipment. Many of these unique requirements have been addressed in the Petroleum Equipment Institute's new recommended practice PEI/ RP1100-10. Xerxes was the only underground tank manufacturer actively involved in the development of this important equipment standard. With well over 500 DEF tanks in service throughout North America today, it's clear that customers have confidence in the Xerxes solution. on iii ' it the follllllo iiiing Xeirxes featuires and I iia - iiit : IFxternsiive "Testiirng —The ISO standard 22241-1 is widely accepted as establishing industry requirements for DEF purity and material compatibility. Based on this standard, carbon steels are not recommended for contact with DEF, while stainless steel 304 and 316 are examples of recommended materials. Fiberglass reinforced plastics (FRP) and certain other materials are not identified as either "recommended" or "not recommended," although the standard allows for manufacturers of equipment to test other materials beyond those identified in the document. As part of product development, Xerxes initiated extensive testing involving independent third -party testing laboratories as well as key material suppliers, together with technical consultations with the leading DEF product suppliers. The results on multiple levels confirmed that Xerxes tanks are suitable for storage of urea DEF when specifically designed and manufactured for that intended use. uulpeiriioir IC esii in — Unlike carbon steel tanks, a Xerxes fiberglass tank does not require special coatings or linings to protect the purity of the DEF product. Xerxes uses stainless steel fittings, manway covers and striker plates. A UL -label is attached to all tanks that meet listing criteria. Each tank interior is thoroughly cleaned and then sealed to prevent contamination during shipping and installation. Finally, the product is backed by a 30 -year warranty. Xerxes 1DIE F Tanks: • Fabricated with materials specifically tested for DEF storage • Available in single-, double-wall, and multicompartment models • Available in UL -listed models • Offer a 30 -year limited warranty • Use only stainless steel fittings, manway covers and striker plates • Available throughout North America uuu uuu 0 I ' a iiiil company 7901 Xerxes Avenue52-887-1890 www.xerxes.com 55431 usa making a Ilastingl difference" © 2012 Xerxes Corporation xdefp10/12ih 105 o- �p b Z a o o L{7 � CO o V, O o CL oz d o aw .z E "'l t O o a Cp z z Wow II z . a d� U a a inO � x - w w a z 0 w oW 0 S 3 c n o n -1/)wo C o O � s am sm am e g a a o aiw W p n� o�x - >o� Y w U Q w 0 o 3 m a� Q CL Z Q W N ae ¢ Q w W Z I V1S� W QOVI U K z } a MZ I w ¢ x z W 0 00 ¢ I z <M W w m w 0 w MAY Oz Q m w U w QQ VO—Q0 V1� mw I I I — x w N N M w o 0 O O O z a o 00 a } N O ¢ m N a\ w a„ M O z \ V1 N w w m N � K N ¢ a o fn U K Y O ti w m m c� \ a M u7 in V1 6 V O 6 N Z M x a N Z x a w � o 3 > to ¢ � � o z (n w w Q � V1 Z w Z U � O o aQ V z z w z ¢ o ¢ O w u0 x U O X O x ¢ ¢ Z w } ± U O U > Z M m Of m Q Z m d N < x V w O � ¢ ¢ a U a Y) a o 0 0 z w O D] N O d +a M 7 N x } d w 0000c106 a zciiiiii. company �Taink AiinchoiiHhing tII An engineered solution Xerxes recognizes that the components of a tank anchoring system can be critical to a reliable, long-term tank installation. A large percentage of today's underground tank installations are anchored, whether site conditions mandate it or not. Use of inferior components, such as improperly designed or undersized concrete deadmen, can lead to disastrous results. As a solution, we designed and began supplying each of the components essential to proper tank anchoring, prefabricated deadmen, galvanized turnbuckles and extruded fiberglass hold-down straps. Providing a safe, dependable anchoring solution is not our only objective. The Xerxes anchoring package is also designed to provide installers with a quick, easy to install package of components that expedites the overall installation. The Xerxes tank anchoring system is yet another example of product innovations that Xerxes has been offering customers for more than three decades. Consider the follllllo iiirmg featuires ain ' I eine- iiits IFllexIlIblle If;) sii in — Xerxes prefabricated deadmen were engineered with ease of shipping and installation in mind. With their unique and patented design, which incorporates adjustable galvanized steel anchor points, installers can properly align each anchor point and hold-down strap after the tank and deadmen have been set in place. Ain Engineered I111iroduct — Tank installers and owners can have the confidence that prefabricated deadmen, an often overlooked yet critical component of an anchored tank installation, have been properly engineered and sized for each tank. Xerxes precast deadmen are fabricated to meet American Concrete Institute (ACI) design standards, which establishes such things as proper steel reinforcement, concrete psi specifications and adequate cure time. II"Ir irns1p irta-d irn — An additional feature of Xerxes deadmen is that their geometry and dimensions allow them, in most cases, to be placed on the same shipping trailer as the tank. For installers, this means that the components of the anchoring system arrive with the tank, avoiding the potential for jobsite delays. A C irn Ipllete Systeirn — Combined, Xerxes supplied fiberglass hold-down straps, galvanized turnbuckles and prefabricated deadmen provide a complete anchoring package. With each component specifically designed and supplied by Xerxes, facility owners have the added peace -of -mind that in addition to having installed the industries' finest storage tank, they have also installed a reliable anchoring system. making a Illastliing difference" 107 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. Ii. eadlrnein fo1r '...-, '...- & W.-Diairneteir Taink Installations Norninal vvidth x depth galvanized anchor point 12' 12" x 12" 11800 16' 12" x 12" 2,400 18' 12" x 12" 4,000 prig 30' 18" x 8 3/4" 5,000 concrete #5 rebar galvanized anchor points ` (Qty. 4) alignment slot alignment slot ®.® 4. 4 . 15" 4. d 4nn. IC ea d I e In "for 10'...- a In d II fi rn ii ted 12'...- IGS fi a Iran ete Ir ""Iia In Ik II Inst, 11 11 a t ii o iris galvanized anchor points alignment slot /—L alignment slot 11 u n i galvanized anchor point 4,000 prig concrete /#7 rebar ` (Qty. 2) \y #6 rebar ..o (Qty. 2) . .6. Product Specifications �D e a d irn e in 'f o it 4".... M6 ".... a in d 8 "....11...) II a IIS d "'rL e it T"a in Ik s Nominal length Norninal vvidth x depth ApproximatE' weight (Ibs.) 12' 12" x 12" 11800 16' 12" x 12" 2,400 18' 12" x 12" 2,700 Il. eadimen for 10..... airnd 1 .....Il. iiaimer.eir...I...ainks Nominal length Nominal vvidth x depth Approximate weight (lbs.) 14' 18" x 8 3/4" 1,900 22' 18" x 8 3/4" 3,000 30' 18" x 8 3/4" 5,000 R.Arrlbu ckIIes Jaw -to -Jaw Style 6' Diameter ranks 3/4" x 9" (17" closed, expanding to 26") 8' Diameter ranks 3/4" x 12" (20" closed, expanding to 32") 10' and 12' Diameter ranks 3/4" x 18" (26" closed, expanding to 44") Geineirall Notes 1. Deadmen requirements may vary with tanks 25,000 gallons or larger, and/or based on the number of containment sumps, access risers and burial depth. 2. Consult the Xerxes Installation Manual and Operating Guidelines or your Xerxes sales representative for more information. : S iiia a IIIA company 7901 Xerxes Avenue52-887-1890 www.xerxMinneapolis, 55431 USA making a lasting l difference"rencdifference" © 2012 Xerxes Corporation xas10/12ir 108 Attached Collar/Riser — Cut Sheets 109 m Q z O 0 w Of LLI F - z Ld U U) a 0 z Lal a- 0 w U U a G go qdW O z 110 0 Y Hz00 zza 00W a I o Z� O O W } Q O UM C3 O F ¢ g 0 m V) N U W0a Of L, J o cr LLI w xW u' U O Z F � — a m L LI � o fr F- oc W- ------------------- -------- = V) r Lr Ln O V) , — W ' U ' _ U to u! Q Ln of ` aw m ----------- ----------------- = W t9 r-- Q ' ir0 -j Q LaJ 0 LLc czI >- of _ — m LaJ J i LL m a. , C3— — J U) ` C3 a LLi o W M x w= Z) x — p i LLI LL Q Wv x 110 Hz00 z 00W a I o O O VI W UM V) ¢ ¢ g a z OU U W0a ❑ xW 00 F � � � o 110 Deadmen — Cut Sheet 111 r N a ni ro O 3 G} 3,000 r y ro --q � n cn 4, 000 �- +- N � o � m `n rn 5, ©no a a ro r� fl 6,000 ro � k} a, 000 CO. 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Emerson Street, Mount Prospect, IL 60056 STAFF REPORT FROM THE DEPARTMENT OF Community Development William J. Cooney, AICP Director of Community Development __..... -..................................w........._._........_................. DATE: June 2,d, 2022 CASE NUMBER PZ -13-22 PUBLIC HEARING DATE June 9t", 2022 BRIEF SUMMARY OF REQUEST Connor Harmon Senior Development Planner APPLICANT/PROPERTY OWNER Tur Ventures, LLC PROPERTY ADDRESS/LOCATION 1200 E. Algonquin Road, 1200 Dempster Street CloudHQ, LLC, the "Petitioner", received preliminary planned unit development (PUD) and preliminary plat of subdivision approval on December 14, 2021 (Ord. 6599) to construct three (3) data centers and a new substation in conjunction with Commonwealth Edison (ComEd). Each data center would consist of 566,767 square feet of gross floor area (GFA), and is proposed to be 52' tall with penthouse equipment and roof parapets that will bring the total height of each building to 81'. Because only preliminary approval was passed, the Petitioner must obtain final approval to move forward with the project. The Petitioner is requesting final PUD and final plat of subdivision approval. The Subject Property is zoned I- 1 Limited Industrial, and the Village's future land use plan in the Comprehensive Plan designates the Subject Property as a mixed use district, with primary uses including industrial, manufacturing, warehousing, office, and research. The proposed use complies with the characteristics of the Comprehensive Plan. Staff is supportive of the request. 2021 Aerial Image 2022 Village of Mount Prospect Zoning Map EXISTING EXISTING LAND SURROUNDING ZONING & LAND USE SIZE OF ZONING USE/SITE North: R -X Single Family Residential, R-4 Multi- PROPERTY 1-1 Limited IMPROVEMENTS Family Residential, residential 43.58 acres Industrial Office Campus, Parking Lot East: 1-1 Limited Industrial, light industrial (campus), (former United Airlines South: 1-1 Limited Industrial, light industrial 6.14 acres .................... world quarters West: 1-1 Limited Industrial, data center ......... (paµrking lot) APPROVE STAFF RECOMMENDATION PROVE WITH CO �> DENY 122 History of the Subject Property The Subject Property, also known as the former United Airlines world headquarters, was annexed into the Village in 2017, l_lniterl Airlines had formerly fully occupied the campus for decades until 2007, when a portion of United's operation moved to downtown Chicago (77 West Wacker Drive). In 2012, United moved all headquarter operations to a new space in downtown Chicago (233 South Wacker Drive, Willis Tower). Since the move, United shifted the campus to IT and minor training operations. In 2013, United constructed a 172,000 square foot data center. The data center is not within the proposed final planned unit developed (PUD) or final plat of subdivision. Proposal The Petitioner is proposing a complete redevelopment of the Subject Property which would consist of three (3), 84 megawatt (MW) data centers totaling 566,767 square feet of gross floor area per building. The Petitioner, in conjunction with Commonwealth Edison (ComEd), is also proposing a substation to accommodate the energy use of the data centers. The Petitioner intends to enter into an easement agreement with ComEd, under which ComEd would construct and operate the substation. The data centers would occupy the former United Airlines campus (1200 E. Algonquin Road), and the substation would occupy the existing parking lot (1200 Dempster Street). Of the gross floor area, 2 of the 3 data centers would have 31,630 square feet of office space, and the 3rd data center would have approximately 26,600 square feet. Site Plan: As previously mentioned, each data center would occupy more than 560,000 square feet of gross floor area. In addition to the data center space, each building would consist of a truck loading dock (4 docks per building), associated parking, and office/administrative space. Access to the site would be served by a right in, right out, truck only access on Dempster Street, a full access on Linneman Road, and a full access on Algonquin Road. Each full access area will have a security booth and require security clearance to enter. Site detention will be accommodated throughout the property. An 8' security fence would also surround the entire data center site. An 11' security fence is proposed to surround the substation area. Although the request is for PUD approval, the data centers meet applicable setback regulations per the 1-1 Limited Industrial zoning district. Similarly, while the PUD tool allows for unified zoning control, the proposal is within the maximum lot coverage requirement for the 1-1 district (maximum 75% impervious surface), at 68.1%. Parking: The Petitioner proposes 345 parking stalls, including standard stalls, handicap stalls, and parallel parking stalls. Per Village Code off street parking regulations, 1 stall per 1.5 employees plus 1 space per company vehicle is required, while office space is calculated separately. The Petitioner is anticipating anywhere between 75 to 150 employees per building. Given the employment range, anywhere between 474 and 586 parking stalls are required by Code. Per the Petitioner, the anticipated number of employees includes employees occupying the office space. Additionally, only up to 75% of the total of number of employees would be working during daytime hours. Each data center will require 24/7 surveillance and maintenance staff to be onsite, therefore during peak daytime hours, the parking demand will be significantly less than code requires. At the highest employment projection of 150 employees per building, peak daytime operation will require 338 total parking stalls. Therefore, staff is satisfied with the proposed parking stall allotment. Building Elevations: The Petitioner is proposing a significant level of architectural detail for an industrial 2 123 building, and proposes several high quality finishes. Each entrance will incorporate a recessed paneling entry way with an all glass facade. Overall, finishes include a large amount of glass, stainless steel that insets into precast panel reveals, white metal paneling, anodized aluminum, multiple types of glazing, and a green wall which will hold cables of vines. Each building will be 52' tall with up to 29' tall parapets, for a total height of 81'. The equipment penthouses on each building are 27' tall, which will reach a total height of 79'. Rooftop Equipment: Each building rooftop will have 82 chillers and 49 generators to operate the data center at normal capacities and in the event of an emergency or power outage. The generators are to be located in penthouses on two sides of each building. Two generators will be located in a single concrete room. Inlet air will flow from the louvers on the chiller side of the penthouses, across the generator engine casing, and into the inlet side of the radiator fan. The 82 chillers will be screened from view via a 29' sound barrier/parapet wall. Accessory Structures: Several accessory structures are proposed on the roof of each building, at grade level, and below grade in the event of an emergency or power outage to keep the data centers and electrical infrastructure operating. A total of 18 battery powered thermal storage tanks, and 3 fuel oil polisher sheds are proposed at grade level. A total of 30 underground diesel fuel storage tanks are proposed. Each underground tank will be between 15' and 20' below grade. The thermal storage tanks are required to help cool the data center's system, including its servers. In the event of an outage, the pumps utilize water and a 30% propylene glycol solution within the tanks to cool the systems until the backup generators can run the chillers that ordinarily cool the system. The at -grade tanks are proposed to be 44.75' tall to the top of the ladder, and 13.17' wide. The fuel oil polisher sheds are a supplement to the rooftop generators in case of a power outage. During a power outage, the backup generators provide electricity to the system. As the generators run on diesel fuel, and outages are rare, the fuel must be periodically polished to remove water (that naturally accumulates from humidity) and prevent sediments from settling. Within each shed are mechanical pumps, valves, and a fuel oil polisher. The pumps periodically cycle the fuel from the underground fuel tanks to the fuel oil polisher to remove the water from the fuel. Similarly, below grade, storage tanks hold diesel fuel in the event of a power outage. Total fuel storage accounts for up to a 48 hour power outage. The below grade storage tanks are proposed to be 10.33' wide by 24.1' long, and are made of fabricated materials specifically tested for diesel fuel storage. ComEd Substation: To power each of the 84 megawatt (MW) buildings, a new substation is proposed to be constructed and operated by ComEd at the southeast corner of Dempster Street and Linneman Road within the Subject Property. Wiring and utility connections are proposed to be fully underground, and will be tied in from the ComEd utility properties that exist within much of South Mount Prospect, to Linneman Road, and will tie in to the northeast corner of the Subject Property (to the east of Linneman Road). The tallest equipment from the substation will be 86', which is a skinny static mast, but the majority of the equipment will be below 30' in height. Other notable equipment to be located within the substation includes high busses, transformers, and a pre -fabricated metal control enclosure. Extensive landscaping is proposed along the northern area of the substation to screen the substation equipment from surrounding properties. 3 124 Landscaping: The Petitioner submitted a landscape plan which is intended to screen the proposed buildings and substation from the adjacent residential as much as feasibly possible. In total, 257 new trees, 2,323 new shrubs, and over 500,000 square feet of sod is proposed onsite. The southeast corner of the site will feature a circular path, bench seating, and a thoughtful landscape mix. In conjunction with the Public Works Department, as many existing trees will be preserved as possible. Traffic: The proposed use generally has a much lower employee count compared to other uses utilizing the same amount of gross floor area. Site access is clear and will be well defined by signage. Primary access for all in -bound trucks is proposed off Algonquin Road via a full access entrance and exit. Secondary passenger vehicle access will be provided from Linneman Road. Trucks will be allowed to exit only through the Linneman Road access. The right in, right out access on Dempster Street is intended to be for emergency use only, and will be controlled by an emergency gate. The previous United Airlines headquarters at one point housed over 3,500 employees. The proposed use will have a considerably lower impact on traffic in the surrounding area. The Petitioner also prepared a traffic impact study to evaluate the proposed use's impact on the areas roadways. The traffic study suggests the project will have little effect on the operations of the area roadway network. The study also proposes the following recommendations: • A dedicated right -turn lane be installed on Algonquin Road going westbound at the proposed site access driveway. • Painted medians along Linneman Road and Algonquin Road be restriped to provide a separate left turn lane (Linneman Road) and a two-way left turn lane on Algonquin Road. • Stop signs be installed for existing traffic at both site access driveway. • Provide a single wide inbound lane and two outbound lanes, striped for separate right and left turn lanes at the Algonquin Road access point. Public Improvements: The proposed development would have pedestrian access via multi use paths on all three frontages, which will connect pedestrians to the retail uses at the intersection of Algonquin Road, Dempster Street and Busse Road, to Kopp Park and the trail within the ComEd right of way adjacent to Kopp Park. In addition, the development will provide direct or indirect pedestrian connections to several Pace bus stops for routes running southbound along Linneman Road and eastbound/westbound along Algonquin Road. These improved connections would directly impact Route 230 (southbound along Linneman Road), and Route 606 (eastbound/westbound along Algonquin Road). While still preliminary at this time, staff and the Petitioner are discussing additional public benefits either on the Subject Property or elsewhere in South Mount Prospect. Phasing: Should the project be approved, the Petitioner is projecting that permit review and approval by all applicable entities would not be completed until mid -2022. Further, demolition of the existing campus would not be completed until the 4th quarter of 2022, and the Petitioner plans to construct one data center at a time, the first being the southwestern building. Each building would take 18 months to construct, thus the first data center is proposed to be operational by the end of the first quarter of 2024. The 3rd data center is projected to be completed and operational by the 4th quarter of 2026. Economic Impact: As noted previously, each building will create between 75 and 150 permanent, high 4 125 skilled, high -earning jobs, with an estimated average annual salary of $70,000 and up. Employees include mechanical engineers, electrical engineers, computer engineers, security personnel, maintenance personnel, and real estate property managers. In total, the Petitioner is proposing to invest $2.5 billion (not adjusted for inflation or increase in labor or materials) into the Village. During construction, it is estimated that demolition of the existing campus will take up to one year, and each data center takes approximately 18 months to construct. During demolition and construction, the Petitioner estimates up to 900-1,000 construction personnel on-site, totaling approximately 2,116,109 labor hours. If labor hours are multiplied into the construction of all three buildings at typical hourly wages for project management, electrical, mechanical, architectural, structural, and civil related workers & contractors, this accounts for over $630,214,065 total salaries paid throughout the entirety of the project. Each building produces up to 84 megawatts (MW) of energy, which in turn creates utility taxes for the Village. Although preliminary estimates, utility taxes are expected to return up to $1-$2 million annually when the centers are fully operational, which in turn allows the Village to upgrade infrastructure and provide other public improvements throughout Mount Prospect. Long Range Planning: The reuse or redevelopment of the United Airlines campus has been a priority for the Village since the property was annexed in 2017. The 2017 Comprehensive Plan, which is a guiding document for future development for the Village, notes this property as a 'mixed use district' within the future land use map. The primary uses under that category include heavy industrial, manufacturing, and warehousing. Further, the 2017 Comprehensive Plan promotes minimizing the impact on traffic congestion, enhancing walkability, and including streetscape, safe connections, landscape features, and pedestrian amenities for any new development. The proposal meets all of these goals. The 2020 Connect South Mount Prospect Sub -Area Plan offers an opportunity sites map that prioritizes development sites in the study area. The plan prioritizes the Subject Property as the number 1 opportunity site and recommends warehousing or an industrial park, and notes the existing property is underutilized. The proposal meets all of the plans recommendations for the redevelopment of the Subject Property. Finally, the Village's 2021-2022 Strategic Plan is a working document that is approved by the Village Board and provides staff a collection of goals, policies, and priorities to adhere to and complete for the specified calendar year. The plan identifies creating a direction for the United Airlines Property as a high priority policy agenda item. Impacts on Adjacent Properties: Overall, the Petitioner has demonstrated a commitment to fully abiding by, and meeting all regulations set forth by local, state, and federal entities. Below is an assessment on the proposed impacts: Noise: The Petitioner submitted an acoustic and noise study, which analyzed the noise from the rooftop chillers and generators on each of the three proposed buildings. Village Code allows sound frequencies at ten different octave band frequencies, measured in decibels (dB). dB sound pressure levels are unweighted, dBA levels are "A" weighted according to the weighting curves to approximate the way humans hear sound or noise. To properly attribute weighted decibel levels to Village Code standards, logarithmically, limits are A 126 weighted to a daytime dBA of 56, and a nighttime dBA of 52. Village Code also restricts any noise level within any 1-1 limited industrial property from exceeding 71 dBA. For reference, 52-56 dBA sound is similar in intensity to an electric fan, hair dryer, or a running refrigerator. The Petitioner has not requested to waive any noise requirement set forth by Village Code. Noise muffling measures the Petitioner has proposed includes sound wall barriers, penthouses for generators, an insulated metal panel system in the penthouses, "hospital -grade" silencers for the generator exhaust pipes, 5' parallel baffle silencers within the penthouses, and 12" acoustical louvers on the sides of the penthouses. Emissions: The proposed generators are diesel powered that emit particulate matter when operable. The Petitioner is proposing to install a selective catalytic reduction (SCR) system on each generator that will reduce overall emissions. Additionally, the Petitioner will use a 32.5% concentrated urea solution (urea is a non -hazardous substance stored in underground tanks) to remove nitrous oxide from the exhaust. To accomplish this, 6 underground urea tanks are proposed. The generators are only used in the event of an emergency or power outage, however each generator will be periodically run for testing 5-8 hours per year.. The Petitioner is also required to obtain a permit from the Illinois Environmental Protection Agency (IEPA) and will have to meet all of their established criteria for allowable emissions from the generators. Plat of Subdivision: Along with the PUD request, the Petitioner is also proposing a plat of subdivision which would subdivide the main campus of the Subject Property into 4 lots. The 6 -acre lot east of Linneman Road) would remain its own lot, and be operated by ComEd. Each of the three buildings would occupy their own lots, with the 4th lot as the common area of the project. Because each data center parcel is proposed to be landlocked, the Petitioner has submitted a declaration of covenants document which ensures the orderly and harmonious function of the proposed lots should they be sold off in the future. Staff and the Village's legal team have reviewed the final plat and declarations document, and have determined each document meets the standards and regulations of the Village Code, and allows for proper access and maintenance of the common area (lot 4). Preliminary PUD and Preliminary Plat of Subdivision Approval Process: The case was heard at the Planning & Zoning Commission on December 9, 2021. During the meeting, discussion primarily centered on nuisances to adjacent properties, the economic impact to the Village, and the donation to the Mount Prospect Park District. The Petitioner stated that all regulations and requirements set forth by the Village's zoning and development codes would be met, and that the noise mitigations measures will assist in meeting those regulations and requirements. Further, the Petitioner will be donating $2,000,000 to the Mount Prospect Park District for facility upgrades specific to South Mount Prospect. Changes in the Project from Preliminary to Final Approval: Minor changes were conducted on the building plans and renderings related to the project. Most notably, several minor changes were done related to modifications in underground utility duct banks. These changes include; minor shifts in drive aisle alignments, the underground fuel tanks or ORD1 (southwest data center) were shifted to the northwest corner of ORD1, underground fuel tanks and fuel polishing sheds shifted from the south fagade of ORD2 (southeast data center) to the north fagade of ORD2, and the underground urea tanks shifted slightly to the west on the northern fagade of ORD2. Other changes include shifting the guard house outside of the Algonquin truck rejection turn area to create a 180 degree turnaround, the Algonquin entrance was widened to include a car and truck lane (which will L 127 reduce backup queuing of passenger vehicles while awaiting delivery truck entry authorization), the Algonquin entrance drive was revised to meet IDOT dimension standards including a mountable median due to the entrances width, the stormwater basin perimeter was changed from sloped to walled basins (this change can be seen from the new renderings), and there were minor building locational shifts on ORD1 and ORD3 (northern data center) to better fit foundation landscaping and the associated sidewalk. With respect to the ComEd substation parcel, a few minor changes were made including a stormwater related change from an underground vault to a walled basin on the northern section of the parcel, and a few equipment layout changes which allowed the access drive to shift to the west giving adequate space to place the walled basin, which in turn also provided more detention volume while providing additional open surface. Finally, on May 3rd 2022, the Village Board voted to approve a new Tax Increment Financing (TIF) District in South Mount Prospect which includes the Subject Property. The project and request would not be possible but for TIF funds, and therefore the TIF area can benefit from the additional increment created from the project in the future. Anticipated improvements to the TIF area, which are due in part to the proposed development, include infrastructure upgrades to stormwater & sanitary sewers, conversion of previously unincorporated properties from septic and well to Village water, and utility upgrades to accommodate the proposed development and future growth and redevelopment in the area. Other improvements include park district facility upgrades, sidewalk and multi -use path connection enhancements, and streetscape improvements. COMPATIBILITY WITH VILLAGE CODE The standards for conditional uses are listed in Section 14.203.F.8 of the Village Zoning Ordinance and include seven specific findings that must be made in order to approve a conditional use. The following list is a summary of these findings: • The conditional use will not have a detrimental impact on the public health, safety, morals, comfort or general welfare; • The conditional use will not be injurious to the use, enjoyment, or value of other properties in the vicinity or impede the orderly development of those properties; • There is adequate provision for utilities, drainage, and design of access and egress to minimize congestion on Village streets; and • The request is in compliance of the conditional use with the provisions of the Comprehensive Plan, Zoning Code, and other Village Ordinances. The Petitioner states that the proposed development will not be detrimental to, or endanger the public health, safety, morals, comfort, or general welfare. The Petitioner states further that the proposed conditional use will not adversely impact the value or use of any other property, and that it is a compatible use given the surrounding area. The Petitioner further states the proposed conditional use is self-contained within the Subject Property, and will not impede orderly development or improvement in the surrounding area. Additionally, the Petitioner states the proposed development is consistent with the Village's long range plans and policy agendas, and that besides the exceptions requested, the proposal will conform to the applicable regulations set forth in the 1-1 Limited Industrial zoning district. Staff has reviewed the Petitioner's request for a conditional use for a final PUD and final plat of subdivision and is supportive of the request. The proposal takes advantage of an underutilized site in South Mount 128 Prospect, and is a high quality light industrial development. The long term benefit to the Village, specific to upgrading Village owned infrastructure in South Mount Prospect is significant, and will positively impact residents and existing businesses within South Mount Prospect. The proposed use is compatible to the area, with a data center located directly to the west of the Subject Property, and the development meets all long range planning and policy documents related to the site. Finally, only small changes have occurred since preliminary approval, therefore staff is supportive of the Final PUD and final plat of subdivision request. Staff finds that the proposal meets the conditional use standards and applicable subdivision standards in the Village Code, and that granting such request would be in the best interest of the Village. Staff recommends that the Planning & Zoning Commission make a motion to adopt staff's findings as the findings of the Planning and Zoning Commission and recommend approval of the following motion: 1. A final plat of subdivision title "Planned Unit Development Mount Prospect Technology Campus Final Plat of Subdivision"; 2. A Conditional Use for a final planned unit development (PUD) consisting of three (3) data centers, each totaling a gross square footage of five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, three hundred forty five (345) parking stalls, and a ComEd operated substation, subject to the following conditions of approval: a. Submittal of landscape, irrigation, and photometric plans that comply with Village codes and regulations; b. Development in general conformance with the site plan prepared by Gewalt Hamilton Associates, Inc. dated May 211, 2022; c. Compliance with all applicable development, fire, building, and other Village Codes and regulations; d. Petitioner shall provide documentation to the Village that the proper IEPA and OSHA permits have been obtained prior to any certificate of occupancy issuance; e. All proposed noise, vibration, and particulate matter levels shall meet Village Code requirements; f. The petitioner shall make donations to the Mount Prospect Park District and the Village of Mount Prospect for facilities benefiting the surrounding neighborhoods. Such donations will be detailed in a Redevelopment Agreement that shall be approved by the Village Board; g. Petitioner shall provide all off-site and public improvements as required by Village Code; h. The existing access road between ORD1 to the north and the property to the west (1540 W. Algonquin Road) shall be eliminated, and a turn -around area shall be constructed within the 1540 W. Algonquin Road property; i. Petitioner shall provide a complete building code analysis during the permitting process which shall comply with the requirements set forth in the adopted building codes and amendments as adopted by the Village; j. Petitioner shall obtain all necessary permits for other entities including, but not limited to, IDOT, TEPA, Metropolitan Water Reclamation District (MWRD), Cook County, Army Corps of Engineers, and the Illinois Department of Natural Resources (IDNR); k. Petitioner shall comply with local, state, and federal regulations regarding the abatement of asbestos; I. All signs shall be submitted, reviewed, and approved during the permitting process. All 129 signs shall conform to Village Code unless otherwise noted in the PUD request. The Village Board's decision is final for this case. ADMINISTRATIVE��"�'� PLANS OTHER onin Request Application, Responses to Plat of Survey, Site Plan, etc.. (Supplemental Information, Public Standards, etc,,.. Comments Received, etc...) I concur: William J. Cooney, AICP '/ Director of Community P6elopment 0 130 u-.. Ph* I qW77 q,77Village of Mount Prospect Community Development Department 50 S. Emerson Street Mount Prospect, Illinois 60056 IN Phone: (847) 818-5328 Zoning Request Application Address(es): _ 1200 E. AI on uin Road & 1200 Dem star Street Mount Prosep ct, IL Zoning District(s) I_1, .--- Property Area (Sq.Ft. and/or Acreage): 49.72 acres . .... ...,, Parcel Index Number(s) (PIN(s): 08-23-100-018-0000 and 08-23-200-052-0000 X Conditional Use: For _„ Planned Unit Development for Data Center Cam us Final A royal Variation(s): To Zoning Map Amendment:. Rezone From Zoning Text Amendment: Section(s) Other: See Attached Project Narrative 17800\00001 \4881-0968-0670.v 1 131 X Check if Same as Applicant Name: .. Corporation: Address: City, State, ZIP Code: Phone: _ _....... Email: In consideration of the information contained in this petition as well as all supporting documentation, it is requested that approval be given to this request. The applicant is the owner of the property. The applicant grants employees of the Village of Mount Prospect and their agents permission to enter on the property during reasonable hours for visual inspection of the subject property. I hereby affirm that all information provided herein and in all materials submitted in association with this application are true and accurate to the best of my knowledge. Applicant: _ Date: MaV 20, 2022 (Signature) (Caren D. Donahoe Authorized Signatory (Print or Type Name) If applicant is not property owner: hereby designate the applicant to apply for the zoning request(s) described in this application and the associated supporting material. Property Owner: (Signature) (Print or Type Name) 17800\00001\4881-0968-0670.v1 2 Date: 132 nta.pa WY Village of Mount Prospect Community Development Department 50 S. Emerson Street Mount Prospect, Illinois 60056 Phone: (847) 818-5328 Plat Agelication Address(es): 1200 E. Alc one uirl Road 1200 C7e�steratreet Mcurt Pres eot iL Zoning District(s): 1-1 .........-- __......... _ Property Area (Sq.Ft. and/or Acreage): 49.72 acres Parcel Index Number(s) (PIN(s): _08-23-100-018-0000 and 08-23-200-052-0000 Type(s): X Subdivision/Resubdivision Consolidation Dedication Vacation Easement Annexation Condominium Other: Title(s): Mount Pros ect Technolo v Campus — Final Plat of Subdivision„ Summary of Plat(s) and any Variation/Code Exception(s) requested; See Attached Addendum Name/Corporation: „,„Tur Ventures LLC_ Interest in Property: ,.Owner Address: 1212 New York Avenue NW Suite 1 000Washin ton DC 20005 Phone: _........ ............. Email:. A6JA �,7� In consideration of the information contained in this petition and all supporting documentation, it is requested that approval be given to this request. The applicant is the owner of the subject property. The grants employees of the Village of Mount Prospect and their agents permission to enter on the property during reasonable hours for visual inspection of the subject property. Applicant hereby affirms that all information provided herein and in all materials submitted in association with this application are true and accurate. Applicant Signature: �,, Date 05003 Name/Corporation: Address: Phone: Email: I hereby designate the applicant to apply for the plat request(s) described in this application and the associated supporting material. Property Owner Signature: 17 800\0000 1 \4861-4897-4622. v 1 Date: 133 Affidavit of Ownersh,ie, I I 1 1,111 11, ''. "Im DISTRICT OF COLUMBIA 1, Karen D. Donahoe ..... , under oath, state that I am o the sole owner of the property Ej an owner of the property XEi an authorized officer for the owner of the property Commonly described as —1200 E. AI on I 01_Auin Road & 1200 Dem ster Street Mount Pros ect IL. ..... 08-23-100-018-0000 and And that such property is owned by Tur Ventures LLC as of this date. (print name) ............................ Signature Subscribed and sworn to before k me this ;L -1 , - —day of 2077— Nota Public JADA SPRIGGS Notary Publlc, District of Columbla MY COmmisslon Explres 10/31/2025 4849-5573-0424.v1 2 134 PROJECT NARRATIVE TUR VENTURES FINAL PUD APPLICATION INTRODUCTION Tur Ventures, and its affiliates, including CloudHQ, LLC ("CHQ") propose to develop the eastern portion of the former United Airlines Operations Center site located at 1200 East Algonquin Road, Mount Prospect, Illinois (the "Data Center Parcel") as a data center campus, with three (3) data center buildings (the "Data Center Buildings") and related infrastructure intended to support data center use (collectively, the "Project"), as shown in more detail on the Final PUD Site Plan and the other documents submitted with CHQ's applications. CHQ will develop the Project as a Planned Unit Development ("PUD"). On December 14, 2021, the Village of Mount Prospect Board of Trustees approved Ordinance No. 6599, "an Ordinance Granting a Preliminary Plat of Subdivision and Conditional Use for a Preliminary Planned Unit Development for Property Located at 1200 E. Algonquin Road and 1200 Dempster Street, Mount Prospect, Illinois." Pursuant to Section Two of that Ordinance, the Village approved a conditional use for a preliminary PUD for the Project, including the "Preliminary PUD Plans" defined therein. The final plans submitted by CHQ with its application for final PUD approval are in compliance with the approved Preliminary PUD Plans. Without waiving its rights under Ordinance No. 6599, CHQ has submitted a statement of Responses to Zoning Standards, demonstrating how the Project complies with the Village's applicable zoning standards. The PUD will include both the Data Center Parcel and a smaller parcel located at the southeast corner of the intersection of Dempster Street and Linneman Road that would be improved with an electrical substation (the "Substation") to serve the Data Center Buildings (the "Substation Parcel"; the Data Center Parcel and the Substation Parcel are, collectively, the "Subject Property"). Tur Ventures LLC has purchased the Subject Property from its prior owner, United Airlines, Inc. ("UAL"). PROJECT SUMMARY The Data Center Parcel consists of approximately 43.58 acres of land, and is bounded by Algonquin Road to the south, Linneman Road to the east and Dempster Street to the north. The Data Center Parcel currently houses four (4) buildings, including an eight -story (92.25' tall) building at the southeast corner and a subsurface data center. Stormwater management of the Data Center Parcel is currently provided in a manmade, excavated drainage pond constructed in the 1960's per historic aerials'. This pond predates the Metropolitan Water Reclamation District of Greater Chicago ("MWRD") permit records. All utilities required to run the Data Center Buildings, such as electric, lighting, telephone, fiber optic, gas, water, and sanitary sewer, are available to the Subject Property. 1 The stormwater basin was not shown on the 1963 Hydrologic Atlas. Page 1 4851-9082-9561.v8 135 The Substation Parcel is approximately 6.14 -acres, and is located at the southeast corner of the intersection of Dempster Street and Linneman Road. The Substation Parcel is a vacant, paved lot that was formerly used as a UAL employee parking lot. UAL has retained its property to the west of the Data Center Parcel. On the Data Center Parcel, CHQ intends to construct three (3) 84 MW Data Center Buildings with parking, underground fuel storage for generators, ground level water tank storage, a fuel polishing building for each Data Center Building, support equipment and structures, and underground electric, fiber optic, sanitary sewer, water, and storm drainage collection and conveyance. The Substation Parcel will be the site of a new ComEd electric substation that will provide power to the Data Center Buildings. CHQ intends to enter into an easement agreement with ComEd, under which ComEd would construct and operate the Substation. PROPOSED PLAT OF SUBDIVISON CHQ's proposed Final Plat of Subdivision for the Subject Property places each Data Center Building, plus certain ancillary areas that benefit such building (such as parking and loading areas that are likely to be used only or primarily for that building), within its own lot. These "building lots" are Lots 1 through 3 of the proposed plat of subdivision. The plat is also designed to make Lot 4 essentially an "outlot" that is adjacent to and around the building lots and contains ancillary uses and improvements that are used by and benefit all three building lots (Lots 1 through 3) — including common and overflow parking, buffer areas, vehicular and pedestrian easements, utility easements, and detention areas ("Common Improvements"). Finally, Lot 5 is the Substation Parcel. This design accommodates, better than a "traditional" subdivision, the long-term use and maintenance of the Common Improvements, particularly if the three building lots become separately owned in the future. As part of its final PUD application, CHQ has prepared a final plat of subdivision and a declaration of covenants that govern the subdivision and provide for the creation of an owners' association that will ensure the building lots and outlot all function cohesively, even if one or more of the buildings lots is sold. Although it is separated from the Data Center Buildings by an existing public street (Linneman), the Substation Parcel may be included as part of the plat of subdivision, under the Illinois Plat Act. DATA CENTER BUILDINGS AND IMPROVEMENTS To construct the Project, CHQ requires an increase in allowable building height from the underlying 1-1 zoning, which is 40 feet, to up a "Building Height" (as defined in the Village Zoning Ordinance) of 52 feet. The penthouse equipment and structures on top of the Data Center Buildings (which are not included in "Building Height") will reach a maximum height of 81 feet. The Project also requires other zoning and subdivision exceptions, which are identified in CHQ's application materials. The Data Center Buildings will be constructed of steel and glass, or other quality materials such as white metal cladding, stainless steel elements inserted into pre -cast panel reveals or other outer surfaces. Page 2 4851-9082-9561.v8 136 Each Data Center Building features an administrative area (also referred to as an "administrative block") that has a proposed height of 52 feet and includes office space that serves the Data Center Building. Aesthetically, the administrative block breaks up the elevation of each Data Center Building and features large glass windows, glazed areas and stainless-steel cladding, which provides a streamlined look that is more similar to an office building than an industrial building. In addition, vine cables for greenery are incorporated along the exterior of each Data Center Building, further enhancing its exterior aesthetics. Data Center Building CH -3 is the building that would be closest to the residential buildings located on the north side of Dempster, and is oriented such that its administrative block faces those residential buildings. The Data Center Parcel will be a secured facility with high-quality, black powder -coated, aluminum ornamental perimeter fence. Primary vehicular access is proposed off Algonquin Road. Secondary passenger vehicle access would be provided off Linneman Road. Inbound 18 -wheelers would be required to enter through the Algonquin Road access and would be allowed to exit through either the Algonquin Road or Linneman Road accesses. Manned, security guard booths would be provided at both entrances. An emergency gate is proposed at the existing right-in/out entrance at the northwestern corner of the Data Center Parcel onto Dempster. Parking will be provided around each Data Center Building and around the administrative block. For data centers in general, the most useful metric for measuring parking demand is the anticipated number of full-time employees during the busiest shift, as opposed to a ratio based on building square footage. Based on historic parking data, CHQ estimates that approximately 150 employees per day could occupy each Data Center Building during a 24-hour period, with the majority (but not more than 75%, or 113) working within standard daytime working hours. CHQ proposes to provide 115 parking spaces per Data Center Building. Parking for 18 -wheelers and delivery trucks would be provided within a 4 -bay, partially screened, truck dock. Extensive landscaping is provided throughout the Data Center Parcel, with an emphasis along the north property line and around the detention basins. Preliminary landscape plans are included in the PUD submission. Landscape screening using evergreens in the transition setback is provided to help breakup the visual sightline for neighbors to the north. Landscape screening is also proposed at the north line of the Substation Parcel. BACKUP SYSTEMS To ensure that its customers' mission -critical applications never go offline, CHQ (and any data center operator for that matter) utilizes layers of redundant electrical infrastructure, including emergency backup generators, that provide backup electricity, and thermal storage tanks, that provide backup cooling. CHQ's generators will be on the roofs of the Data Center Buildings and the tanks storing the #2 diesel fuel that powers the generators are underground. The underground tanks will have double-wall construction and leak detection systems. Each tank is approximately 15' tall and the bottom of each tank will be at least 20' below grade. The tanks and their associate pipes may be deeper depending on topography and coordination with other site utilities. CHQ's plans provide for sufficient fuel storage to allow for 48 hours of backup power, which is the minimum demanded by most of its customers. The backup electrical system Page 3 4851-9082-9561.v8 137 also requires above ground accessory structures, namely the "fuel oil polisher sheds" shown on the site plan. In the event of an electrical outage, the backup generators (powered by #2 diesel fuel) provide electricity to the system. Because outages are rare, the fuel must be periodically "polished" to remove water (that naturally accumulates from humidity — the fuel storage tanks are vented) and to prevent sediments from settling. To accomplish this, each Data Center Building has two accessory fuel oil polisher sheds that house mechanical pumps, valves, and a fuel oil polisher. The pumps periodically cycle the fuel from the underground fuel tanks to the fuel oil polisher to remove the water from the fuel. Also, in the event of an electrical outage, it is important to continue cooling the data center's system, including its servers. Accordingly, each Data Center Building has six battery -powered "thermal storage tanks" (depicted on the site plan) that, in the event of an outage, pump a water and 30% propylene glycol solution to cool the system until the backup generators can run the chillers that ordinarily cool the system. BENEFITS TO VILLAGE The Project will benefit the Village and other units of local government in a number of different ways, including job creation and tax revenue, while placing little demand on government services, as further outlined below: Job creation • Data Center Operational Employment: o CHQ estimates between 75-100 permanent jobs will be created per Data Center Building; 60-80 of these jobs will be for skilled, high -earning professionals, with an estimated average annual salary of $70,000+. These operating employees will include mechanical engineers, electrical engineers, computer engineers, security personnel, maintenance personnel, and real estate property managers. o CHQ anticipates that a significant number of these high -earning professionals will choose to live in close proximity to the Subject Property, given the 24-hour nature of the facility. • Data Center Construction Employment o For each Data Center Building, CHQ estimates will be up to 900-1,000 construction personnel on-site, totalling approximately 2,116,109 labor hours, as outlined in the following table: Buildine 1 Buildine 2 Buildine 3 Development Timeframe 18 months 18 months 18 months Salary per Hour Total Salaries Paid Employment Discipline Work Hours Work Hours Work Hours $ $ Project Management 87,948 87,948 87,948 $85.00 $22,426,740.00 Electrical 1,161,386 1,161,386 1,161,386 $110.00 $383,257,380.00 Mechanical 416,744 416,744 416,744 $95.00 $118,772,040.00 Arch/Structural/Civil 450,031 450,031 450,031 $85.00 $114,757,905.00 Total Yearly Hours 2,116,109 2,116,109 2,116,109 $639,214,065.00 Page 4 4851-9082-9561.v8 138 o Construction of one Data Center Building takes approximately 18 months. Upon successful lease -up of the first Data Center Building, CHQ would then commence construction of the second Data Center Building, followed by the third Data Center Building. Capital Investment in Mount Prospect • Each 84 MW Data Center Building will cost approximately $840 million to construct; making the total CHQ investment approximately $2.5 billion (*not adjusted for inflation or increases in labor or materials). • Demolition of existing site infrastructure will cost an estimated additional $30 million. Minimal Impact to Existing Services • Reduced traffic movements and impact o Data center facilities operate 24 hours a day, 365 days a year, but given the nature of the operations, they behave in a much more subtle manner than industrial/warehouse facilities. Typically, data centers would have 75% fewer traffic movements per day when compared to a warehouse/distribution facility. CHQ provided a Traffic Impact Study with its preliminary PUD application materials that demonstrates the relative low impact the Project will have on area traffic. o The traffic study outlines the volumes of traffic anticipated with the data center use, including 18 -wheeler truck deliveries. Data centers typically place much less burden on the surrounding streets than other allowed uses. • CHQ anticipates that the Project will not require any Village -paid upgrades to public infrastructure, such as roads. • The proposed data center use will produce less burden on schools, police, fire protection, emergency, and other municipal services than would typically be experienced with other uses allowed in the 1-1 zoning district. Revenue Generation for Mount Prospect • CHQ anticipates that the Project will inject revenue into the local economy, in several ways, including: o Purchases at hotels, retail shops, restaurants and other service providers by construction workers and business travellers. o Real estate taxes to Mount Prospect and other local governments. o Municipal utility taxes to Mount Prospect, estimated as follows: Page 5 4851-9082-9561.v8 139 $1,500,000 $1,000,000 INIMM m Mount Prospect I Utillity IF 1peir aininuirn 2022 2027 2032 2037 2042 204.7 Page 6 4851-9082-9561.v8 140 Pedestrian/Bicycle Improvements • The Project will include construction of sidewalks, to complete pedestrian access around the entire Subject Property, including an 8 -foot -wide bicycle/pedestrian path along the Algonquin frontage. • The stormwater basin at the southeast corner of the Data Center Parcel campus will be an open area north of the bike path with park benches for bikers and pedestrians to take a break. Updated landscaping, green building facades from cable vine systems and trees along the perimeter will enhance the curb appeal from streets bordering the Data Center Parcel. Full Redevelopment Opportunity The occupancy and use of the Subject Property steadily declined for many years and now UAL has completely vacated. The Project provides a unique opportunity to redevelop the entire 50 -acre Subject Property and revitalize this area of the community. Page 7 4851-9082-9561.v8 141 This Instrument Prepared By: Erin Felchner Sidley Austin LLP One South Dearborn Chicago, IL 60603 When Recorded Return To: Tur Ventures LLC c/o C1oudHQ LLC 1212 New York Avenue NW Suite 1000 Washington, D.C., 20005 Attn: Hossein Fateh Doc# 2136246082 {sae VDID . 00 RHSP FEE:$9,00 RPRF FEE: $1.00 KAREN A. YARBROUGH COOK COUNTY CLERK DATE: 12128r2021 01:45 PM PG: 1 OF 5 THIS SPECIAL WARRANTY DEED is made as of the ')_i"'I'day of Du e4,,,v,�Lg,, , 2021, by UNITED AIRLINES, INC., a Delaware corporation (the "Grantor"), with an office located at 233 South Wacker Drive, HDQOU, Chicago, Illinois 60606, to and in favor of TUR VENTURES LLC, a Delaware limited liability company, with an office located at 1212 New York Avenue NW, Suite 1000, Washington, D.C. 20005 (the "Grantee"). WITNESSETH, that Grantor, for and in consideration of the sum of Ten and no/100 Dollars ($10.00) and other good and valuable consideration, in hand paid by Grantee, the receipt and sufficiency whereof is hereby acknowledged, by these presents does hereby GRANT, SELL, ALIEN, REMISE, RELEASE AND CONVEY unto Grantee, and to its successors and assigns, FOREVER, all of that land legally described on Exhibit A attached hereto and made a part hereof (the "_Land"), which Land is situated in the County of Cook and State of Illinois, together with all of Grantor's right, title, interest and estate in and to: (i) all buildings, structures, improvements and fixtures located at the Land, (ii) all privileges, rights, easements, hereditaments, and appurtenances belonging to the Land, and (iii) all streets, alleys, passages and other rights-of-way included in the Land or adjacent thereto (the Land, together with the items included in clauses (i) through (iii) (inclusive) above is collectively referred to herein as, the "Transferred Property_"). TO HAVE AND TO HOLD the Transferred Property unto Grantee and its successors and assigns forever. �" And Grantor does hereby covenant, promise and agree to and with the Grantee, and its successors and assigns, that the Grantor has not done or suffered to be done anything whereby the Transferred :Property hereby granted and conveyed herebyis or may be, in any manner, encumbered or t° charged, except as reflected on Exhibit B attached hereto and made a part hereof (the "Permitted Exceptions"), and that Grantor will WARRANT AND FOREVER DEFEND the Transferred Property unto h. Grantee and its successors and assigns, against all persons or entities making any claims or demands concerning the Transferred Property 'by> through or under the Grantor but not otherwise), subject, however, (-; to the Permitted Exceptions. N. 0H FIS 'RA fl 51223 r� t 9 114 WITNESS WHEREOF, Grantor has caused its name to be signed to this Special Warranty Deed as of the day and year first above written. R,J7fjn,ZjKf]0 UNITED AIRLINES, INC., a Delaware corporation By: Name: Nathan Lopp Title: Vice President Corporate Real Estate STATE OF ILLINOIS )SS. COUNTY OF GQOK DU PAGE) I Laura A. Asmussen a Notary Public in and for the said County, in the State aforesaid, do hereby certify that Nathan Lopp , personally known to me (or proved to me on the basis of sufficient evidence) to be the Vice President Corporate Real Estate of United Airlines, Inc., a Delaware corporation, and personally known to me to be the same person whose name is subscribed to the within instrument, appeared before me this day in person, and acknowledged to me that he/she executed the said instrument as his/her free and voluntary act as such Vice President Corporate Real Estate of said corporation, and as the free and voluntary act of said United Airlines, Inc. , for the uses and purposes set forth therein. Given under my hand and official seal this day of '2021. Notary Public Commission Expires: 08/08/2023 — OFFICIAL SEAL LAURA A. ASMUSSEN REAL ESTATE TRANSFER TAX 22 -Dec -2021 COUNTY: 27,071.00 00-i ILLINOIS: 54,142.00 - TOTAL: 81,213.00 08-23-100-018-0000 120211201675029 1 1-493457-552 Iq T Send Future Tax Bills to: Tur Ventures LLC c/o C1oudHQ LLC 1212 New York Avenue NW Suite 1000 Washington, D.C. 20005 Attn: Hossein Fateh r 4s : D , ER ¢ PEKE WOWS' �� z I 120 gjp Ln T 10.14 Is 1 111 V W.10 EMt X41 X1 Parcel 1: Lot 1 in Friedrich Busse, Jr. Division of Land in Section 23, Township 41 North, Range 11, East of the Third Principal Meridian, according to the plat thereof recorded February 20, 1911 as Document No. 4709799, except (A) that part of said Lot 1 taken for highways, and (B) that part falling in Blue Sky Subdivision according to the plat thereof recorded June 5, 2014 as Document No. 1415616048, in Cook County, Illinois. Parcel 2: The West 363.00 feet of Lot 2 in Linneman's Division of part of the Northeast 1/4 of Section 23, Township 41 North, Range 11 East of the Third Principal Meridian, and part of the Southeast 1/4 of Section 14, Township 41 North, Range 11 East of the Third Principal Meridian, according to the plat thereof recorded September 10, 1953 as Document No. 15716544, in Cook County, Illinois. Parcel 3: The North 120.00 feet of the West 363.00 feet of Lot 3 in Linneman's Division of part of the Northeast 1/4 of Section 23, Township 41 North, Range 11 East of the Third Principal Meridian, and part of the Southeast 1/4 of Section 14, Township 41 North, Range 11 East of the Third Principal Meridian, according to the plat thereof recorded September 10, 1953 as Document No. 15716544, in Cook County, Illinois. Property Address: 1200 East Algonquin Road, Mount Prospect, Illinois 60056, and 1200 Dempster St., Mount Prospect, Illinois 60056 PIN: 08-23-100-018-0000; 08-23-200-052-0000 Excluding all right, title and interest to that certain 30 -foot and 35 -foot easement set forth on the plat recorded with the Cook County Recorder of Deeds on June 5, 2014 as Document Number 1415616048 described as the "Private Sanitary & ComEd Easement". 15"1 2111 0.11 di I III 11 I ' ,,. PERMITTED EXCEPTIONS All covenants, restrictions, conditions, easements, reservations, agreements and other matters of record. U'�'Yt Eli44 D � � 441 k Yg� �+� Property Characteristics for PIN: 08-23-100-018-0000 2021: $949,616.39 Paid in Full 2020: $1,726,575.26 Paid in Full 2019: $1,568,981.12 Paid in Full 2018: $973,310.51 Payment History 2017: $900,259.70 Payment History *=(lst Install Only) 1,893,382 No Refund Available 1200 E ALGONQUIN RD CURRENT INFORMATION 2021: MOUNT PROSPECT Assessed Value: 0 Exemptions Received 60056 Not Available 2019: Township: ELK GROVE Assessment Information: 6,208,867 2018: Estimated Property Value: $24,835,468 MAILINGAIDDRESS Lot Size (SqFt): 1,893,382 2017: Building (SqFt): UNITED AIRLINES INC Property Class: 5-91 233 S WACKER DR HDQCT Tax Rate: 0.000 CHICAGO, IL 60606 Tax Code: 16081 NIN41fka-HOPE 2021: Not Available 2021: Not Available 2020: 0 Exemptions Received 2020: Not Available 2019: 0 Exemptions Received 2019: Not Available 2018: 0 Exemptions Received 2018: Appeal Filed 2017: 0 Exemptions Received 2017: Appeal Filed 2021: Tax Sale Has Not Occurred 1734049157- MECHANICS LIEN- 12/06/2017 2020: Tax Sale Has Not Occurred 1702729006 -ANNEXATION -01/27/2017 2019: Tax Sale Has Not Occurred 1622129105 -ANNEXATION -08/08/2016 2018: NoTax Safe 2017: NoTax Sale All years referenced herein denote the applicable tax year (i.e., the year for which taxes were assessed). Parcels may from time to time be consolidated or subdivided. If information regarding a particular PIN appears to be missing for one or more tax years, it is possible that the PIN has changed due to a consolidation or subdivision. Users may contact the Cook County Clerk's Office for information regarding PIN lineage. Users should also note that the information displayed on this site does not include special assessments (which are billed and collected by municipalities) or omitted taxes (which are assessed on on ad hoc basis by the Cook County Assessor's Office). Please direct inquiries regarding the status of special assessments to your municipality. Questions regarding omitted taxes should be directed to the Assessor's Office. Note: This printout cannot be used as a tax bill® 147 TO �Dld'%L T",11,,XI1. i,G ,Di ISRIIC"I.D�E�B"1.'A".."T�RBL),"TlED'TO YOUR PROPERTY F'btal raxiing District Debt Attributed to Your Property: Property Value: F'btal Debt % Attributed -to Your Property Value: Fo see the 2G Year History of Your Il roper,ty raxes, click here. $2,747,827 $24,835,420 11.1% Note: The above amounts are illustrations of how much government debt could be attributed to your property based on its 2020 value. See Details Here F", r i- f, y 1 i i Y,,,,, ),r"r'i ber 08-23-100-018-0000 No Image Available Are Your Taxes Paid? ScirolI down for more information. Property Location: Mailing Information: 1200 E ALGONQUIN RD UNITED AIRLINES INC MOUNT PROSPECT, IL 60056-0000 233 S WACKER DR HDQCT Volume: 050 CHICAGO, IL 60606-7147 Update Your information Tax Year 2019 (billed in 2020) Futall Amount Billed- $1,568,981.12 'T s I, � -'Ta,� Ye ar 221,), 1 Original Billed Amount: $569,505.74 Due Date: 03/03/2020 Original Billed Amount: $999,475.38 Due Date: 08/03/2020 Tax: $0.00 Tax: $0.00 Interest: $0.00 Interest: $0.00 148 Current Amount Due: $0.00 Current Amount Due: $0.00 lb -tall) Amount Due: $0.00 Tax Year 2020 (billed in 2021) mall Amount I ill1ledW $1,726,575.26 6 sT, ,J STA --I ( i r%.,�r 121 211d I14 (/ --Ji1`,l FT . (.dx Grt 1 „020 Original Billed Amount: Original Billed Amount: $862,939.62 $863,635.64 Due Date: Due Date: 03/02/2021 10/01/2021 Tax: $0.00 Tax: $0.00 Interest: $0.00 Interest: $0.00 Current Amount Due: $0.00 Current Amount Due: $0.00 Tax Year 2021 (billed in 2022) Fatall Amount I iilllleo $949,616.39 Is t i -- /7F`a VT Ta/,,, Year 21,,,a2 Original Billed Amount: $949,616.39 Due Date: 03/01/2022 Tax: $0.00 Interest: $0.00 Current Amount Due: $0.00 lb -tall) Amount IDue: $0.00 About payments: • Payments are recorded the date they are received. They appear on the website about three business days later. • The current amount due is as of Wednesday, May 11, 2022. Questions about payments? Contact Us. • To find out if taxes for this PIN are delinquent for Tax Year 2018 and earlier, search the Cook County Clerk's records. 149 Download Your Tax Bill Open a PDF of your tax bill that can be printed and used to pay in person or by mail. Tax Year 2021 First Installment Due Tuesday, March 1, 2022 Tax Year 2020 Second Installment Due Friday, October 1, 2021 Tax Year 2019 SecondInstallment Due Monday, August 3, 2020 Stop receiving your tax bill by mail. ,`',Sign Up for eBilling Sign up for eBilling to receive future tax bills via email. Are There Any Overpayments on Your PIN? Our records do not indicate a refund available on the PIN you Ihave entered. Have You Received Your Exemptions in These Tax Years? Type 2020 2019 2018 Homeowner Exemption: NO NO NO Senior Citizen Exemption: NO NO NO Senior Freeze Exemption: NO NO NO Returning Veteran Exemption: NO NO NO Disabled Person Exemption: NO NO NO Disabled Veteran Exemption: NO NO NO Fax Year 2021 exemptions granted lby the Assessor will be reflected on your Second lirnstallment tax bill. Apply for a missing exemption You may also view lists of properties that may be entitled to missing senior exemptions for Tax Year 2019. 20 -Year Property Tax Bill History .Tax Year 2013: .Tax Year 2020: $851,738.1 5 $1,726,575..26 Difference: II.° 87 ,83'7° °II 'll (Percent Change: 1IO2.711 o 150 See your complete property tax history. Taxing District Debt Attributed to Your Property rotal ra iin IDistrict Debt Attributed -to Your IIRrepertym Property Valllue: lb-tal Debt % Attributed -to Your IIRrelpeirty Valllue: ro see the 2G Year I 111story of YourP.i-qjpeii raxes, click here. $2,747,827 $24,835,420 11.1% Note: The above amounts are illustrations of how much government debt could be attributed to your property based on its 2020 value. Select a taxing district name for detailed financial data. Total Debts and District Property % of Taxing Estimate Your Taxing Districts Liabilities Value Property Value District Debt Debts and Lia to Pr Northwest Mosquito AbatNI ement Wheeling Metro Water Reclamation Dist of Chicago Mt Prospect Park District 512 (Palatine) Township HS District 214 (Arlington Hts) (Arlington Hts) Village of Mount Prospect Town of Elk Grove Cook County Forest Preserve District County of Cook $204,274 $81,006,387,405 $4,441,258,000 $499,550,395,719 $22,904,967 $5,617,340,439 $385,967,009 $56,309,049,495 $185,708,912 $281064,717,720 $23,543,678 $7,832,646,371 $220,531,863 $5,726,600,924 $466,294 $10,645,020,407 $517,794,937 $508,789,915,240 $24,835,420 0.0306586% $24,835,420 0.0049 716% $24,835,420 0.4421206% $24,835,420 0.0441056% $24,835,420 0.0884934% $24,835,420 0.3170757% $24,835,420 0.4336852% $24,835,420 0.2333055% $24,835,420 0.0048813% $21,176,754,633 $508,789,915,240 $24,835,420 0.0048813% 'Taxiing District Debt. YOUIrPir,,.,,,.,)peirty- 0 I M Im W, 151,74 ro read "Freasureir IPaplpas" Debt Study and use the interactive imalp, click here. Highlights of Your Taxing Districts' Debt and Pension Select a taxing district name for detailed financial data. Reports and Data for All Taxing Districts View the financial reports filed by 547 local Taxing Districts across Cook County pursuant to the Debt Disclosure Ordinance authored by Treasurer Maria Pappas. • Read the Executive Summary • Read the Debt Report • Cook County Debt Map • Correlation Chart Between Debt and Higher Taxes • Search your property to find out what portion of local government debt is attributed to your property • Debt to Property Value by Municipality - Residential and Commercial • Debt and Disclosure Data • Browse all financial reports filed by a specific local government 111011110FAMAVAINIZINIG ILII ThUN Thee �inrorrriaon on ts screen cornm es from anW y sources, few or wch are �n the controll of the Cook County '11'reasurer's 152 I Off lice. 'Faxpayers are advised to talke Ipersonall ireslpcnsiibiillfty for their IP111N, Iprolperty Ilocabon, taxpayer address, and payrnem amounts Money Owed by Pension and Your Taxing Healthcare Amounts Amount of Pension Your Taxing Districts Districts (minus Promised by Your and Healthcare Employees Retirees Diff( Total Net Pension Taxing Districts Shortage Liability) Northwest Mosquito $231,779 $7,760,171 $73,862 22 9 Abatement Wheeling Metro Water Reclamation $3,294,323,000 $2,958,492,000 $1,219,143,000 1,953 2,483 Dist of Chicago Mt Prospect Park District $19,889,539 $32,40.7,456 $3,385,502 58 109 Harper Coll Comm College $217,927,355 $73,034,940 $73,034,940 714 0 512 (Palatine) Township HS District 214 $174,084,349 $270,533,348 ($10,941,244) 1,606 1,173 (Arlington Hts) Comm Consolidated SD 59 $13,824,049 $150,264,026 $9,719,629 951 391 (Arlington Hts) Village of Mount Prospect $146,353,994 $335,532,496 $89,834,413 320 434 Town of Elk Grove $935,482 $6,852,872 ($469,188) 17 24 Cook County Forest $233,103,051 $540,107,634 $328,420,280 630 532 Preserve District County of Cook $7,595,772,042 $26,972,931,181 $-15,481,971,961 22,074 19,143 Reports and Data for All Taxing Districts View the financial reports filed by 547 local Taxing Districts across Cook County pursuant to the Debt Disclosure Ordinance authored by Treasurer Maria Pappas. • Read the Executive Summary • Read the Debt Report • Cook County Debt Map • Correlation Chart Between Debt and Higher Taxes • Search your property to find out what portion of local government debt is attributed to your property • Debt to Property Value by Municipality - Residential and Commercial • Debt and Disclosure Data • Browse all financial reports filed by a specific local government 111011110FAMAVAINIZINIG ILII ThUN Thee �inrorrriaon on ts screen cornm es from anW y sources, few or wch are �n the controll of the Cook County '11'reasurer's 152 I Off lice. 'Faxpayers are advised to talke Ipersonall ireslpcnsiibiillfty for their IP111N, Iprolperty Ilocabon, taxpayer address, and payrnem amounts Your Properi ty Tax Overview Tata I Taxing i, ibct DeM Aflriband I o Your, P,,rqrTtf- "', 2 4; .aI 44 2 prrqcv� e '&Aje: $2, to iC,322 TaW Dedt '1 Attridauted to Yov, Pfopcirto- Vab,: r�o rre *,n Z? Yez- of Voi..- P,o perip Ta ns, dick h -re. N=;: TN ktzv; a nz-1fr7.nari 1I ut, W rr. al -,,-w rmjc4n y-mwrr1&rr. d);Z� c:L#'j uP7 *yrn II; zcs-i �4u; Gee Detaflis "Eire pw—�. 1.4 7.— ;e-ai. viti 4W.1 -V D.}4 t. ata: t n I'D" nv ; p 'WO:n, Xb Image Mailable Are. Youff Taxes Paid? enw4fmt, LOC.Ali Wfleginfointai 12D -f 17'EV7STFIST LN,7K, A.FLrES PZ PIRSSPECT,L S DR H:,17,:7 L E2E&-71 47 Tax Near 2019 (bi4led in 2020) 7utzf 4rnrajnt &11?. ,± ipl2a,274,M Taw Iffla"t am"f" ON MiW Anuum Dii R"'Of"j, F�..pmid, Payment DietNds V OftirW ElbodAm, oull: 32; PM24 Ouvagic wovzzz, V)Ceo NIM24: saim CurwitAnwaflOw: 30.00 Tax Yeas 2,02D i in 2021) 7ctzl, AiTicurt Billed:: '.'715'2,'2'x"'2.2"? 'Fata� Amirjum Due: Sk,r,",) Expand Paymem Details W Tax Yess 20211 in 21122) 7jcqztAmcurt Ed flied: SR2,7&3 25 COUbad Effizid Ammmt 37w,Ii;724 *k 0/96 TAT. Nm 5Mov CarraftAft t4ri11t OW CdNTariYA Aff,4w7: 0Yb"r: moo 'Fata� Amirjum Due: Sk,r,",) Expand Paymem Details W Tax Yess 20211 in 21122) 7jcqztAmcurt Ed flied: SR2,7&3 25 r, a h: m I A on rj,,j rA D u c'. 8': C, L" 0 Detaile 'W AbffLk.pwr1wTe;:: ;"ii ira "ID:rdiiiiij "'R, CA't; 7t* ari, VQCV'VQO — I ',")ZV ii, Y I t4 M; t'; �,,; ;tl):O.' t M —. f, L Lkw, 7/4. a. Vim, 2 1,ir W • 7hz --a-aM 2,4 2122 C."nfwi Dimnload Your Tax Bill 154 *k 0/96 r, a h: m I A on rj,,j rA D u c'. 8': C, L" 0 Detaile 'W AbffLk.pwr1wTe;:: ;"ii ira "ID:rdiiiiij "'R, CA't; 7t* ari, VQCV'VQO — I ',")ZV ii, Y I t4 M; t'; �,,; ;tl):O.' t M —. f, L Lkw, 7/4. a. Vim, 2 1,ir W • 7hz --a-aM 2,4 2122 C."nfwi Dimnload Your Tax Bill 154 btandards Planned Unit Development General Standards: 1. Except as modified by and approved in the final planned unit development pJan, the proposed development complies with the regulations of the district or districts in which it is to be located. Except to the extent modified by the exceptions that would be approved with the requested Planned Unit Development, and assuming approval of Tur Venture's other requested relief, the proposed development complies with the regulations. JL The principal use in the proposed planned unit development is consistent with the recommendations of the Comprehensive Plan of the Village for the area containing the subject site. |nthe "Future Land Use Map", within the Village's Comprehensive Plan (Sea Comprehensive Plan, p. 84). the Subject Property isdesignated inthe "Mixed Use District." The Comprehensive Plan describes ^phmery"Mixed Use District uses to include "heavy induetria|^ (eaa Comprehensive Plan, p. 82), while the "Future Land Use" map in the South Mount Prosect Plan (discussed below) calls for ^indusLria|" uses (without distinguishing between "light" or "heavy") in the K8imsd Use District. The Comprehensive Plan further provides that such uses have, as "key characteristics:" � "Encourages larger sites bo allow for large-scale employment facilities, with lot consolidation in areas that would benefit from redevelopment. Also encourages incorporation of pedestrian amenities, plazas and landscape features that improve the support the pedestrian environmenL" n The proposed development satisfies both cf the above characteristics bypresenting aunique opportunity to for the Village to replace a vacated corporate campus with e comprehensive redevelopment of the entire approximately 48 -acre campus. Tur Ventures expects total build -out to be complete by approximately 2026. In addition, TurVenturem expects the project to generate between 150 and 450 permanent jobs (within the Data Center Buildings) and between 2,700 and 3,000 construction jobs. n Also. the project will include public sidewalks along the north side of Algonquin, the south okje of Dempster, and west aide of Linnaman. Along AJgonquin, the sidewalk will be eight feet in widUh, muheb|a to be shared by pedestrian and bicycle traffic, and will be adjacent to meadow |andaoopinQ, a buffer planting bed, and anoverlook and bench onAlgonquin. The sidewalk onDempster will bebordered byo three-foot evergreen hedge and shade/oanopytnaam. Planting beds and shade/canopy trees will line Linneman. � "Encourages buildings toface the street frontage, be consistent with the quality and character of the area, aims to achieve green building performance standards, and includes sustainability best pmanUoee for stonmwa#*r management, native plantings, and site design." o The Subject Property is generally triangular in shape and as such it is impossible to develop the Subject Property and have the "front door" (ie.,the shorter administrative block, which iadescribed inmore detail, below) of all three Data Center Buildings directly face the adjacent streets. However, Data Center Building K]RD3^ which is the only Data Center Building adjacent to residential usms, directly faces Dempster Street. 0RO1 and ORD2 also have their administrative blocks both facing Algonquin Road, on an angle. The exterior building materials reflect high-quality light industrial project and include steel and g|amm, white metal cladding, and stainless steel elements inserted into the Data Center Buildings' pre -cast panel reveals or other outer surfaces. The administrative block of each Data Center building visually breaks up the elevation and includes large 0|aaa windows, glazed areas, and stainless ataa| cladding. 4818-5269a80l^9 155 Vine oeLdem for greenery are incorporated along the front facade of each Data Center Building. Stormwebardetention areas will beplanted with native plants. 0 "Provides adequate buffering of loading areas and transitions in building scale between adjacent uses." o Data Center Building ORD3 is the only Data Center Building adjacent to residential uses. The loading area is buffered/screened by an extension of the front fagade of the building. In addition, TurVenhunae will install a continuous evergreen hedge and shade/oanmpytnaea along Dempster. As shown in the cross-section plan included in the application, the administrative block of Data Center Building [)RO3, with a height of 52 feet. faces Dempster Street and is over 290 hyat south of the duoeot residential buildings on the north aide of Dempster' while the tallest portion of Data Center Building ORD3 is over 360 feet from those residential buildings. The loading areas cf[)RO1 and CJRD2 are also monnmnad. 0 "Promotes well-defined and convenient vehicular site access while minimizing the impact ontraffic cnngamton." n She access tothe campus will be clear and well-defined. Primary access, including access for all in- bound 18 -wheelers, is proposed off Algonquin Rood via u full access entrance and exit. Secondary passenger vehicle access will be provided from Linneman Road. 18 -wheelers will be allowed to exit only through the Linneman Road access. Manned security guard booths will be provided at both the Algonquin and Linneman entrances. The right-in/right out entrance/exit on Dempster is intended to be for emergency use only, and will be controlled by an emergency gate. As borne out by the data in the Traffic Study, data centers are relatively low generators of traffic. w "Prommbaevvekabi|ih/ by including otreebaoepethed is accessible for all users and provides safe connections through perking lots, to adjacent uaae, bus ah)pu, recreational amenities and neighborhood centers that are within walking distance." o The proposed development will have pedestrian access via public sidewalks on all three sides, which will connect pedestrians to the nobai| uses at the intersection of Algonquin, Dempster and Busse and to Kopp Park and the trail within the CmmEdright ofway adjacent toKopp Park. |naddition, the development will provide direct or indirect pedestrian connections to several Pace bus stops for routes running southbound along Linneman and eastbound/westbound along Algonquin, specifically: 0 Route 230 (southbound along Linneman) • Bus stop mtthe existing guard shack/current north entrance tmSubject Property w Bus stop atthe northwest corner ofLinneman and Algonquin 0 Route 6D6(aestbound/westboundalong Algonquin) m Westbound o Bus stop atnorthwest corner ofLinneman and Algonquin o Bus stop atfurthest east existing entrance boSubject Property o Bust stop at current UAL NDC (B|ueSky) entrance � Eastbound o Bus stop etsouthwest corner ofLinneman and Algonquin o Bus stop atfurthest east existing entrance toSubject Property o Bus stop atcurrent UAL NDC (B|uaSky)entnanoa In addition to the Comprehensive Plan, the VlUaQa'm "Connect South MR" plan (identified as "a cohesive planning document for South Mount Prospect") (the "South K8mund Prospect Plan") assesses the development opportunities for the Subject Property. The South Mount Prosect Plan identifies the Subject Property as an "opportunity site" —in fact, "South 2 4818-5269a80z^a 156 Mount Prospect's largest opportunity site," recognizing that it is "considerably underut|izad^ since, in 2009. United Airlines moved it headquarters out of the Subject Property to Willis Tovvac (See South Mount Prospect Plan, p. 53). The South Mount Prospect Pan states further: "Should redevelopment occur, warehousing or an industrial park is recommended." The proposed Data Center Campus is an industrial park, adding significantly bothe property tax base and creating good jobs, but without bringing the traffic congestion that could result from a traditional industrial park or warehousing facility. The South Mount Prospect Plan's goals include "Increase employment opportunities in South Mount Prospect to meet the needs of existing and future remidents." (See South Mount Prospect Plan, p. 59.Objective 7.13). At the "low end" ofthe Data Center Campus's employment generation (approximately 75 employees), the Data Center Campus would beone cf the top eight employers in South Mount Prospect, vVhi|a at the high and (approximately 300 employees), it would be the largest employer inthat area. (See South Mount Prospect Plan, p.5O). The South Mound Prospect Plan's goals also include "Expand the tax base by attracting new business bo locate in South Mount Prospect." (See South Mount Prospect Plan, p. 59. Objective 7.2.1). The Data Center Campus (a $2.5 billion investment) would greatly enhance the Village's property tax base. 3. The proposed planned unit development is in the public interest and is consistent with the purposes of this zoning ordinance. The proposed development presents an opportunity for the Village to replace a vacated corporate campus facility with a comprehensive redevelopment of the entire approximately 48 -acre campus. The proposed development is consistent with the purposes cfthe Village Zoning Ordinance, including the purposes mfthe 1-1 zoning district by addressing the changing needs cfbusiness and the national and local economies. In addition, Tur Ventures expects the project to generate between 150 and 450 permanent jobs (within the Data Center Buildings) and between 2.700 and 3'000 construction jobs. Studios also indicate that, for every on-site data center worker, nearly five jobs are supported elsewhere inthe economy byoperating expenditures. Each Data Center will ouot approximately $840 mU|km to construct, bringing the total Tur Ventures investment in the Village to approximately $2.5 billion (*not adjusted for inflation or increases in labor or materials). |naddition iothe above costs, demolition of existing site infrastructure will cost an estimated $30 million. In general, data centers have minimal impact on municipal services. They generate substantial property tax revenue for the school districts, without a significant increase in the school population. They generate lower (by about 75%) traffic volumes, compared to a warehouse/distribution facility. The proposed project will not require the Village to expend funds on public infrastructure and will not meaningfully increase the demand on the Village's fire protection or police services. |nconjunction with its approval ofthe preliminary PUD for the project, the Village Board ofTrustees approved aresolution supporting e Cook County 8b Property Tex Incentive for this pnojeot, which will be necessary in light of the substantial investment being made. Tur Ventures estimates that, 10 years after approval, the project will generate between $500,000 and $1 million in Municipal Utility Tax revenue and. 20 years after approval, will generate more than $1.5 million in Municipal Utility Tax 4. The streets have been designed to avoid: a. Inconvenient orunsafe access tnthe planned unit development; Lz Traffic congestion inthe streets which adjoin the planned unit development; c. An excessive burden on public parke, noonooUon areau, eohoo|a, and other public facilities which serve or are proposed to serve the planned unit development. 4818-5269a80z^a 157 The proposed development will not include any new streets. Also, as borne out by the data in the Traffic Study, data centers are relatively low generators of traffic. Standards for Exceptions Approved as part of Planned Unit Development: Tur Ventures seeks the following exceptions in conjunction with its requested Planned Unit Development approval: 1. Exceptions to Yard Requirements for all Building Lots: a. Reduction of front yard requirement from 30 feet to 15 feet. Village Code §14.2104.B.1. b. Reduction of rear yard requirement from 20 feet to 15 feet. §14.2104.B.4. c. Reduction of corner side yard from 30 feet to 15 feet. §14.2104.B.3. These are mostly "technical" variations. The distances between the Data Center Buildings within the Building Lots and the perimeter streets will comply with the applicable yard raquinemenba—eooh Data Center Building will be at least 3Ofeet from the streets Lowhich it is adjacent. However, in some cases the Data Center Buildings will be less than 30 feet (or in the case of the rear yard requirement, |eaa than 20 feet) from the adjacent lot line of Lot 4, which is the common area ^out|oL" more particularly described in Section 3, below. Because Lot is located between the Data Canter Building Lots and the streets, itcreates o technical non -conformity. 2. Exception to maximum building height for all Data Center Buildings, to increase the maximum building height from 40 feet to 52 feet. Under the Village's Zoning Ordinance, "the maximum height ofany building in an 1-1 district shall be forty feet (40')." Village Code §14.21O4.C. Section 14.2401 ofthe Village Code (which incorporates byreference §21.5O1 ofthe Building Code) defines "Height, Building" as: HEIGHT OF BUILDING: The vertical distance of building or structure as measured in feet from the average finished grade to the highest point of the roof or parapet, if flat roof, or the peak if a hip, gable, mansard, or gambrel roof. The average of the finished grade shall be measured from the two (2) corner points of the building closest to the front lot line, and exterior side lot line if applicable, excluding open stoops, stairs or porches. Mechanical penthouses, chimneys and steeples shall not beincluded Ammeasuring the height of buildings." [emphasis added] The Data Canter Buildings are planned to have a maximum "Height of Building" of 52 feet (i.e~ up to the floor of the Equipment Penthouse). VVhi|etheEquipmenLPmnLhouaeiaexcudedfrmmthe^HeighdofBui|ding"definition.forpurpoea of full disclosure, the top of the Equipment Penthouses on the Data Center Buildings would have a maximum height of 81 feet. The required height of the Data Center Buildings is primarily a function of operations and customer requirements. Data Center Building QRD3 is the only Data Center Building adjacent to residential uses. As shown in the cross-section plan included in the application, its height is mitigated by (i) its distance (over 29Ofeet) from the closest residential buildings on the north side of Dempster Street and (ii) its p|aoemmnt, so that the shorter "administrative block," with o height ofonly 52 feet, faces Dempster Street, pushing the tallest portion of Data Center Building {}RD3 back even further from the closest residential buildings (to otoba| ufmore than 360 feet). Data Center BuUdinga{}RD1 and ORD2,onthe other hand, are not adjacent toresidential uses, but instead are adjacent to primarily industrial uses onthe east and mouth and the remaining United Airlines use tothe west. Also, as noted in the Project Narrative, the Subject Property is already improved with an approximately 80 -foot tall building, located in the southeast corner ofthe Subject Property. El 4818-5269a80z^a 158 3. Exception to Lot Coverage requirement to measure lot coverage on a campus -wide basis: Section 14.2104 D. Lot Coverage: Under the Village Zoning Ordinance: "The total area of all buildings, structures, and parking lots in an 1-1 district shall be no more than seventy-five percent (75%) of the total land area." It is unclear whether this applies on a lot -by -lot basis, or with respect to the entire campus. If it applies to the entire campus, then Tur Venture's plans comply with this requirement. If it applies on a lot -by -lot basis, then Tur Ventures requests an exception, so that this requirement is measured on a campus wide basis. Lot 5 complies, and does not need a variation. It is typical in a PUD for individual buildings and lots to deviate from the otherwise appliable strict zoning requirements. Here, the individual Data Center Buildings and Data Center Lots do not comply, because of the unique nature of the subdivision, i.e., the creation of the Lot 4, which contains many of the Subject Property's common areas and uses. However, as a whole, the Data Center Lots comply, with a Lot Coverage ratio of 68% on the main campus. 4. Exception to Parking Ratio to allow 1 space per 1.5 employees plus 1 space per company vehicle: As interpreted by Village staff, the required parking ratio for the proposed use is: 1 space per 1.5 employees plus 1 space per company vehicle. (Office space calculated separately.)" Village Code §14.2207. This is the ratio for ,'manufacturing, research and development, [and] utility" uses. Tur Ventures requests that the "office space calculated separately" provision be waived. Based on Tur Venture's prior experience, they expect that each Data Center Building could be occupied by between 50 and 150 employees during a 24-hour period. This number includes both employees who would work within the "data center" portion of each Data Center Building and those who would work within the "administrative block" (i.e., office) of each building. While the majority of employees would work within standard daytime working hours, Tur Ventures expects that no more than 75% of those employees would work during that time. Tur Ventures does not expect to have any "company vehicles". At a ratio of 1 space per 1.5 employees plus 1 space per company vehicle, the required parking (for the shift with the most employees) would be 113 spaces, assuming the maximum number of employees during the "day shift". Tur Ventures proposes to provide 115 parking spaces per Data Center Building. Finally, Tur Ventures does not want to construct and maintain non -permeable surfaces that are unnecessary — doing so creates both unnecessary stormwater and environmental impacts and unnecessary operations and maintenance expenses. 5. Exceptions to Landscape and Tree Preservation Requirements: a. Reduce tree replacement ratio and tree replacement size. Village Code §§14.2308.B.4.a and 14.2308.13.5 Based on Tur Venture's preliminary calculations, it will be required to remove 247 trees from the Subject Property and, under the Village Code's standard replacement ratio, 1,139 replacement trees would be required. It is not practical to plant that many replacement trees on site. Tur Ventures proposes a site -wide 1:1 tree replacement requirement. As part of this exception, Tur Ventures seeks confirmation that trees graded in the tree survey as being in below average condition (ioeo dead, diseased or displaying structural problems) do not require replacement. Also, Tur Ventures proposes that replacement trees have a minimum of 2-7/2" caliper (vs. 4" generally required by the Village Code). b. Reduce foundation screening for certain building facades. Village Code §14.2307.A. Data Center Building ORD3 will have significant landscape screening between the building's north facade and Dempster Street. As such, foundation landscape screening is not necessary at this location. In addition, the west facade of Data Center Building ORD3 and the north facade of Data Center Building ORD2 are interior - facing facades, i.e., they face the other Data Center Buildings. As such, foundation landscape screening is not necessary at these locations. 6. Exceptions to Fence Requirements: a. Allow fencing within front yards. Village Code §14.318.B.5.a. & b. 5 4818-5269-5801.v9 159 Under the Village's Zoning Ordinance, fences are allowed in rear yards, interior side yards, and exterior ak]e yards. Lot is an Owner's common area that will contain the campus security fence placed around the perimeter ofLot 4' including the "front yard" of Lot 4. Perimeter security fencing is e requirement for most data centers. Loi 5 will include the electric substation necessary hoserve the Data Center Buildings and will also require full perimeter fencing. Lx Increase fence maximum height from 6feet to8feet for Lots 1-4. Village Code (§14.31Ei8.5). The VU|mge^m "genera" maximum fence height is 6 feet However, o fence height of 8 feet is appropriate for the Data Center Building lots and for those portions of the fence within Lot 4 (the "outlot"), for security purposes. c. Increase fence maximum height from 8 feet to up to 11 feet for Lot 5 (Substation). Village Code Under the Village's Zoning Ordinance fences up to 8 foot fences are allowed in Industrial and Commercial districts for the purpose of screening equipment. Lot 5 is the electric substation lot. Screening of that use is appropriate. The increase in fence height from 8 haat up to 11 feet will oUovv greater aomaaniny from the apartments to the north and condominiums to the northwest and satisfy ComEd's fence requirements. 7. Exceptions toAccessory Structure Requirements: a Increase permitted height ofaccessory structures from 2O to 45' (Thermo Energy Storage Tanka). Village Code b. Increase number of permitted accessory structures from two per zoning lot to nine per zoning lot (Thermo Energy Storage Tanks, Trash Enclosures, Fuel Polishing Sheds). Village Code (§14.306.A.5). Toensure that its customers' mission -critical applications never go offline, Tur Ventures (and any data center operator for that matter) utilizes layers of redundant electrical infrastructure, including emergency backup generators that provide backup electricity and thermal storage tanks, that provide backup cooling. Tur Venture's generators will be on the roofs of the Data Center Buildings and the tanks storing the 42 diesel fuel that powers the generators are underground. Tur Venture's plans provide for sufficient fuel storage to allow for 48 hours of backup power, which is the minimum demanded by most of its customers. The backup electrical system also requires above ground accessory structures, namely the "fuel oil polisher sheds" shown on the site plan. In the event of an electrical outage, the backup generators (powered by #2 diesel fuel) provide electricity to the system. Because outages are rare, the fuel must be periodically "polished" to remove water (that naturally accumulates from humidity — the fuel storage tanks are vented) and to prevent sediments from settling. To accomplish this, each Data Center Building has two accessory fuel oil polisher sheds that house mechanical pumps, valves, and a fuel oil polisher. The pumps periodically cycle the fuel from the underground fuel tanks to the fuel oil polisher to remove the water from the Also, in the event ofen electrical outage, it is important to continue cooling the data canter's system, including its servers. Accordingly, each Data Center Building has six battery -powered "thermal storage tanks" (depicted onthe site plan) that, in the event of an outage, pump awater and 30Y6 propylene glycol solution to cool the ayabam until the backup generators can run the chillers that ordinarily cool the system. The b4pee^ numbers, locations, and sizes of the accessory structures depicted in TurVardure\a plans are necessary for the operation of a first-class data center campus and to meet the growing needs and expectations of data center customers. 4818-5269a80z^a 160 The Village Board may approve planned unit developments which do not comply with the requirements of the underlying zoning district's regulations governing lot area, lot width, bulk regulations, parking and sign regulations, or which require modification of the subdivision design standards when such approval is necessary to achieve the objectives of the proposed planned unit development, but only when the Board finds such exceptions are consistent with the following standards: 1. Any reduction in the requirements of this chapter is in the public interest. The exceptions are necessary or appropriate for the development of an emerging use that is necessary to the continued growth of the local and national economies. 2. The proposed exceptions would not adversely impact the value or use of any other property. As described above, many of the exceptions are to address "technical" non -conformities. The exceptions as a whole will not adversely impact the value or use of any other property. The development is a light industrial use, within an area already zoned 1-1 and will be surrounded on three sides by other industrial uses and the remaining uses on the United Airlines retained parcel. While the exceptions allow a greater building height, the closest portion of the north Data Center Building (ORD3) will be only 12 feet taller than the otherwise permitted height and will be separated from the closest residential buildings on the north side of Dempster Street by nearly the length of a football field. As such, the height exception will not adversely impact the value of the residential properties to the north. Further, the immediately adjacent commercial property owner (United Airlines) has concluded that the exceptions would not adversely impact the value or use of its adjoining property. 3. Such exceptions are solely for the purpose of promoting better development which will be beneficial to the residents or occupants of the planned unit development as well as those of the surrounding properties. The substantive exceptions requested by Tur Ventures are necessary for the project to be developed in a functional and cohesive manner. It will be beneficial to surrounding properties; it is a one-stop long-term solution to redevelop this large site (a vacant office and training campus) with a state of the art $2.5 billion light industrial project. 4. In residential planned unit developments the maximum number of dwelling units allowed per acre shall not exceed forty eight (48) units per acre for developments incorporating senior housing or assisted living facilities. 5. All buildings are to be located within the planned unit development in such a way as to dissipate any adverse impact on adjoining buildings and shall not invade the privacy of the occupants of such buildings and shall conform to the following: a. The front, side or rear yard setbacks on the perimeter of the development shall not be less than that required in the abutting zoning district(s) or the zoning district underlying the subject site, whichever is greater. The development complies with this requirement. b. All transitional yards and transitional landscape yards of the underlying zoning district are complied with. The development complies with this requirement, c. If required transitional yards and transitional landscape yards are not adequate to protect the privacy and enjoyment of property adjacent to the development, the Planning and Zoning Commission shall recommend either or both of the following requirements: For the reasons stated throughout this Application, the transitional yards are adequate to protect the privacy and enjoyment of adjacent property. In summary, Data Center Building ORD3 is the only Data Center Building adjacent to 7 4818-5269-5801.v9 161 residential uses. As shown inthe cross-section plan included inthe application, its height is mitigated by (i) its distance (over 29Ofeet) from the closest residential buildings on the north side ofDempster Street and (ii) its p|eoameni, so that the shorter "administrative block," with a height ofonly 52 feet. faces Dempster Stnsat, pushing the tallest portion of Data Center Building ORD3 back even further from the closest residential buildings (to a total of more than 360 feet). Data Center Buildings QRD1 and DRD2. on the other hand, are not adjacent hm residential uses, but instead are adjacent to primarily industrial uses on the east and south and the remaining United Airlines use to the west. All structures located on the perimeter of the planned unit development must be set back by a distance sufficient to protect the privacy and amenity of adjacent existing uses; ii All structures located along the entire perimeter of the planned unit development must be permanently screened with eightproofunrooning in a manner which is sufficient to protect the privacy and amenity of adjacent existing uses. d. The area of open space provided in a planned unit development shall be at least that required in the underlying zoning district. The development complies with this requirement. M 4818-5269a80z^a 162 Conditional Use -Noconditionaluse shall be recommended for approval by the planning and zoning commission unless it finds: 1. That the entaNishment, maintonanoa, or operation of the conditional use will not be detrimental to, or endanger the public health, safety, morals, comfort, or general welfare; For the reasons stated throughout this Application the conditional use (PUD for Data Center Campus) will not be detrimental to, mrendanger the public health, safety, morals, comfort, orgeneral welfare. 2. That the conditional use will not be injurious bzthe uses and enjoyment ofother property in the immediate vicinity for the purposes already pannitb»d, nor substantially diminish and impair property values within the neighborhood in which it is to be located; The conditional use will not adversely impact the value or use of any other property. The development is a light industrial use, within an area already zoned 1-1 and will be surrounded on three sides by other industrial uses, including the remaining uses on the United Airlines retained parcel. Data Center Building ORD3 will be separated from the closest residential buildings on the north aide of Dempster Street by nearly the length of football field. For these reasons' the conditional use will not adversely impact the property values within the neighborhood. 3. That the establishment of the conditional use will not impede the normal and orderly development and improvement of the surrounding property for uses permitted in the district; The surrounding property in the 1-1 district is already developed, mo the conditional use will not impede the development of that surrounding property. In addition, even if those surrounding parcels are to be redeveloped, the proposed conditional use is self-contained within the Subject Property. It will generate a relatively low volume of traffic. The proposed project satisfies all perimeter setbacks. As such, the conditional use also will not impede any redevelopment of the surrounding property for uses permitted inthe |-1district. 4. That adequate public utilities, access roads, drainage and/or necessary facilities have been or will be provided; Adequate utilities, roads, drainage, and other facilities either are already in place or will be installed by Tur Ventures. 5. That adequate measures have been orwill bataken to provide ingress and egress so designed as to minimize traffic congestion inthe public streets; As established byTurVenture's proposed plans and the Traffic Study, the proposed ingresses and egresses to and from the development will have a relatively minimal incremental impact on traffic congestion. U. That the proposed conditional use is not contrary to the objectives of the current Comprehensive Plan for the Village; and As ebabad in response to PUD Standard #2, the conditional use is consistent with the objectives of the Village's Comprehensive Plan. 7. That the conditional use shall, in all other respects, conform to the applicable regulations of the district in which it is |ncabed, except as such regulations may, in each inabanoe, be modified pursuant to the recommendations of the Planning &Zuning Commission. Except as modified in the approved PUD, and assuming approval ofTurVenture's other requested na|iet the conditional use will conform to the applicable regulations of the 1-1 zoning district. W 4818-5269a80z^a 163 1-1 (Limited Industrial) Zoning District Performance Standards Section 14.2104.G of the Village Zoning Code sets forth the following Performance Standards for the 1-1 Limited Industrial District: G. Performance Standards: No use established in an 1-1 limited industrial district shall be operated so as to exceed the performance standards listed below. Any use already established shall be permitted to be altered, enlarged, expanded or modified provided that all performance standards of the district are met. 1. Noise Limitations: No industrial activity shall generate noise across any residential or business zoning district boundary line in excess of the levels shown in table I of this section, nor shall exceed seventy one (71) dBA when measured on the A -weighted scale. Noise limitations are addressed in the separate acoustical study provided by Tur Ventures. 2. Vibration Limitations: a. Earthborne vibrations from any industrial operation, equipment, or process shall not constitute a nuisance nor exceed the limits set forth herein. Vibrations shall be expressed as displacement in inches and shall be measured with a three (3) component measuring system. b. No industrial activity shall be responsible for the transmission of earthborne vibrations across any residence or business zoning district boundary line in excess of the displacement limits established through use of the following formula: D = 0.003/f Where D = The maximum allowable displacement in inches f = The vibration frequency in cycles per second The vibration generating equipment that will be used in this project (chillers and generators) have vibration isolators on each unit to limit vibration transmission to the ground contained within the building. Therefore, that equipment will not cause a nuisance or transmit earthborne vibrations across any residence or business zoning district boundary line. 3. Smoke And Particulate Matter: a. General Limitations: In addition to the performance standards specified hereinafter, the emission of smoke or particulate matter in such manner or quantity as to be detrimental to or endanger the public health, safety, comfort, or welfare is hereby declared to be a public nuisance and shall henceforth be unlawful. Particulate matter emissions, in access of the threshold limit values caused by the wind from open storage areas, yards, roads, etc., within lot lines shall be kept to a minimum by appropriate landscaping, paving, oiling, wetting, and other means, or shall be eliminated. For the purpose of determining the density or equivalent opacity of smoke, the Ringelmann chart as adopted and published by the United States bureau of mines in circular no. 8333 shall be used. No industrial operation shall cause or allow to be emitted into the open air from any process or control equipment or to pass any convenient measuring point in a breaching or stack, dust in the gases to exceed 0.85 pounds per thousand pounds of gases adjusted to twelve percent (12%) CO2 content for the products of combustion. 10 4818-5269-5801.v9 164 The emission, from all sources within any zoning lot, of particulate matter containing more than ten percent (10%) by weight of particles having a particulate diameter larger than forty four (44) microns is prohibited. b. Permitted Smoke Emission: Within one thousand feet (1,000') of a residence or office or business zoning district boundary line the emission of smoke from any vent, stack, chimney, or combustion process shall not exceed a density or equivalent opacity no greater than Ringelmann no. 1. Smoke in excess of Ringelmann no. 1, but not exceeding Ringelmann no. 2, shall be permitted for not more than three (3) minutes in any sixty (60) minute period. Smoke not exceeding Ringelmann no. 3 shall be permitted for five (5) minutes during any eight (8) hour period for purposes of fire cleaning only. Smoke in excess of Ringelmann no. 3 is prohibited. The Data Center Buildings, the Substation, and the other ancillary uses of the Subject Property will not emit smoke or particulate matter. See below discussion concerning the mitigation of diesel exhaust. 4. Fire And Explosion Hazard Limitations: The following regulations supplement those pertinent requirements contained in the Mount Prospect fire prevention code and all other applicable fire and explosion ordinances: a. The storage, utilization, or manufacture of material or products ranging from incombustible to moderate burning, as determined for liquids by a closed cup flashpoint of not less than one hundred eighty seven degrees Fahrenheit (187°F), is permitted subject to compliance with all other performance standards for the industrial districts. b. The storage, utilization, or manufacture of materials or products ranging from free or active burning to intense burning, as determined for liquids by a closed cup flashpoint of less than one hundred eighty seven degrees Fahrenheit (187°F) but not less than one hundred five degrees Fahrenheit (105°F), is permitted subject to compliance with all other performance standards for the industrial districts, and provided the following conditions are met: (1) Said materials or products shall be stored, utilized, or produced within completely enclosed buildings or structures having exterior walls of fire resistive construction in accordance with other ordinances of this code. (2) Unless otherwise provided in this chapter, all such buildings or structures shall be set back at least forty feet (40') from lot lines, or in lieu thereof, all such buildings or structures shall be protected throughout by an automatic sprinkler system complying with installation standards prescribed by the National Fire Protection Association; or if the materials, goods, or products are liquids, the protection thereof shall be in conformity with standards prescribed by the National Fire Protection Association. In response to a. and b,, the three solutions that will be stored on-site are a propylene glycol solution (30% concentration), diesel exhaust fluid (32.5% urea concentration), and ##2 diesel fuel. The propylene glycol solution and the diesel exhaust fluid do not have a flashpoint, The #2 diesel's flashpoint is 125.6 degrees Fahrenheit. Its use will comply with the standard above because (i) it will be stored within completely enclosed, underground structures (i.e., underground storage tanks) having exterior walls of fire resistive construction in accordance with applicable laws. c. The utilization in manufacturing processes of materials which produce flammable or explosive vapors or gases, as determined for liquids by a closed cup flashpoint of less than one hundred five degrees Fahrenheit (105°F), shall be permitted in the industrial districts provided: (1) That the final manufactured product does not itself have a closed cup flashpoint of less than one hundred eighty seven degrees Fahrenheit (187°F). (2) That the use and storage of such materials shall be in conformity with standards prescribed by the National Fire Protection Association and with the requirements of other ordinances of this code. (3) That the storage of said materials shall be prohibited aboveground. 11 4818-5269-5801.v9 165 There will be no manufacturing processes occurring on the Subject Property. 5. Toxic Matter Limitations: In any industrial district, toxic materials which are released shall not exceed ten percent (10%) of the maximum permissible airborne concentration allowed an industrial worker when measured at any point beyond the lot line, either at ground level or habitable elevation, whichever is more restrictive. When maximum permissible airborne concentrations of toxic materials allowed an industrial worker are not contained in the most recent list of "Threshold Limit Values" published by the American conference of governmental industrial hygienists, the applicant shall satisfy the health inspector that proposed levels will be safe to the general population. The Data Center Buildings, the Substation, and the other ancillary uses of the Subject Property will not release hazardous or toxic airborne materials. While the generators will emit diesel exhaust, OSHA has not established a standard for diesel exhaust as a unique hazard. However, when diesel exhaust is emitted from the generators, Tur Venture's system will use a 32.5% concentrated urea solution (urea is a non -hazardous substance stored in underground tanks) to remove nitrous oxide from the exhaust. 6. Odorous Matter Limitations: The release of odorous matter from any industrial district across residence or business district boundary lines shall be so controlled that, at ground level or at habitable elevations, the concentration shall not exceed the odor threshold level. Further, the release of odorous matter across lot lines shall not become a nuisance or source of discomfort to neighboring uses. 7. Glare Limitations: In any industrial district, any operation or activity producing glare shall be so conducted that direct and indirect illumination from the sources of light shall not cause illumination in excess of one-half (0.5) of one foot- candle when measured at any residence or business district boundary line. Flickering or intense sources of light shall be so controlled as not to cause a nuisance across any lot lines. (Ord. 4590, 9-21-1993; amd. Ord. 5173, 3-6-2001; Ord. 5751, 8-4-2009; Ord. 6548, 12-1-2021) The operations of the Data Center Buildings will be almost exclusively internal to those buildings. Other outdoor operations, such as vehicular traffic and maintenance of the Substation, rooftop equipment, and accessory structures will be infrequent. In short, Tur Ventures expects that no operations on the Subject Property will result in direct or indirect illumination in excess of one-half of one foot-candle when measured at any resident or business district boundary line. 12 4818-5269-5801.v9 `.. Tur Ventures LLC JPMorgan Chase Bank, N.A 128 1212 New York Ave, NW New York, NY Suite 1000 1-2/210 Washington, DC 20005 * TWO HUNDRED FIFTY AND 00/100 DOLLARS TO THE ORDER OF 04/29/2022 $250.00 Village of Mount Prospect 50 S. Emerson Mount Prospect, IL 60056 11100000 L 28i1' 1:0 4 40000 3 71: 7 4 20 7 2 5 6 Lu' DATE:04/29/2022 CK#:128 TOTAL:$250.00 BANK:Tur-JPMChecking(tur-oper) PAYEE:Village of Mount Prospect(v0001046) Property Address - Code Invoice - Date Description Amount Tur Ventures LLC - chicago Plat Permit 030622 250.00 250.00 nNO0000 1290 1:0 L, 40000 3 71: ?4 2072S[� le DATE:04/29/2022 CN#:12ST0TAL:$2.50O.oO Bxmn:Tv, JPMChecking (tnr-opor) pxvEE:W|lagnofMount pmspect(vO0O1O48) PropedyAddreoe-Code |nvoice-DaUe Description Amount nnVentures LLC 'vmn,00 PUD review o3onc2'uams/2z 2,500.00 —... .... ........ '...... u.000.00 Mount Prospect Technology Campus Legal Description THIS IS TO DECLARE THAT THE PROPERTY HEREON WAS SURVEYED AND SUBDIVIDED BY GEWALT HAMILTON ASSOC. INC., UNDER THE SUPERVISION OF AN ILLINOIS PROFESSIONAL LAND SURVEYOR AND THAT THE PLAT HEREON DRAWN IS A CORRECT REPRESENTATION OF SAID SURVEY AND SUBDIVISION: PARCEL 1: LOT 1 IN FRIEDRICH BUSSE, JR. DIVISION OF LAND IN SECTION 23, TOWNSHIP 41 NORTH, RANGE 11, EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCORDING TO THE PLAT THEREOF RECORDED FEBRUARY 20, 1911 AS DOCUMENT NO. 4709799, EXCEPT (A) THAT PART OF SAID LOT 1 TAKEN FOR HIGHWAYS, AND (B) THAT PART FALLING IN BLUE SKY SUBDIVISION ACCORDING TO THE PLAT THEREOF RECORDED JUNE 5, 2014 AS DOCUMENT NO. 1415616048, IN COOK COUNTY, ILLINOIS. PARCEL 2: THE WEST 363.00 FEET OF LOT 2 IN LINNEMAN'S DIVISION OF PART OF THE NORTHEAST 1/4 OF SECTION 23, TOWNSHIP 41 NORTH RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, AND PART OF THE SOUTHEAST 1/4 OF SECTION 14, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCORDING TO THE PLAT THEREOF RECORDED SEPTEMBER 10, 1953 AS DOCUMENT NO. 15716544, IN COOK COUNTY, ILLINOIS. PARCEL 3: THE NORTH 120.00 FEET OF THE WEST 363.00 FEET OF LOT 3 IN LINNEMAN'S DIVISION OF PART OF THE NORTHEAST 1/4 OF SECTION 23, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, AND PART OF THE SOUTHEAST 1/4 OF SECTION 14, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCORDING TO THE PLAT THEREOF RECORDED SEPTEMBER 10, 1953 AS DOCUMENT NO. 15716544, IN COOK COUNTY, ILLINOIS. SUBDIVIDED PROPERTY CONTAINS 49.717 ACRES, MORE OR LESS AND ALL DISTANCES ARE SHOWN IN FEET AND DECIMAL PARTS THEREOF. GHA Project 5253.220 May 16, 2020 169 /_10r_«97►ailMI10MI=1Ll19;101 iI104=1ILlRIIII X1ZM Commitment Number: Issued By: 0 Flidefity National Title' FCH12000834LI Tw,"urance coatataasty' NOTICE IMPORTANT - READ CAREFULLY: THIS COMMITMENT IS AN OFFER TO ISSUE ONE OR MORE TITLE INSURANCE POLICIES. ALL CLAIMS OR REMEDIES SOUGHT AGAINST THE COMPANY INVOLVING THE CONTENT OF THIS COMMITMENT OR THE POLICY MUST BE BASED SOLELY IN CONTRACT. THIS COMMITMENT IS NOT AN ABSTRACT OF TITLE, REPORT OF THE CONDITION OF TITLE, LEGAL OPINION, OPINION OF TITLE, OR OTHER REPRESENTATION OF THE STATUS OF TITLE. THE PROCEDURES USED BY THE COMPANY TO DETERMINE INSURABILITY OF THE TITLE, INCLUDING ANY SEARCH AND EXAMINATION, ARE PROPRIETARY TO THE COMPANY, WERE PERFORMED SOLELY FOR THE BENEFIT OF THE COMPANY, AND CREATE NO EXTRACONTRACTUAL LIABILITY TO ANY PERSON, INCLUDING A PROPOSED INSURED. THE COMPANY'S OBLIGATION UNDER THIS COMMITMENT IS TO ISSUE A POLICY TO A PROPOSED INSURED IDENTIFIED IN SCHEDULE A IN ACCORDANCE WITH THE TERMS AND PROVISIONS OF THIS COMMITMENT. THE COMPANY HAS NO LIABILITY OR OBLIGATION INVOLVING THE CONTENT OF THIS COMMITMENT TO ANY OTHER PERSON. COMMITMENT TO ISSUE POLICY Subject to the Notice; Schedule B, Part I -Requirements; Schedule B, Part II -Exceptions; and the Commitment Conditions, Fidelity National Title Insurance Company, a Florida corporation (the "Company"), commits to issue the Policy according to the terms and provisions of this Commitment. This Commitment is effective as of the Commitment Date shown in Schedule A for each Policy described in Schedule A, only when the Company has entered in Schedule A both the specified dollar amount as the Proposed Policy Amount and the name of the Proposed Insured. If all of the Schedule B, Part I -Requirements have not been met within one hundred eighty (180) days after the Commitment Date, this Commitment terminates and the Company's liability and obligation end. Countersigned By: Peter R. Petersen Authorized Officer or Agent Fidelity National Title Insurance Company By: A. Hi" I,— Attest: Randy Quirk, President Marjorie Nemzura, Secretary This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. AND CAN IAI The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. M ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 1 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 170 FIDELITY NATIONAL TITLE INSURANCE COMPANY Transaction Identification Data for reference only.- ORIGINATING nly. COMMITMENT NO. FCH12000834LI ORIGINATING OFFICE: FOR SETTLEMENT INQUIRIES, CONTACT: Fidelity National Title Insurance Company BridgeTrust Title 20 N Clark, Ste 220 1320 Old Chain Bridge Road, Suite 210 Chicago, IL 60602 Mc Lean, VA 22101 Main Phone: (312)621-5050 Email: ilcommercial@fnf.com Order Number: FCH12000834LI Property Ref.: 1200 Dempster St, Mt. Prospect, IL 1200 E Algonquin Rd, Mt. Prospect, IL SCHEDULE A 1. Commitment Date: July 16, 2021 2. Policy to be issued: (a) ALTA Owner's Policy 2006 Proposed Insured: CloudHQ, LLC, a Delaware limited liability company Proposed Policy Amount: $54,000,000.00 (b) ALTA Loan Policy 2006 Proposed Insured: Lender with a contractual obligation under a loan agreement with the Proposed Insured for an Owner's Policy, its successors and/or assigns as their respective interests may appear. Proposed Policy Amount: $10,000.00 3. The estate or interest in the Land described or referred to in this Commitment is: Fee Simple 4. The Title is, at the Commitment Date, vested in: United Airlines, Inc., a Delaware corporation, successor by merger and change of name to United Air Lines, Inc., a Delaware corporation 5. The Land is described as follows: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF END OF SCHEDULE A This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. AM F RICAN Copyright American Land Title Association. All rights reserved. FAN„ TITLE The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 2 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 171 EXHIBIT "A" Legal Description Parcel 1: Lot 1 in Friedrich Busse, Jr. Division of Land in Section 23, Township 41 North, Range 11, East of the Third Principal Meridian, according to the plat thereof recorded February 20, 1911 as Document No. 4709799, except (A) that part of said Lot 1 taken for highways, and (B) that part falling in Blue Sky Subdivision according to the plat thereof recorded June 5, 2014 as Document No. 1415616048, in Cook County, Illinois. Parcel 2: The West 363.00 feet of Lot 2 in Linneman's Division of part of the Northeast 1/4 of Section 23, Township 41 North, Range 11 East of the Third Principal Meridian, and part of the Southeast 1/4 of Section 14, Township 41 North, Range 11 East of the Third Principal Meridian, according to the plat thereof recorded September 10, 1953 as Document No. 15716544, in Cook County, Illinois. Parcel 3: The North 120.00 feet of the West 363.00 feet of Lot 3 in Linneman's Division of part of the Northeast 1/4 of Section 23, Township 41 North, Range 11 East of the Third Principal Meridian, and part of the Southeast 1/4 of Section 14, Township 41 North, Range 11 East of the Third Principal Meridian, according to the plat thereof recorded September 10, 1953 as Document No. 15716544, in Cook County, Illinois. This page is only a part of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy, the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. AM F RICAN Copyright American Land Title Association. All rights reserved. FAN„ TITLE -11' , — The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. M ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 3 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 172 FIDELITY NATIONAL TITLE INSURANCE COMPANY COMMITMENT NO. FCH12000834LI SCHEDULE B, PART I REQUIREMENTS All of the following Requirements must be met: 1. The Proposed Insured must notify the Company in writing of the name of any party not referred to in this Commitment who will obtain an interest in the Land or who will make a loan on the Land. The Company may then make additional Requirements or Exceptions. 2. Pay the agreed amount for the estate or interest to be insured. 3. Pay the premiums, fees, and charges for the Policy to the Company. 4. Documents satisfactory to the Company that convey the Title or create the Mortgage to be insured, or both, must be properly authorized, executed, delivered, and recorded in the Public Records. 5. Notice: Please be aware that due to the conflict between federal and state laws concerning the cultivation, distribution, manufacture or sale of marijuana, the Company is not able to close or insure any transaction involving Land that is associated with these activities. 6. Be advised that the "good funds" of the title insurance act (215 ILCS 155/26) became effective 1-1-2010. This act places limitations upon the settlement agent's ability to accept certain types of deposits into escrow. Please contact your local Fidelity Title office regarding the application of this new law to your transaction. 7. For each policy to be issued as identified in Schedule A, Item 2; the Company shall not be liable under this commitment until it receives a designation for a Proposed Insured, acceptable to the Company. As provided in Commitment Condition 4, the Company may amend this commitment to add, among other things, additional exceptions or requirements after the designation of the Proposed Insured. 8. Payment of real estate taxes affecting the land that may be due or payable prior to closing (or as may be required by a lender to be insured). Schedule B tax exception will be amended accordingly based on a later date search and payment as noted herein. For all mortgages and liens referenced below, we should be furnished with proper payoff figures, authorizations, funds and documents sufficient to pay off and release said liens at or prior to closing. 10. INTENTIONALLY DELETED. 11. INTENTIONALLY DELETED. 12. Effective June 1, 2009, pursuant to Public Act 95-988, satisfactory evidence of identification must be presented for the notarization of any and all documents notarized by an Illinois notary public. Satisfactory identification documents are documents that are valid at the time of the notarial act; are issued by a state or federal government agency; bear the photographic image of the individual's face; and bear the individual's signature. This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. AND CAN The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 4 IL -FT -FILL -03000.233208 -SPS -1 -21 -FCH12000834LI 173 FIDELITY NATIONAL TITLE INSURANCE COMPANY SCHEDULE B, PART I REQUIREMENTS (continued) COMMITMENT NO. FCH12000834LI 13. The Proposed Policy Amount(s) must be increased to the full value of the estate or interest being insured, and any additional premium must be paid at that time. An Owner's Policy should reflect the purchase price or full value of the Land. A Loan Policy should reflect the loan amount or value of the property as collateral. Proposed Policy Amount(s) will be revised and premiums charged consistent therewith when the final amounts are approved. 14. We should be furnished a properly executed ALTA statement and, unless the land insured is a condominium unit, a survey if available. Matters disclosed by the above documentation will be shown specifically 15. The Company should be furnished a statement that there is no property manager employed to manage the Land, or, in the alternative, a final lien waiver from any such property manager. 16. If work has been performed on the Land within the last six months which may subject the Land to liens under the mechanics lien laws, the Company should be furnished satisfactory evidence that those who have performed such work have been fully paid and have waived their rights to a lien. If evidence is not provided or is unsatisfactory, this commitment/policy will be subject to the following exception: Any lien, or right to a lien, for services, labor or material, heretofore or hereafter furnished, imposed by law, and not shown by the Public Records. The Company reserves the right to add additional items or make further requirements after review of the requested documentation. NOTE: "Work" refers to all lienable work contracted for or performed, to include, without limitation, improvements by or for tenants; architectural, structural engineering, civil engineering, soil testing, environmental evaluation and abatement services and interior design services; repairs, renovations, remodeling and demolition. 17. Note: The land lies within a county which is subject to the Predatory Lending Database Act (765 ILCS 77/70 et seq. as amended). A Certificate of Compliance with the act or a Certificate of Exemption therefrom must be obtained at time of closing in order for the Company to record any insured mortgage. If the closing is not conducted by the company, a certificate of compliance or a certificate of exemption must be attached to any mortgage to be recorded. Note: for Cook, Kane, Will and Peoria counties, the act applies to mortgages recorded on or after July 1, 2010. This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. AND CAN The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 5 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 174 FIDELITY NATIONAL TITLE INSURANCE COMPANY COMMITMENT NO. FCH12000834LI SCHEDULE B, PART I REQUIREMENTS (continued) 18. Note for additional information: the County Recorder requires that any documents presented for recording contain the following information: A. The name and address of the party who prepared the document; B. The name and address of the party to whom the document should be mailed after recording; C. All permanent real estate tax index numbers of any property legally described in the document; D. The address of any property legally described in the document; E. All deeds should contain the address of the grantee and should also note the name and address of the party to whom the tax bills should be sent. F. Any deeds conveying unsubdivided land, or, portions of subdivided and, may need to be accompanied by a properly executed "plat act affidavit." In addition, please note that the certain municipalities located in the County have enacted transfer tax ordinances. To record a conveyance of land located in these municipalities, the requirements of the transfer tax ordinances must be met. A conveyance of property in these cities may need to have the appropriate transfer tax stamps affixed before it can be recorded. This exception will not appear on the policy when issued. 19. Municipal Real Estate Transfer Tax Stamps (or proof of exemption) must accompany any conveyance and certain other transfers or property located in Mount Prospect. Please contact said municipality prior to closing for its specific requirements, which may include the payment of fees, an inspection or other approvals. 20. The Company will require the following documents for review prior to the issuance of any title insurance predicated upon a conveyance or encumbrance by the corporation named below: Name of Corporation: United Airlines, Inc., a corporation of Delaware (a) A Copy of the corporation By-laws and Articles of Incorporation (b) An original or certified copy of a resolution authorizing the transaction contemplated herein (c) If the Articles and/or By-laws require approval by a `parent' organization, a copy of the Articles and By-laws of the parent (d) A current dated certificate of good standing from the proper governmental authority of the state in which the entity was created and from the Illinois Secretary of State The Company reserves the right to add additional items or make further requirements after review of the requested documentation. This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. AND CAN The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 6 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 175 FIDELITY NATIONAL TITLE INSURANCE COMPANY COMMITMENT NO. FCH12000834LI SCHEDULE B, PART I REQUIREMENTS (continued) 21. The Company must be provided the following documentation regarding the limited liability company named herein, and this commitment remains subject to amendment for the addition of Requirements and/or Exceptions as may be deemed necessary upon its review of same: Limited Liability Company: CloudHQ, LLC, a Delaware limited liability company a) A copy of its operating agreement, if any, and any and all amendments, supplements and/or modifications thereto, certified by the appropriate manager(s) or member(s); b) A copy of its Articles of Organization and all amendments thereto with the appropriate filing stamps; c) A full and complete list of current members certified by the appropriate manager(s) or member(s); d) A current dated certificate of good standing from the proper governmental authority of the state in which the entity was created and from the Illinois Secretary of State; e) If fewer than all members or managers will be executing the closing documents, a resolution approving the contemplated transaction and granting authority to those managers or members who are signing. Note: In the event of a sale of all or substantially all of the assets of the limited liability company, or of a sale of company assets to a member or manager, we should be furnished a copy of a resolution authorizing the transaction adopted by all of the members of said limited liability company. NOTE: As of 8/2/21 said entity is not authorized to do business in Illinois. This must be accomplished prior to closing the anticipated transaction. 22. Note for Information regarding endorsement requests: All endorsements requests should be made prior to closing to allow ample time for the Company to examine required documentation. 23. Lien in favor of the Village of Mount Prospect to which the Land will become subject in the event that a deed of conveyance thereof or an assignment of the beneficial interest therein is recorded without having affixed thereto the revenue stamps required by Ordinance recorded September 28, 1987, as Document No. 87527187. 24. The recording of any deed, other instrument of conveyance of the Land, or assignment of the beneficial interest under a land trust may be subject to real estate transfer taxes levied by the Village of Mount Prospect and is subject to prior approval by the Director of Finance, whose office will check if there are any unresolved violations of the property maintenance code. Water and sewer bills must be paid; violations of property maintenance code must be resolved; has local form, copy of Illinois declaration required. In the absence of such approval, the Recorder of Deeds is required by state law to refuse to record or register the instrument of conveyance or assignment. This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. AND CAN The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 7 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 176 FIDELITY NATIONAL TITLE INSURANCE COMPANY SCHEDULE B, PART I REQUIREMENTS (continued) COMMITMENT NO. FCH12000834LI 25. If it is desired that the General Exceptions be deleted for the policy to be issued, we should be furnished with a current plat of survey certified to the Company and made in accordance with the requirements jointly developed and adopted by the American Land Title Association (ALTA) and the National Society of Professional Surveyors (NSPS). END OF SCHEDULE B, PART I This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. ANM FD„i E The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 8 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 177 FIDELITY NATIONAL TITLE INSURANCE COMPANY SCHEDULE B, PART II EXCEPTIONS COMMITMENT NO. FCH12000834LI THIS COMMITMENT DOES NOT REPUBLISH ANY COVENANT, CONDITION, RESTRICTION, OR LIMITATION CONTAINED IN ANY DOCUMENT REFERRED TO IN THIS COMMITMENT TO THE EXTENT THAT THE SPECIFIC COVENANT, CONDITION, RESTRICTION, OR LIMITATION VIOLATES STATE OR FEDERAL LAW BASED ON RACE, COLOR, RELIGION, SEX, SEXUAL ORIENTATION, GENDER IDENTITY, HANDICAP, FAMILIAL STATUS, OR NATIONAL ORIGIN. The Policy will not insure against loss or damage resulting from the terms and provisions of any lease or easement identified in Schedule A, and will include the following Exceptions unless cleared to the satisfaction of the Company: General Exceptions Rights or claims of parties in possession not shown by Public Records. 2. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the title that would be disclosed by an accurate and complete land survey of the Land. 3. Easements, or claims of easements, not shown by the Public Records. 4. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the Public Records. 5. Taxes or special assessments which are not shown as existing liens by the Public Records. 6. Any defect, lien, encumbrance, adverse claim, or other matter that appears for the first time in the Public Records or is created, attaches, or is disclosed between the Commitment Date and the date on which all of the Schedule B, Part I—Requirements are met. A 7. Taxes for the year(s) 2020 and 2021. 2021 taxes are not yet due or payable. Note: 2020 first installment was due March 2, 2021. Note: 2020 final installment not yet billed, due or payable. Perm tax# Pcl Year 1st Inst Stat 08-23-100-018-0000 1 of 3 2020 $862,939.62 Paid 08-23-200-052-0000 2 & 3 of 3 2020 $76,105.99 Paid B 8. Memorandum of Lease of Space Agreement made by and between United Air Lines, Inc. (Landlord) to Chicago SMSA Limited Partnership (Tenant) dated January 12, 1996 and recorded January 30, 1996 as Document No. 96079013, demising a portion of the Land described therein for a term of years beginning This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. ANM FD„i E The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 9 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 178 FIDELITY NATIONAL TITLE INSURANCE COMPANY SCHEDULE B, PART II EXCEPTIONS (continued) COMMITMENT NO. FCH12000834LI December 18, 1995 and ending December 17, 2000, and all rights thereunder, as tenant only. Note: Provides that the original lease term will be automatically extended for four (4) successive five (5) year terms unless affirmatively cancelled. Also provides that after said extensions the lease automatically extends for successive one year terms if neither party terminates. Note: We should be furnished with a statement in writing as to the status of this lease. (Affects the Land and and other property not now in question.) C 9. INTENTIONALLY DELETED. D 10. Notice of Requirements for Storm Water Detention dated November 25, 1986 and recorded December 18, 1986 as Document No. 86607473, whereby United Airlines agrees to provide for proper storm water detention in accordance with the rules and regulations of the Metropolitan Water Reclamation District of Greater Chicago, f/k/a Metropolitan Sanitary District of Greater Chicago. Said Notice is not to be withdrawn, rescinded, or removed except after the MSDGC Requirements have been satisfied and a written release from the obligations obtained form the MSDGC. (Affects land and other property.) E 11. INTENTIONALLY DELETED. G 12. Terms and provisions of Ordinance No. 6297 Annexing certain property to the Village of Mount Prospect, recorded January 27, 2017 as Document No. 1702729006. Also zones said property to L-1 Limited Industrial District and acknowledges that United Airlines, Inc. may use part of the property for temporary overnight accomodations for employees, etc. as a legal non -conforming use. (Affects Parcel 1) 13. INTENTIONALLY DELETED. K 14. INTENTIONALLY DELETED. L 15. INTENTIONALLY DELETED. This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. ANM FD„i E The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 10 IL -FT -FILL -03000.233208 -SPS -1 -21 -FCH12000834LI 179 FIDELITY NATIONAL TITLE INSURANCE COMPANY SCHEDULE B, PART II EXCEPTIONS (continued) COMMITMENT NO. FCH12000834LI M 16. INTENTIONALLY DELETED. N 17. Existing unrecorded leases and all rights thereunder of the lessees and of any person or party claiming by, through or under the lessees. F 18. Ordinance Approving a Plat of Annexation to the Village of Mount Prospect for a Portion of Linneman Road Located South of and Adjoining Dempster Street recorded May 24 2007 as Document No. 0714422107. H 19. Ordinance Approving a Plat of Annexation to the Village of Mount Prospect for a Portion of Dempster Street and Algonquin Road recorded August 8, 2016 as Document No. 1622129105. J 20. Village of Mount Prospect Ordinance No. 6296 annexing certain property to the Village of Mount Prospect recorded January 27, 2017 as Document No. 1702729005 and zoning said property as 1-1 Limited Industrial District. (Affects Parcels 2 and 3) O 21. Terms and provisions of Memorandum of Purchase and Sale Agreement between United Airlines,lnc. (Seller) and CloudHO, LLC (Purchaser) recorded June 23, 2021 as Document No. 2117422029. See document for expiration provision. END OF SCHEDULE B, PART II This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. ANM FD„i E The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 11 IL -FT -FILL -03000.233208 -SPS -1 -21 -FCH12000834LI 180 FIDELITY NATIONAL TITLE INSURANCE COMPANY COMMITMENT NO. FCH12000834LI COMMITMENT CONDITIONS 1. DEFINITIONS (a) "Knowledge" or "Known": Actual or imputed knowledge, but not constructive notice imparted by the Public Records. (b) "Land": The land described in Schedule A and affixed improvements that by law constitute real property. The term "Land" does not include any property beyond the lines of the area described in Schedule A, nor any right, title, interest, estate, or easement in abutting streets, roads, avenues, alleys, lanes, ways, or waterways, but this does not modify or limit the extent that a right of access to and from the Land is to be insured by the Policy. (c) "Mortgage": A mortgage, deed of trust, or other security instrument, including one evidenced by electronic means authorized by law. (d) "Policy": Each contract of title insurance, in a form adopted by the American Land Title Association, issued or to be issued by the Company pursuant to this Commitment. (e) "Proposed Insured": Each person identified in Schedule A as the Proposed Insured of each Policy to be issued pursuant to this Commitment. (f) "Proposed Policy Amount": Each dollar amount specified in Schedule A as the Proposed Policy Amount of each Policy to be issued pursuant to this Commitment. (g) "Public Records": Records established under state statutes at the Commitment Date for the purpose of imparting constructive notice of matters relating to real property to purchasers for value and without Knowledge. (h) "Title": The estate or interest described in Schedule A. 2. If all of the Schedule B, Part I -Requirements have not been met within the time period specified in the Commitment to Issue Policy, this Commitment terminates and the Company's liability and obligation end. 3. The Company's liability and obligation is limited by and this Commitment is not valid without: (a) the Notice; (b) the Commitment to Issue Policy; (c) the Commitment Conditions; (d) Schedule A; (e) Schedule B, Part I -Requirements; (f) Schedule B, Part II -Exceptions; and (g) a counter -signature by the Company or its issuing agent that may be in electronic form. 4. COMPANY'S RIGHT TO AMEND The Company may amend this Commitment at any time. If the Company amends this Commitment to add a defect, lien, encumbrance, adverse claim, or other matter recorded in the Public Records prior to the Commitment Date, any liability of the Company is limited by Commitment Condition 5. The Company shall not be liable for any other amendment to this Commitment. 5. LIMITATIONS OF LIABILITY (a) The Company's liability under Commitment Condition 4 is limited to the Proposed Insured's actual expense incurred in the interval between the Company's delivery to the Proposed Insured of the Commitment and the delivery of the amended Commitment, resulting from the Proposed Insured's good faith reliance to: (i) comply with the Schedule B, Part I -Requirements; (ii) eliminate, with the Company's written consent, any Schedule B, Part II -Exceptions; or (iii) acquire the Title or create the Mortgage covered by this Commitment. (b) The Company shall not be liable under Commitment Condition 5(a) if the Proposed Insured requested the amendment or had Knowledge of the matter and did not notify the Company about it in writing. (c) The Company will only have liability under Commitment Condition 4 if the Proposed Insured would not have incurred the expense had the Commitment included the added matter when the Commitment was first delivered to the Proposed Insured. (d) The Company's liability shall not exceed the lesser of the Proposed Insured's actual expense incurred in good faith and described in Commitment Conditions 5(a)(i) through 5(a)(iii) or the Proposed Policy Amount. (e) The Company shall not be liable for the content of the Transaction Identification Data, if any. (f) In no event shall the Company be obligated to issue the Policy referred to in this Commitment unless all of the Schedule B, Part I -Requirements have been met to the satisfaction of the Company. (g) In any event, the Company's liability is limited by the terms and provisions of the Policy. 6. LIABILITY OF THE COMPANY MUST BE BASED ON THIS COMMITMENT (a) Only a Proposed Insured identified in Schedule A, and no other person, may make a claim under this Commitment. (b) Any claim must be based in contract and must be restricted solely to the terms and provisions of this Commitment. This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. AND CAN The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 12 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 181 FIDELITY NATIONAL TITLE INSURANCE COMPANY COMMITMENT NO. FCH12000834LI (continued) (c) Until the Policy is issued, this Commitment, as last revised, is the exclusive and entire agreement between the parties with respect to the subject matter of this Commitment and supersedes all prior commitment negotiations, representations, and proposals of any kind, whether written or oral, express or implied, relating to the subject matter of this Commitment. (d) The deletion or modification of any Schedule B, Part II -Exception does not constitute an agreement or obligation to provide coverage beyond the terms and provisions of this Commitment or the Policy. (e) Any amendment or endorsement to this Commitment must be in writing and authenticated by a person authorized by the Company. (f) When the Policy is issued, all liability and obligation under this Commitment will end and the Company's only liability will be under the Policy. 7. IF THIS COMMITMENT HAS BEEN ISSUED BY AN ISSUING AGENT The issuing agent is the Company's agent only for the limited purpose of issuing title insurance commitments and policies. The issuing agent is not the Company's agent for the purpose of providing closing or settlement services. 8. PRO -FORMA POLICY The Company may provide, at the request of a Proposed Insured, a pro -forma policy illustrating the coverage that the Company may provide. A pro -forma policy neither reflects the status of Title at the time that the pro -forma policy is delivered to a Proposed Insured, nor is it a commitment to insure. 9. ARBITRATION The Policy contains an arbitration clause. All arbitrable matters when the Proposed Policy Amount is Two Million And No/100 Dollars ($2,000,000.00) or less shall be arbitrated at the option of either the Company or the Proposed Insured as the exclusive remedy of the parties. A Proposed Insured may review a copy of the arbitration rules at htto://www.alta.org/arbitration. END OF CONDITIONS 1031 EXCHANGE SERVICES If your transaction involves a tax deferred exchange, we offer this service through our 1031 division, IPX1031. As the nation's largest 1031 company, IPX1031 offers guidance and expertise. Security for Exchange funds includes segregated bank accounts and a 100 million dollar Fidelity Bond. Fidelity National Title Group also provides a 50 million dollar Performance Guaranty for each Exchange. For additional information, or to set-up an Exchange, please call Scott Nathanson at (312)223-2178 or Anna Barsky at (312)223-2169. This page is only apart of a 2016 ALTA® Commitment for Title Insurance issued by Fidelity National Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; the Commitment Conditions; Schedule A; Schedule B, Part I -Requirements; Schedule B, Part 11 -Exceptions; and a counter -signature by the Company or its issuing agent that may be in electronic form. Copyright American Land Title Association. All rights reserved. AND CAN The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. ALTA Commitment for Title Insurance (08/01/2016) Printed: 08.06.21 @ 03:44 PM Page 13 IL-FT-FILL-03000.233208-SPS-1-21-FCH12000834LI 182 I.... Inquire before you wire! WIRE FRAUD ALERT This Notice is not intended to provide legal or professional advice. If you have any questions, please consult with a lawyer. All parties to a real estate transaction are targets for wire fraud and many have lost hundreds of thousands of dollars because they simply relied on the wire instructions received via email, without further verification. If funds are to be wired in conjunction with this real estate transaction, we strongly recommend verbal verification of wire instructions through a known, trusted phone number prior to sending funds. In addition, the following non-exclusive self-protection strategies are recommended to minimize exposure to possible wire fraud. • NEVER RELY on emails purporting to change wire instructions. Parties to a transaction rarely change wire instructions in the course of a transaction. • ALWAYS VERIFY wire instructions, specifically the ABA routing number and account number, by calling the party who sent the instructions to you. DO NOT use the phone number provided in the email containing the instructions, use phone numbers you have called before or can otherwise verify. Obtain the number of relevant parties to the transaction as soon as an escrow account is opened. DO NOT send an email to verify as the email address may be incorrect or the email may be intercepted by the fraudster. • USE COMPLEX EMAIL PASSWORDS that employ a combination of mixed case, numbers, and symbols. Make your passwords greater than eight (8) characters. Also, change your password often and do NOT reuse the same password for other online accounts. • USE MULTI -FACTOR AUTHENTICATION for email accounts. Your email provider or IT staff may have specific instructions on how to implement this feature. For more information on wire -fraud scams or to report an incident, please refer to the following links: Federal Bureau of Investigation: http://www.fbi..qov Wire Fraud Alert Original Effective Date: 5/11/2017 Current Version Date: 5/11/2017 Internet Crime Complaint Center: http://www. ic3.gov Page 14 FCH12000834LI - WIRE0016 (DSI Rev. 12/07/17) TM and © Fidelity National Financial, Inc. and/or an affiliate. All rights reserved 183 FIDELITY NATIONAL FINANCIAL PRIVACY NOTICE Effective January 1, 2021 Fidelity National Financial, Inc. and its majority-owned subsidiary companies (collectively, "FNF," "our," or "we") respect and are committed to protecting your privacy. This Privacy Notice explains how we collect, use, and protect personal information, when and to whom we disclose such information, and the choices you have about the use and disclosure of that information. A limited number of FNF subsidiaries have their own privacy notices. If a subsidiary has its own privacy notice, the privacy notice will be available on the subsidiary's website and this Privacy Notice does not apply. Collection of Personal Information FNF may collect the following categories of Personal Information: • contact information (e.g., name, address, phone number, email address); • demographic information (e.g., date of birth, gender, marital status); • identity information (e.g. Social Security Number, driver's license, passport, or other government ID number); • financial account information (e.g. loan or bank account information); and • other personal information necessary to provide products or services to you. We may collect Personal Information about you from: • information we receive from you or your agent; • information about your transactions with FNF, our affiliates, or others; and • information we receive from consumer reporting agencies and/or governmental entities, either directly from these entities or through others. Collection of Browsing Information FNF automatically collects the following types of Browsing Information when you access an FNF website, online service, or application (each an "FNF Website") from your Internet browser, computer, and/or device: • Internet Protocol (IP) address and operating system; • browser version, language, and type; • domain name system requests; and • browsing history on the FNF Website, such as date and time of your visit to the FNF Website and visits to the pages within the FNF Website. Like most websites, our servers automatically log each visitor to the FNF Website and may collect the Browsing Information described above. We use Browsing Information for system administration, troubleshooting, fraud investigation, and to improve our websites. Browsing Information generally does not reveal anything personal about you, though if you have created a user account for an FNF Website and are logged into that account, the FNF Website may be able to link certain browsing activity to your user account. Other Online Specifics Cookies. When you visit an FNF Website, a "cookie" may be sent to your computer. A cookie is a small piece of data that is sent to your Internet browser from a web server and stored on your computer's hard drive. Information gathered using cookies helps us improve your user experience. For example, a cookie can help the website load properly or can customize the display page based on your browser type and user preferences. You can choose whether or not to accept cookies by changing your Internet browser settings. Be aware that doing so may impair or limit some functionality of the FNF Website. Web Beacons. We use web beacons to determine when and how many times a page has been viewed. This information is used to improve our websites. Do Not Track. Currently our FNF Websites do not respond to "Do Not Track" features enabled through your browser. Privacy Statement Printed: 08.06.21 @ 03:44 PM by SSCORPDO911.doc Page 15 IL-FT-FILL-03000.233208-FCH12000834LI 184 Links to Other Sites. FNF Websites may contain links to unaffiliated third -party websites. FNF is not responsible for the privacy practices or content of those websites. We recommend that you read the privacy policy of every website you visit. Use of Personal Information FNF uses Personal Information for three main purposes: • To provide products and services to you or in connection with a transaction involving you. • To improve our products and services. • To communicate with you about our, our affiliates', and others' products and services, jointly or independently. When Information Is Disclosed We may disclose your Personal Information and Browsing Information in the following circumstances: • to enable us to detect or prevent criminal activity, fraud, material misrepresentation, or nondisclosure; • to nonaffiliated service providers who provide or perform services or functions on our behalf and who agree to use the information only to provide such services or functions; • to nonaffiliated third party service providers with whom we perform joint marketing, pursuant to an agreement with them to jointly market financial products or services to you; • to law enforcement or authorities in connection with an investigation, or in response to a subpoena or court order; or • in the good -faith belief that such disclosure is necessary to comply with legal process or applicable laws, or to protect the rights, property, or safety of FNF, its customers, or the public. The law does not require your prior authorization and does not allow you to restrict the disclosures described above. Additionally, we may disclose your information to third parties for whom you have given us authorization or consent to make such disclosure. We do not otherwise share your Personal Information or Browsing Information with nonaffiliated third parties, except as required or permitted by law. We may share your Personal Information with affiliates (other companies owned by FNF) to directly market to you. Please see "Choices with Your Information" to learn how to restrict that sharing. We reserve the right to transfer your Personal Information, Browsing Information, and any other information, in connection with the sale or other disposition of all or part of the FNF business and/or assets, or in the event of bankruptcy, reorganization, insolvency, receivership, or an assignment for the benefit of creditors. By submitting Personal Information and/or Browsing Information to FNF, you expressly agree and consent to the use and/or transfer of the foregoing information in connection with any of the above described proceedings. Security of Your Information We maintain physical, electronic, and procedural safeguards to protect your Personal Information. Choices With Your Information If you do not want FNF to share your information among our affiliates to directly market to you, you may send an "opt out" request as directed at the end of this Privacy Notice. We do not share your Personal Information with nonaffiliates for their use to direct market to you without your consent. Whether you submit Personal Information or Browsing Information to FNF is entirely up to you. If you decide not to submit Personal Information or Browsing Information, FNF may not be able to provide certain services or products to you. For California Residents: We will not share your Personal Information or Browsing Information with nonaffiliated third parties, except as permitted by California law. For additional information about your California privacy rights, please visit the "California Privacy" link on our website (htti)s://fnf.com/pages/californiai)rivacy.asl)x) or call (888) 413-1748. For Nevada Residents: You may be placed on our internal Do Not Call List by calling (888) 934-3354 or by contacting us via the information set forth at the end of this Privacy Notice. Nevada law requires that we also provide you with the following contact information: Bureau of Consumer Protection, Office of the Nevada Attorney General, 555 E. Washington St., Suite 3900, Las Vegas, NV 89101; Phone number: (702) 486-3132; email: BCPINFO@ag.state.nv.us. Privacy Statement Printed: 08.06.21 @ 03:44 PM by SSCORPDO911.doc Page 16 IL-FT-FILL-03000.233208-FCH12000834LI 185 For Oregon Residents: We will not share your Personal Information or Browsing Information with nonaffiliated third parties for marketing purposes, except after you have been informed by us of such sharing and had an opportunity to indicate that you do not want a disclosure made for marketing purposes. For Vermont Residents: We will not disclose information about your creditworthiness to our affiliates and will not disclose your personal information, financial information, credit report, or health information to nonaffiliated third parties to market to you, other than as permitted by Vermont law, unless you authorize us to make those disclosures. Information From Children The FNF Websites are not intended or designed to attract persons under the age of eighteen (18). We do not collect Personal Information from any person that we know to be under the age of thirteen (13) without permission from a parent or guardian. International Users FNF's headquarters is located within the United States. If you reside outside the United States and choose to provide Personal Information or Browsing Information to us, please note that we may transfer that information outside of your country of residence. By providing FNF with your Personal Information and/or Browsing Information, you consent to our collection, transfer, and use of such information in accordance with this Privacy Notice. FNF Website Services for Mortgage Loans Certain FNF companies provide services to mortgage loan servicers, including hosting websites that collect customer information on behalf of mortgage loan servicers (the "Service Websites"). The Service Websites may contain links to both this Privacy Notice and the mortgage loan servicer or lender's privacy notice. 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We may change this Privacy Notice at any time. The Privacy Notice's effective date will show the last date changes were made. If you provide information to us following any change of the Privacy Notice, that signifies your assent to and acceptance of the changes to the Privacy Notice. Accessinq and Correctinq Information; Contact Us If you have questions, would like to correct your Personal Information, or want to opt -out of information sharing for affiliate marketing, visit FNF's Opt Out Page or contact us by phone at (888) 934-3354 or by mail to: Fidelity National Financial, Inc. 601 Riverside Avenue, Jacksonville, Florida 32204 Attn: Chief Privacy Officer Privacy Statement Printed: 08.06.21 @ 03:44 PM by SSCORPDO911.doc Page 17 IL-FT-FILL-03000.233208-FCH12000834LI 186 I "J321+== OD Sbb M.6Z,fb.ION i w _ �l[�LC o Jy a S'�3W ,OB 644 M„4Z,bb. LON Po g�a 4 z��g t7 w o aC� �a a n z� a �3b+«. tb'LSS M„6L,£b.ION 3s aeam a H N.— E2 p.g3 �4e w8 se3w,zz esu / � � / oop po� 8 eaa Fy �o= ggp- es.e� u i �mm3��dwww�333???kx�°-y-- �-'- o o e®®eQ orb®m�Q F6Z i tl N 3�d i I I yy $. aa�ma� yypa �; ap��g'i°����ae�e3 hhn,� � � �V3ri � ����----— a vx : $ :w a ob� m <� ...... ®Q® w��me— Lf[M,C099t.40N _ o Sa��8� ,60 �GVON NVkBNNl7 m „�„ svary ,os boe3. �o,eo.00s L � 3 0° 00 IN o �� l 2 0 0 �� o ncag4 y o 0 0 0 0 ff yy $. aa�ma� yypa �; ap��g'i°����ae�e3 hhn,� � � �V3ri � ����----— a vx : $ :w a ob� m <� ...... ®Q® w��me— Lf[M,C099t.40N _ o Sa��8� ,60 �GVON NVkBNNl7 m „�„ svary ,os boe3. �o,eo.00s 0° 00 o �� l 3t ft a� I �o - "g3 €p6 IJ 0 ff aa�ma� yypa �; ap��g'i°����ae�e3 hhn,� � � V y a wG 6 N� �➢ � 300 a vx : $ :w a ob� m <� ...... ®Q® ❑LI❑❑ o Sa��8� 0 g" ._� _� v,§f E 190 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Part I. Introduction and Project Context Gewalt Hamilton Associates, Inc. (GHA) has conducted a Traffic Impact Study for the proposed Mount Prospect Technology Campus (MPTC) development to be constructed at 1200 E Algonquin Road (IL Rte 62) in Mount Prospect, Illinois. The approximately 44 -acre site formerly contained the United Airlines Operation Center (OPC). Access to the OPC site was provided via a gated Right-In/Right-Out (RIRO) access on Dempster Street, three full movement (two gated) driveways on South Linneman Road and two full movement access drives on E Algonquin Road, as well cross access to the adjacent parcel to the west which also had full access to both Dempster Street and E Algonquin Road. Cloud HQ proposes to construct three (3) data centers on the site, ultimately comprising approximately 1.7 Million Square feet. The project also includes the approximately 6 -acre parcel at the southeast corner of Dempster Street and Linneman Road. This former remote parking lot for the OPC will be converted to a power substation for the proposed data centers. Controlled access to the substation will utilize the existing northern curb cut on Linneman Road. Per the August 31 2021 Preliminary PUD Site Plan prepared by GHA, the three buildings will be arranged on the subject site to strategically share detention and circulation facilities as well as cross access, but are ultimately able to be individually secured. Access for the MPTC will include a gated emergency only RIRO access on Dempster Street (existing access), a new full movement access on Linneman Road, and a new full movement access on E Algonquin Road. Separate right and left turn lanes are proposed at the Linneman Road and E Algonquin Road access points. The following summarizes our findings and provides various recommendations for your consideration. Appendices referenced are in the Technical Addendum at the end of this document. Part II. Background Information Site Location Map and Roadway Inventory Exhibit 1 provides a site location map. The existing traffic operations in the site area are illustrated on Exhibit 2. AppendixA provides a photo inventory of the site vicinity. Pertinent comments to the adjacent roadways include: E Algonquin Road (IL Route 62) • IL Rte 62 is an east -west, Minor Arterial under the jurisdiction of the Illinois Department of Transportation (IDOT). • IL Rte 62 provides a five -lane cross section (two through lanes in each direction, with a wide (±16 -ft) center lane), with a posted speed limit of 45 miles per hour (mph) in the vicinity of the site. • A dedicated right -turn lane is provided in the westbound direction at its signalized intersection with Linneman Road and at its signalized intersection with Busse Road. • Dedicated left turn lanes are provided within the median eastbound at the unsignalized shared access with the parcel to the west and at the signalized Linneman Road intersection. Note left turns from eastbound IL Rte 62 to northbound Busse Road are prohibited. • Dedicated left turn lanes are provided within the median westbound at the signalized Linneman Road intersection, the 1305 E Algonquin Road east access, and the signalized Busse Road intersection. • IL Rte 62 is designated as a Class II Truck route. • The Annual Average Daily Traffic (AADT), year 2019, on IL Rte 62 was 17,900 vehicles with 1,100 trucks (6.1%). Gewalt Hamilton Associates, Inc. 191 4 "ke" ;, I`//W//,`Y/I "" ',�171 cc /mrl, JRF ME mm AI f, :L A gg yj fl /5' tk, Y/ X 7 R g/M 01 Lu CL 0 fil A XII "PE M �j A 0, K/ 71 Z 0 cc x a Ai UBWGUU! LLJ PH 0, �I� d, A d 4, Yrrl/ .... . . ti & 7 0/2 A' V V All, a/ is AO". , 000, /m/ M/ ffW///, a Mel q -71 ��//. I. . .................... . 11-1,1-111 , �37 e gi/ '71 A FfE] 'A 24 m ?pw cl),p/ 0 r/ 0 co t 011/1, CL -------- 77""1 . . . ... . //,,,,, (D' if fill 1011 m IZ In , 'A" v) wl'? AA g, .2 D o D f Ig/ Iv 'z smX, J/d/F dg�/q /I 5 P j p All, aj fell M I/& "Ilk iom/ o 4040/110/11r, Vf 0/ L N, R-7 All 11 1 I m All UP OPP P, / . . ....... . .. ,, A//-/,/p',ff,'qI,,,,' , 's 0, X, 0 MEM. CO PH eseng . ... ... g/pag - limp 11I, "—ll, jl(/� Ail 401, lom J/m ....... ... .. . . m/p ll g� P/, A '0, 'p A MR/ 7 4 gwi a 11 W/vw UA pt" VOR", RAY; Al W; fl S. A -'A 0 Aw", 41 OF` "fo/1- Il,;/ - 'A Ij I POP, X 0111 al A Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Dempster Street • Dempster Street is an east -west, Minor Arterial under the jurisdiction of the Cook County Department of Transportation and Highways (CCDOTH). • Dempster Street provides a five -lane cross section (two through lanes in each direction) along the site frontage. The median narrows west of Linneman Road from approximately 16 -ft to approximately 4 -ft at the existing RIRO access serving the site. • A dedicated right -turn lane is provided in the westbound direction at its signalized intersection with Busse Road. • Dedicated left turn lanes are provided within the median eastbound and westbound at the signalized Linneman Road intersection the signalized Busse Road intersection. • The Annual Average Daily Traffic (AADT), year 2018, on Dempster Street was 7,700 vehicles. Linneman Road • Linneman Road is a local north -south roadway, extending northerly from IL Rte 62 and is under the jurisdiction of the Village of Mount Prospect. Further north of Dempster Street, Linneman Road becomes Church Street and terminates in a residential neighborhood. • In general, Linneman Road provides a three -lane cross-section (one through lane in each direction and a center lane for left -turns), with a posted speed limit of 30 mph. • Linneman Road widens to provide separate left and right turn lanes northbound and southbound at its signalized intersections with Dempster Street and IL Rte 62. • The Annual Average Daily Traffic (AADT), year 2018, on Linneman Road was 2,500 vehicles. Pedestrian Facilities • A sidewalk is provided along the north side of Dempster Street between Busse Road and Linneman Road but only along the south side of Dempster west of the subject site to Busse • A sidewalk is provided along the east side of Linneman Road between IL Rte 62 and Dempster Street. • A sidewalk is provided along the north and south sides of IL Rte 62 from Busse Road east to the subject site frontage. • There are no sidewalks along any of the subject site frontage on Dempster, IL Rte 62 or Linneman. However, a pedestrian crossing to the site is provided on Linneman Road approximately 375 feet south of Dempster Street. Transit • PACE Bus Route 606 runs east -west along IL Rte 62 with a marked stop at 1311 W Algonquin Road across from the subject site. • PACE Bus Route 230 runs north -south along Linneman Road with a marked stop at the Linneman Road and Algonquin Road intersection. Existing Traffic Exhibit 3 summarizes the existing weekday morning and evening peak hour traffic volumes. Peak period traffic turning movement counts were conducted by GHA on Thursday June 24, 2021 from 6:00 to 9:00 AM and 3:00 to 6:00 PM. The observed weekday morning and evening peak hours generally occurred from 7:30 to 8:30 AM, 4:30 to 5:30 PM respectively. Exhibit 3 also provides the AADT (24-hour volume) along Dempster, Linneman and IL Rte 62 from 2018 or 2019 as published by IDOT on their website: www.gettingaroundillinois.com. Gewalt Hamilton Associates, Inc. 194 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois No unusual activities (e.g., roadway construction, or inclement weather) were observed during our counts that would be expected to impact traffic volumes or travel patterns in the vicinity. Summaries of the existing traffic counts can be found in Appendix B. Gewalt Hamilton Associates, Inc. 195 . Qua �9L 00 QU."A) (00 �LZ Qty°'p L. -U04 FJ / � I 0 M VI4 �V LE �ZL Q6"ru G£S'��) 08� O (ON W M M .. Qa.p £9 u IY„y w Pl0( `C pa ueweuui-j S Com"fids pblessng rn m U Q �—LZ WO 0 in Sb 0 od:�II.0 W) £--� (6z) O8— a i' Bei �9L r�r QU."A) t nM2 a FJ / � I 0 M VI4 �V LE �ZL Q6"ru U£1'V Lbb O (ON W M M .. Qa.p £9 u IY„y + M El P Pl0( `C pa ueweuui-j S Com"fids pblessng rn m U Q �—LZ WO 0 in Sb 0 od:�II.0 W) £--� (6z) O8— a i' Bei r�r Q a= 6 6 FJ / � I FL GNu �ZL Q6"ru C� L;� Q Ila MD bZ � c N � M M v . wR1 N CD ' �-- Obl QaDE'IW —96U MeW +661 MA) ) �b N M M wrv'"1 4.ab 0158jo}s 33 Q a= 6 6 M M p C� L;� Q Ila 6® M M v O L i � O O � N N N fn O O O �— CD 3 Q w a, w X'�c a� J Y cli N Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Crash Analysis Crash data was obtained from the IDOT Division of Transportation and Safety for the last five calendar years, 2016 through 2020. A summary of the crash data is provided in Table 1 with the locations mapped on the exhibit contained in Appendix C. Table 12016-2020 Crash Summary(A) Location No. of Crashes Severity s Crash Type ° Percent During Wet/icy Conditions PD PI c F CM RE HO FO SSD Ped Bike A B C Intersections - Crashes within 200' of intersection Dempster St&Linneman Rd 20 11 4 5 9 8 2 1 20% Algonquin Rd (IL 62) & Linneman Rd 15 11 2 2 9 4 1 1 13% Segments Along Dempster St Site frontage 3 1 - 2 2 1 - - 0% Along Linneman Rd Site frontage 0 - - - - - - - 0% Along Algonquin Rd (IL 62) Site frontage 3 2 - 1 - - - 1 - 1 1 - - 33% Total (2016-20) 41 25 0 7 9 0 20 14 0 4 2 1 0 17% A Source: IDOT Division of Transportation Safety far the 2016-2020 calendar years. e PD = property damage only; PI = personal injury; F = fatality. ° Type A (incapacitating injury); Type B (non -incapacitating injury); Type C (possible injury). CM = cross movemenVangle; RE = rear end; HO = head on; FO = fixed object; SSD = Sideswipe Same Direction; Ped = pedestrian As shown in Table 1, the intersection of Dempster Street and Linneman Road experienced the highest number of crashes within the study area over the five-year analyses period, with an average of 4 crashes per year. Approximately 55 percent (11 of 20) of the crashes involved property damage only and approximately 40 percent (8 of 20) were rear -end collisions. The intersection of Algonquin Road and Linneman Road experienced an average of approximately 3 crashes per year. Approximately 73 percent (9 of 15) of the crashes at this intersection involved property damage only and less than half (approximately 27 percent) were rear -end collisions. There was one crash that involved a pedestrian at the Dempster Street and Linneman Road intersection and no crashes that involved a bicyclist during the study period. No -Build Traffic Traffic growth in the area is a function of expected land development in the region. Future traffic volume conditions were developed for the year 2032, build -out year of the development (year 2027) plus five years. Based on a review of historical traffic volumes and the Chicago Metropolitan Agency for Planning (CMAP) 2050 projections (see Appendix D), traffic volumes along the roadways surrounding the site are assumed to experience an overall annual, compounded growth rate of between 0.42% and 0.53% per year. Accordingly, the 2032 No -Build peak hour traffic volumes (see Exhibit 4) were developed by applying a 1.06 percent growth rate to the existing traffic. Gewalt Hamilton Associates, Inc. 197 c^v o Cl) eta o a~a tLZ 4papap Cd ) "J. ,�� � —OE Ug) N N �Zy�u:u:p QG"pppD 4S� � I r Ila v hWp 6^ (iW 99-- aaa N �, M M v aa,u O P3 ^ 6 hall �� 09 W611 .j 1 L► �94Z MS) MO 7i£ P) 6 Il. 894 o Cl) p?�J.p 55 + via �a rcy�p pa ueweuui-j S N CD N 0 M Ia �E Qllp 1 y �5 QOtl r ir� d"b �j dey ry �94L 6pp'k:lrp ^ � `�w ,j� �� —60£ C^"Ll)) Cd ) "J. ,�� � 80Z 6"apld'Irrp pa assns Mir) Ug—of Qppup L�Tz-1- o �co Ila v hWp 6^ 6® M M v O L i � r,.. CO ;: P) M � C Oto�E5 p11.1616U I Q) U d �EL 4pD6p Qp7�D £� prtc�D 49�__ OD —0-0 O S S `1 w N N m`r v r 2i 2i < W Loi epi �X q rv",rt 3 N CD N 0 M Ia �E Qllp 1 y �5 QOtl r ir� d"b �j dey ry �94L 6pp'k:lrp ^ � `�w ,j� �� —60£ C^"Ll)) Cd ) "J. ,�� � 80Z 6"apld'Irrp pa assns Mir) Ug—of Qppup L�Tz-1- o �co Ila v hWp 6^ a68jo;s 33 Q a= CD C M M p C� L � Q Ila 6® M M v O L i � O O T r —r -_ C O � O O � Q) U d O 0— 0) OD —0-0 O S S w N N 2i 2i < W Loi �X q MEOW �co Y T r X W 00 0 Z N M O N Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Part III. Traffic Evaluation Future Site Characteristics Proposed Development Plan Cloud HQ proposes to construct three (3) data centers on the site, ultimately comprising approximately 1.7 Million Square feet. Access for the Mount Prospect Technology Campus (MPTC) will include a gated emergency only RIRO access on Dempster Street (existing access), a new full movement access on Linneman Road, and a new full movement access on E Algonquin Road. The following summarizes the proposed access points and locations from existing intersections. • The existing RIRO on Dempster Street is approximately 1,025 feet west of the signalized Linneman Road intersection with Dempster Street. The proposed access on Linneman Road is approximately 650 feet south of Dempster Street and approximately 450 feet north of an existing access drive on the east side of Linneman Road. • The proposed access on IL Rte 62 is aligned opposite an existing driveway serving a self -storage facility approximately 1,100 feet west of the signalized intersection with Linneman Road. These dimensions are also illustrated on Exhibits 5 & 7. All internal and external circulation and access improvements are anticipated to be constructed with the first building which will be delivered to the end users in the second quarter of 2023. Buildings II and III will come on- line in 2025 and 2027, respectively. The August 31, 2021 Preliminary PUD Site Plan prepared by GHA is provided in Appendix E. Trip Generation Table 2 summarizes the traffic generation calculations for the proposed development. Trip generation rates published by the Institute of Transportation Engineers (ITE) in the 10th Edition of the Manual Trip Generation were used to determine the anticipated traffic generated by the proposed development. Given the total scale of the proposed development, GHA calculated the trip generations for three individual data centers of approximately 566,700 square feet independently and added them together for the overall development. See Appendix Ffor excerpts from the ITE manual. Gewalt Hamilton Associates, Inc. 199 200 E Go CNI 9N 00 (.X.) �N C) CC.) (D Cn C) C.0 V= CN 91 CCI LO C14 On P- 1,1;; C.P CD CD CD 31 eq O cc 40 00 c 0 00 c 0 00 f-0 C14 yr 0 C) co co m FEMr-- C) CID Mm CD co r— LU 0 CD co U -U- (n U) U - U) CO (D co f.0 LO LID LO rn CL (D Clqz 4= LO 1714 CM CD 7 — U) C14 C4 CD 1714 CN 4) U) w ccO C) L) > CD � 49 a. CL ll-- 0 I I 200 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Trip Distribution Table 3 provides the anticipated distribution of site traffic. This was based on existing site travel patterns, proposed access and the operational characteristics of the adjacent street system. Table 3: Trip Distribution Route & Direction Percent Route To/From Site Algonquin Rd (IL Rte 62) East of Linneman Rd 25% West of Busse Road 28% Dempster Street East of Linneman Rd 15% West of Busse Road 5% Linneman Road North of Dempster Street 3% Busse Road North of Dempster Street 12% South of Algonquin Road 12% Totals = 100% Traffic usage of the area roadway network is also illustrated on Exhibit 5. Site and Total Traffic Assignments Exhibit 5 illustrate the site traffic assignment for the development's trips, which is based on the traffic characteristics summarized in Tables 2 and 3 (traffic generation and trip distribution) and assigned to the area roadways. As previously noted, all external access improvements are anticipated to be constructed for the initial building completion (2023), but the complete development will not turn over to tenants until 2027. Therefore, we have considered the total impacts of the complete development for the year 2032, buildout of the final Data Center plus five years The MPTC site traffic (Exhibit 5) and 2032 No -Build traffic (Exhibit 4) were combined to produce the 2032 Total traffic, which is illustrated on Exhibit 6. Gewalt Hamilton Associates, Inc. 201 won= LO �a CO w V : mdD —9 U) a� 1 (U� L T an 9 Com"fids pblessng a i' N CD O ,O a68jo}s 33 Q a= 6 6 M M p C� M Q Ila o® M M v O K N O O T r -r -_ W = O � O O � N N U d � Q � Q j U V mu`r tbl CO;RII.O -0-0 O S S Q w N N 2i 2i < W Loi �42 X q Bbl 0.D QO.O E� pa ueweUW11 E; GAOIIO ss--� � . ► nN WIP el— M Zl rt: Y Wk CO w V : mdD —9 U) a� 1 (U� L T an 9 Com"fids pblessng a i' N CD O ,O a68jo}s 33 Q a= 6 6 M M p C� M Q Ila o® M M v O L i � O O T r -r -_ C O � O O � Q) U d � Q � Q j V O 0— 0) OD -0-0 O S S w N N 2i 2i < W Loi �42 X q w el H W C.� y N Q ���VIVI�Ulmmmww. V;. - w ^ q us mu1 � a I ura w �-08 6hD'610 LO 1 L► B9'0a'D 6E dull N9 4L4 o M v pQ.;L) 99 + a'e rra"3 C�u ry y aax F / I F Z (9 Q'(0)Q�DD �--£l WI) (86G BL � d cb QR Q"D Q) Eti co :z QO, 9Z N O i dRf L i � U w r —r -_ C O � O O � Q) U d Q dN O O — 0) SEE QQDQD'D Iw 009'e' S a1 �LZ Va„16D N N l) N cn ZL Qw k,;D pa uewauui-1 S —ES (8140.p bl d,/.D �. o � �L9 WII.110 �X J . 1 r 1,� QQDQab 88 . ► Q D £� GQD„DD,9 W D V9� N C') N DEE ` N (U010 L6— 6a;/,D S8� er N axi N a;a aau _ IN w ^ q us mu1 � a I ura w �-08 6hD'610 LO 1 L► B9'0a'D 6E dull N9 4L4 o M v pQ.;L) 99 + a'e rra"3 C�u ry y aax U N N c ani N 691 Wa"Grl4,q v TIMI`t `�1 —0 QW y �9QOtl F / I F Z (9 Q'(0)Q�DD �--£l WI) (86G BL � d cb QR Q"D Q) Eti co :z QO, 9Z v r O i dRf L i � aa'r N CO r ir� .,, Ga„ro ..„„ r w ear rera G � aa"a aaa N 691 Wa"Grl4,q v TIMI`t `�1 —0 QW y �9QOtl � Q'(0)Q�DD r o 0 d cb QR Q"D Q) Eti co :z Qna. O i dRf N CO r ir� .,, Ga„ro ..„„ r w ear rera G � aa"a aaa C7 �o N 691 Wa"Grl4,q `\, �► —60£ (9L DD Com"fids 0m,97 Roe 6:QA'IirD pa assns Ila o Q990 EZS� d cb Q'ij7g^ L— R, Qna. a68Jo;S 33 Q a= 6 6 M M p C� M Q Ila o® M M v O L i � O O T r —r -_ C O � O O � Q) U d O O — 0) OD -0-0 O S S w N N 2i 2i < W Loi �X J M N O N el H W N C.� y N Q urc ����m�mmmmww. 0;._ - Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Capacity Analysis Capacity analyses are a standard measurement that identifies how an intersection operates. They are measured in terms of Level of Service (LOS). The concept of LOS is defined as a qualitative measure describing operational conditions within a traffic stream and their perception by motorists and/or passengers. A level -of -service definition provides an index to quality of traffic flow in terms of such factors as speed, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. Six Levels of Service are defined for each type of facility. They are given letter designations from A to F, with LOS A representing the best operating conditions and LOS F the worst. LOS C is often considered acceptable for design purposes and LOS D is usually considered as providing the lower threshold of acceptable operations. Since the level of service is a function of the traffic flows placed upon it, the facility may operate at a wide range of levels of service, depending on the time of day, day of week or period of year. A description of the operating condition under each level of service, based on the analysis parameters as published in the Transportation Research Board's (TRB) Highway Capacity Manual (HCM), Sixth Edition, is provided in Table 4. Table 4: Level of Service (LOS) Summary Capacity analyses were performed using the methodologies outlined in the HCM, for the following scenarios: • Existing Traffic - Existing traffic (year 2021), • No -Build Traffic — Future (non -site, year 2032) traffic with background growth (assumed at 1.0 percent compounded per year, and • Total Traffic— Future No -Build traffic volumes (year 2032) plus the addition of the MPTC site generated traffic. Table 5 summarizes the intersection capacity and queue analysis results. Capacity analysis summary printouts are provided in Appendix G. Gewalt Hamilton Associates, Inc. 204 Dela seclveh Traffic Signal StoD Sicin LOS Description A Describes conditions with little to no delay to motorists. <10 < 10 B Represents a desirable level with relatively low delay to motorists. >10 and < 20 >10 and < 15 C Describes conditions with average delays to motorists. >20 and < 35 >15 and < 25 Describes operations where the influence of congestion becomes more D noticeable. Delays are still within an acceptable range. >35 and < 55 >25 and < 35 Represents operating conditions with high delay values. This level is often E considered within urban settings or for minor streets intersecting major arterial roadways to be the limit of acceptable delay. >55 and < 80 >35 and < 50 Is unacceptable to most drivers with high delay values that often occur F when arrival flow rates exceed the capacity of the intersection. >80 >50 Capacity analyses were performed using the methodologies outlined in the HCM, for the following scenarios: • Existing Traffic - Existing traffic (year 2021), • No -Build Traffic — Future (non -site, year 2032) traffic with background growth (assumed at 1.0 percent compounded per year, and • Total Traffic— Future No -Build traffic volumes (year 2032) plus the addition of the MPTC site generated traffic. Table 5 summarizes the intersection capacity and queue analysis results. Capacity analysis summary printouts are provided in Appendix G. Gewalt Hamilton Associates, Inc. 204 Cl) -0 C/) ca- O E (a c — a a � O) c o- 0 0 (n p O - o L Q [L U W CD C�l c ~ O O U N � O r 0- U) 0 0 i1 205 p (�C U U U U U U (c ca c0 00 s 0 C O 0 � U) o Q CU >V o r M Lc) r r r 0 V LQ ti L(') N Q Q O N N i O N O N O N O N O N N N N i N r N r 14T r S= C 70 -0C Q CO M Q CN ¢ CD - Q Cl) Q M Q 04 Lo m N LO m N m N C C 0 O Q N Q N Q N Q N Q N Q M O co 00 co co N O J O Q Q Q �2 Q Q Q con m i ca CO m ti 0 O Q M Q Q Q M Q M m N [Y] CO Cb I— c o N L CL C � C � C � C d O O Q CD Q CO Q CO Q CD Q CD Q� 0 [b 67 m� CD >+ R 0 J O O O E L '. H 10 70 CN 0� 0 � p ti 0 (0 c W o M m 00 ( j o� m "t > 0 Cn II 0 c c N c L V 2 N0 m O 0�0m LC � [b co [b CY] CD- U)L U J W� W 00 W 00 W r- W r- W L0 co ❑O Lr) M Lr) CO co 0 N J O ZC 0 0 0 0 0 O OM O W 00 m CO m M co m LO I I O= C O 0 O 0 r 0 r r 0 o 0 r 0 0 r CD M C m M m C4 m 00 LO N (n (O N (B LU J LU 0 01 0 Lc)C'J 0 0 0 M LU []C] []C] [b LC) C 0 O c c c c c O c c c CN c O c J N O c J N 0 J c N O c J N O c J (D c O c J N O c J N 0 J (C cc R 0 0 �_ �_ �0/ LL LC) m Lr) m Lr) rn Lr) m Lr) m Lr) rn LC) rn L(i m 0 'L v L O L 0 L O N (4 L C m Y :--. m — °' X w a x w E a x w a N W �_ a) � w W a) ! w c W c a) � w = CD iii — CD c — CD cn — S= C) L(i O Q) Cn (D J 0 C) L (D a) +-' (O ++ o U F= � C/)> Gi U L U U cam— Cn +-' m O U U EFE Cn C o_ LUEUE cc U �_ Co U m U �' ~ ~ m ~ :2 2 — — i C d [b O 0 d cn �:: Cb o cu o C d N �: m O O �0+ c a) x W z x W za CD x W z m 205 206 o m m m Q Q cc a m m _ O cc O O O N CL Q M> a) V N COV m N ' ' a) O O r O N O Q Ni r r r SZ 0;� a) Q m a) W ~ m N m M m M -O ■ ■ ■ ■ V ■ y ■ V ■ � m N m N m N� ■ ■ ■ ■-0 m ti m ti CO o0 C O J O m M m LC) m Co O ■ ■ ■ ■ O m CO m N m Co N N N N V C � 0 _0 m � m m N -O ■ ■ ■ ■ VV VL � C� C C C m y m N m N m N� L Co co m I— m OO L m m mc:> m LO Z Q ■ Q ■ Z n ■ n ■ n ■ E N S O S= H- m cn m MO m MO -O ■ ■ ■ ■ _0 Q ti Q I` Q > O cn II C C =)=:)A C r r C C i _ m O m r Or m r Or r � t6 ■ ■ ■ ■ Q Q CO Q M i Cl) U) N V J m m m m m M Q r Q r Q r J O Z[if -0 m ti m W m 00 -O V ' V ' _0 Q L Q coo Q coo C C C C m 00 m 0 m W Q M Q Q Q Q co U co U) co U co LLJ J w m N m c j m c,4 W n n W Q oo Q oo Q m O c c (3) = a)I_- C c c c C _ (L)J N c p O c J p c C w O J C a)� J _ � p a) � J p O� J p a) J O v i O O m W C6 LL a) CB C o C v i C N C C O O C a) C _ U U U (Q/] _ U U U /UD /U) /w /aa) /aa) /aa) /aa) rn rn rn rn rn rn rn �0 li O V 'a G (D O p O N _L a) O Q <C cfl co c0 E E O X W _ N M. _ _ O C a) K W _ W CM W W W C U) >✓ S= CD C%) Cf) a) H R> U � � 0 U)> Cn 0 U EF E C O L co W ca _ co U rte+ (MaH C6 N to � (L6 CL 0 C C C C i E 0 .X C m 30 as 7 N LL ai cn _X m �a C y p W O Z O J O H O H J W O Z O N M � 206 U)_0 C/) CDL O E ll� = U� a a � 0 0 Q O O (n p O - )p L Q d U W CD C�l c ~ O O U N .2 a) r Q U) O d U vj N �v 0 CO CO Q O co co Q) U 207 O ccQ m m a m m cc U U U _ O LP � ami o O O i N CL Q M> O Q a) r O M O N O O ' M ' tom,) O M 6 O I_: LO I- Q 0 i O r r rL r r i N N N a) Q a) ~ VV V 'O Q LS') m Cz) 70 m N co T m LN • mN m N m N ■ ■ ■ ■ M M m m Lf r r r O J O com M m M U �o O CO N U N 0 m m m lTN E V p O V V V O V V m M m M m r O O O •_ m co mc::, m CO N CO N-0 Q Q 1 Q M >, a C) O O co J O A ■ n ■ n ■ Z n ■ n ■ O Z CO N CO M CO M N S O H-0 Q Q OO Q O ■ ■ ■ ■ U U" U N > O in II ' 0 7 c 7 /� _ Z v • _ m Or M — m N -0 ■ ■ ■ ■ U co N U Cl) M U a0 U a) >a)) Q Q Q (D Q Q >> J> O O r O O> U ci r U J O Z [if -0 Q M Q W Q M W S W o) W Mo II C C C C I:t LO LO ' •_ 0 0 QQ M Q M ■ ■ ■ ■ 0 O N 0 ao N cl OJ co co J co W Q O Q Q N co W Q N Q N co W ■ ■ ■ ■ ■ ■ C � co N C T _ � (L) O c J p O c J N m c � O c J O 0 0 J ._ O p O c J p O c J p 0 J v i (D :3 =3 a) :3 Z m Z c6 a) (o =3 E: a) :30 i O (D = = a) O = a) = 2 U a) U a) U a) a).E U 0 U • a) 0 a) 3 V \J <T \J •? V m V lJ V li LO O •L V L O L O L O L O fn MM LC.0NQ0 M M O O X a.a W 0 O O X W E a' aLU °'i w Q c w �_ w LU a a) aa)) w O _ a CO C/) _ a) i .� a� i s _ H v � d O U) > N O mM O U U) CEF O t4 Lu >, EFEcc a� U-1 A� cc EF A" 0 N H a 2 N a -0 2 N _0 2 to— tD ~ Y O ~ O O L Wai (n ; wGi39 ai �0+ py ai Cl) ; C J W Z H J J W Z H — m �[1 tD U vj N �v 0 CO CO Q O co co Q) U 207 208 7 m U U Q � m g § § 0— –0 f ¢ ~ 0§ c R q C14– m D 0) C)/ LO —0 0 co 00 C) 0 k � © ® §k m g m% m q § § CL : 2 0 oco V) ca/ � m o cc o °w� g � 7 2« m a) m a m n n Em r w # c Cl) % 2 0 = _ m m ~ 0 11 ^ m o y o q m ? § A n n d 2 00 0 0') 0ƒ ®2 2 0 & 0 q ! _ _ # # w / �C,� cu ca LU LU . . . . . . o k 2 § ol k 4i-::% 4i=:J 2 2 h ■ � � � 2 £ £ � � J 0 % co m ± mCL X °L 2 im 3 EU) = % J E U) $ / . > q Cf) co M (a k a Ad o ./ c 0 7 ƒ.L F -Ito k I 208 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Total traffic conditions assumed the following, with Exhibit 7, illustrating future traffic operations: • A dedicated right -turn lane would be installed on IL Rte 62 (westbound) at the proposed site access driveway. • The painted medians along Linneman Road and IL Rte 62 will be restriped to provide a separate left turn lane (Linneman Rd) and a Two -Way Left Turn Lane (TWLTL) on IL Rte 62. • Stop signs will be installed for exiting traffic at both site access driveways. • The IL Rte 62 access will provide a single wide inbound lane and two outbound lanes, striped for separate right and left turn lanes. • The Linneman Rd access will provide a single inbound lane and a single outbound lane. Access Spacing • The existing RIRO on Dempster Street is approximately 1,025 feet west of the signalized Linneman Road intersection with Dempster Street. • The proposed access on Linneman Road is approximately 660 feet south of Dempster Street and approximately 450 feet north of an existing access drive on the east side of Linneman Road. • The proposed access on IL Rte 62 is aligned opposite an existing driveway serving a self -storage facility approximately 1,100 feet west of the signalized intersection with Linneman Road. The following summarizes the findings of the Capacity Analyses. Dempster Street at Busse Road Under both existing and future (No -Build and Total) conditions, all movements at this signalized intersection operate at acceptable Levels of Service (at LOS "C" or better) during the peak hours with the exception of the westbound left turn movement (all scenarios) and the westbound right turn movement (Total 2032 traffic only) which experience longer than desirable delays and operates at LOS "D or P. The proposed site traffic does not add traffic to the left turn movement. Overall intersection operations are expected to remain at the "Design" LOS C or better and the development has a minimal impact on the intersection's operations. No changes to the existing signal timing and phasing are required to accommodate the development traffic. Dempster Street at Linneman Road Under both existing and future (No -Build and Total) conditions, all movements as well as the overall intersection operations at this signalized intersection are expected to function at acceptable Levels of Service (at LOS "B" or better) during the peak hours. Despite the proximity to one of the primary access points, the proposed site traffic has minimal impact on the intersection's operations. No changes to the existing signal timing and phasing are required to accommodate the development traffic. Linneman Road at Proposed MPTC Site Access Drive Under future conditions, all movements at this unsignalized intersection operate at acceptable Levels of Service (at LOS "A" or better) during all peak hours studied. As previously noted, future conditions assumed that separate right and left turn lanes are provided for inbound traffic, but a single outbound lane has proven sufficient. IL Rte 62 (Algonquin Road) at Linneman Road Under both existing and future (No -Build and Total) conditions, all movements at this signalized intersection operate at acceptable Levels of Service (at LOS "C" or better) during the peak hours. Despite the proximity to Gewalt Hamilton Associates, Inc. 209 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois one of the primary access points, the proposed site traffic has minimal impact on the intersection's operations. No changes to the existing signal timing and phasing are required to accommodate the development traffic. IL Rte 62 (Algonquin Road) at Proposed MPTC Site Access Drive Under future conditions, all movements at this unsignalized intersection operate at acceptable Levels of Service (at LOS "C" or better) during all peak hours studied. As previously noted, future conditions assumed that separate right and left turn lanes are provided for inbound traffic. Separate right and left turn lanes exiting the site are also proposed to help minimize delays for right turning vehicles. IL Rte 62 (Algonquin Road) at Busse Road Under both existing and future (No -Build and Total) conditions, all movements at this signalized intersection operate at acceptable Levels of Service (at LOS "C" or better) during the peak hours with the exception of the eastbound right turn movement which experiences longer than desirable delays and operates at LOS "E". The proposed site traffic does not add traffic to the right turn movement. However, overall intersection operations are expected to remain at the "Design" LOS C or better and the development has a minimal impact on the intersection's operations. No changes to the existing signal timing and phasing are required to accommodate the development traffic. Gewalt Hamilton Associates, Inc. 210 21F :u 0 All A Ile, J, gal LU % A M ";,X IW d A ILL . ............ .. . . . . . . . . . . . . . ----------------- - -- F gg 60) jjl, it All ....... ... A* All, 100 JAMS g w 21' 6, �o f'17 /e, kil J14 j �Ilel p JEW W- MI, F/77, &I -z AS R Cl) ma, i ,II,/Ey i :Y/ CID p CL oo -,4 E W, IjAA lul (D g A, / 1011 "", I I ,RIII RIII ", P, I? , "I/ �,, "s S'. ////n g, E 10 ON[ wi ig 211111110111 S, p, / 2 jp j - w z w w o z gof"rl/l, y' wA, a&"O4J O M ®llk pp vg� 404JAW/M 2 yo, %41111 So pv pq OPP P 0 Fol eseng ./F NO NOP 'I'MrMo W&P, sigI Mill. 0 Al rill t R /Al " NO Aw fA Adill A Ar/ f /,I/ ww/// MR, T 41 40 111111111111 A & A /airy, val A v I Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Part IV. Recommendations and Conclusions Analyses have been conducted under existing and future conditions to determine the impact from the proposed data center development on the study area intersections. The capacity analysis results indicate that the increase in project site -generated traffic has little effect upon the operations of the area roadway network with the recommendations contained herein: • A dedicated right -turn lane would be installed on IL Rte 62 (westbound) at the proposed site access driveway. • The painted medians along Linneman Road and IL Rte 62 will be restriped to provide a separate left turn lane (Linneman Rd) and a Two -Way Left Turn Lane (TWLTL) on IL Rte 62. • Stop signs will be installed for exiting traffic at both site access driveways. • The IL Rte 62 access will provide a single wide inbound lane and two outbound lanes, striped for separate right and left turn lanes. • The Linneman Rd access will provide a single inbound lane and a single outbound lane. Part V. Technical Addendum The following Appendices were previously referenced. They provide technical support for our observations, findings and recommendations discussed in the text. Appendices A. Photo Inventory B. 2021 Traffic Count Summaries C. Crash Summary Map D. CMAP Traffic Projections E. August 31, 2021 Preliminary PUD Site Plan F. ITE Trip Generation Excerpts G. Capacity Analysis Worksheets 5253.100 Mt Prospect Tech Campus TIS 083121.docx Gewalt Hamilton Associates, Inc. 212 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois TECHNICAL ADDENDUM 213 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois APPENDICES A. Photo Inventory B. 2021 Traffic Count Summaries C. Crash Summary Map D. CMAP Traffic Projections E. August 31, 2021 Preliminary PUD Site Plan F. ITE Trip Generation Excerpts G. Capacity Analysis Worksheets 214 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois APPENDIX A Photo Inventory 215 N L O Q E O D O is N cc d cm a Y O O J co N c� _ Cr _ 0 a� a 0 N d cn _ Y O O J ti T N c� �l N Q � � x O > a CL _ CL — Q O O � s ca E as J O is t O N O O J �l N c� ca E w J C O cc t O w tm S O O J 0 N N c� cn L as CL E (D D c 0 O N O O J T N N c� ca E aD J cC Cr a O a� a cm a 0 is Q 3 cm 0 0 J c� Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois APPENDIX B 2021 Traffic Count Data 223 ry a) N 3 [0 co CL) — QN O N Nco N O z ooz �Ur a) 0a) Ci U) fn d m m M `� � m co M O w m o M ro o rn o J M r r CO m o m �O } O N N M O V M M M T V M V M O �O r r OJ N W m r OJ M O OJ O) r� a � � m a 9 E �- � "m cN °J N O O N M W M m W t0 N r r V W O O m M m N M M6 M O _ o F 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ri m N N a Y 'ti'I n7 11 ~ O V O m M N V m V N of of r N of m M CO O O m [O N M of V O m N M" V N t9 O m r O of N ry ON (O M N M O N M M M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O M O O N ^� W � . r . ID r f0 N (D r r N G L. O E� d � tD O O r m M O o� V N V N r N V J m I r ti� N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 O M m M m � O W c� O —�' N M V ;'� m V! N!� O- O W' M N I- q N a r/Oj O Q1 L N N M M O N O M O l2 N N N l0 IN l0 V(O M V m N r Mr m NN M -N O m N r N J M V N W M M M N G O iIJ T O i0 O N T W O L2 O O a O �N O N T T (O t0 CO CO O r r r r O of of W W O m M M M M O V V V V O &i v) v1 O p~ \ 1 224 K Appendix B 225 O ry Cf a�; L d 9 O li OfVoO O Q�O� M Q 0Ln¢oi� Appendix B r C 7 7D0 c o C6 co — N N i N E �� CW NN O Eo oQ m IL = O CD �co NW 3 = 00 i m C7 o v C n CO a�; L d 9 O li OfVoO O Q�O� M Q 0Ln¢oi� Appendix B 226 (0 O Q N a m 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 O O ❑ N w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O Q g O O O N O ~ O Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 D O O O a 9 O o tY s w o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 6 0 0 0 � O � Z m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I J Fo D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m Q y Y 1'.t a O i s O O h V N N 1� O M N r V W MN r O V O O <i! O M O r O O> V q O O m W ... � N V (O (O N O O N O O N W y V ON QI ON D) d r J O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'I cl 0 O O <<< m'E o o 7Em o Y o 2 o `� `� `c w P ~ O Vl O �(] >• O N O i0 T T W 00 O fit] IS T ' O In O O O@ O.. oo O O o 226 Appendix B 227 N m QN O N N N � Cl Z onz �Ur o o.aj� U ccl) a - �o� o QOM M Q o Lo (D M� O) (� W Ol N� r W N O O N N W � OJ (O O W N N (D N V IO r r N pl O M i M M N N N M O N a a 9 W OJ O r [D V O O Np Lq NN N W N N N^ m IO N O M W ci7 _ o F 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 N O O N O O O @ -O M O N W M M I� N M M M M IA M O O OJ W M M O O M O CO cQ W M Iq O N J(D h O] V m M M (R V N W V O M O IO I N In r I2 1 (2 ' O I2 O O Il T W T I2 a M � O J o (O cp (O (O O O m M M M M O V V V V O IA I!) In N O p~ \ S U' Q 5 228 I: Appendix B 229 Co2C O E o M 5 C " Q JLo¢O Appendix B E 7p O O i E N -M E O o0 0 LL 2 U CL o mco Nrn 3 = co i m C7 o v 2 n > CO Co2C O E o M 5 C " Q JLo¢O Appendix B 230 c0 O Ncq N r Q Q N a � a m � � � r J � z L r (fl M W N W. W W. V r r W O O M W W O N M N 111 W In N N N W N N N In d) r N N N 0 V W M W M ^ M 6l N M W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O Q O O O N O ~ Q y N M O N V T N N V 07 N N W V N (O O m r N a a o U 3S m ¢ O O O le O 11 O 11 N M O m N O CD Ol O O N M N O O O N N N O N O V M N W M (D M W M W V M N N W r O W c6J W I r W M Fo D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m O oR u�� W O Q N N a m E Qi W M O W N N N W m O W M V W M O M O W M O M M W m M N m M r V � - o r � �fJ m N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O o 0 0 0 0 0 I I I O O o 0 O 22 2 2 0 2 2 2 2 0 2 2 2 2 o Y 2 2 2 2 0 2 2 2 2 o 2 2 2 2 o ~ Q¢¢¢¢¢¢¢¢¢¢¢¢ 00 N O �[] M V >• z O N O O M V , 00 VJ M V T W O �(J O fit] O M V >• t 00 M V L O M 0 cC (O (fl O W O r r r r O W W W W O m m M M M O V V V o M N O d ~ J 2 S S 2 S S 2 7 Q Q 230 Appendix B 231 O N V Ol N N O V O D> O N N N r N N N N O N N N N [D N r tD N M LO O O O &O M N V O N O N V N (O r V t0 M O� OJ N M N N� ��� N� M V N V M N M N WN N M W N N N Appendix B � M � O dNO -N N a a' o O 9 _O .- ¢ W O O O O M N O) O W N V r O N V Ol N m m N N O M M M r O M N r 0 (O r r W Ql N N V W O M N N M O N OJ N V N V M M V M N M O N <p (h O F M V V V N N N p� V N 6J Ci m _ o F O O O 0 0 0 0 0 0 0 O 0 0 0 O O O O O O O O O O M O O M O 0 0 ¢ N r N M N V N W fD M V N V N V r M t0 V N V r N M N M N O N r J O Z � O N O M 0 0 0 M ry r N V M N N N O N M O N O N N N N r M N N M r N m y... E C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 E \ M r r c2 M o2 r O rn r ro m N n N N G C @ L s o a O `- O � N N—— N M r V V N r N N (O r N N ID OJ OJ N O R M W N N - (O —— (O N O a O N 0 0 0 0 0 0 V O O O O O N O M n 0 0 V O m V (O m r M N O V O V V V M M V O N O 1 O r O M O V OJ V r N J N N V V N N F 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O N O N W M a -6 O O co io o ti o O p N '6nO @ 6J] o d @ g X' 232 10 Appendix B 233 r C M V 7D 0 O . O N t9 — N N N.0 M..r N N ID O N w E O N �� =W °� > NN O Eo o2:Q (0 LL (n p V �co N� 3 = 00 i m C7 o v M N C n O W > CO O mcaa O (° 0 I L) CO .CO2 O 600 M n Q Lo co iD Appendix B O H O N M V (O C9 . O N t9 N N N O M..r N N ID O M c0 0 W O N N N N N- W M � N r N � O N N N O N O r M M N N M O W V W O W . O N O (O c0 F M O O N V r co m m (O O V M r OJ (O V N m O OJ O W M T r M cp M Q O m W O N O V N M M N O V N N !p N M T N m N N N M m M Q a O 9 O N O V V 0 0 0 0 O O O M Q W L N M O m W O N O V N M M V N N O N V V V N V (D N V N M N W N V (o N M O N M pj 6] N N N [7 6l O N O Q a 'o O O r mM r N ¢ o Z N N M N J 0 0 0 N M N O V O O O O N O V O O O rj V O Iq � W N Uj O Fo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m H O V N N r (D M r N V OJ 6l V O (O T r M V V of W V N M V M O N 0 2 M O M N M N (O r N O c0 M N (O fD oo (p F r Nt0 N V N m Q y N a D o i 4 O V N (D N O N N M O N m O rn N v M o N N (O m r r (O CO a W s N cn [D O2 rn a rn o v, co ^ �n p m � (O N 00J V N pNj V W Q r q � cc! r r M r cp 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 0 0 0 0 0 0 0 0 ~ ¢¢ Q¢ O N O N O M V T t ¢¢¢¢¢¢¢¢¢ 00 N O N M V T O N N O M V TW a a a d 00 N N M V T t a d M a a O N O N O M V T a a a a O M V p O (O (fl O O O r r r r O o� c0 0� o� o m M M M M O V V V V O N N N N o S S 2 S S S (7 Q o Q 11 234 12 Appendix B 235 Appendix B 13 236 O O N O W 2 O t2 O M r r W t0 r r W m r n W N M M r M W Q H m N N N [� a m C .- a N O � O) M N r I� N W W o r� O W W (D � . r M W M W O W W N m r N W d) W N cD V N O C p N a o r _S Q N @ O Q W W W W O 47 W W O W �O O M N l0 W d) V (O N m N N O T T O W �O W M O OJ r 6J O o n C J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 o O o o o (6 L) CO Cn d F0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d@ W V �f1 r V V O t0 M M (D 07 2 W V M M M 47 M O �O V r (O O r (O �f1 l0 �fJ l0 r o OJ V M Ol N r 0 M OI r O r O W W N y W O ry W OJ W Qp H � , 1 'y """i ::Y :::) W , Y f:::, ::} � i N N 1 N r:::Y N 5l w•3 N n.';i N N M ,ir� N M M N 01 N a @ O m c+� W m m o Z E O 0 — N � i (Oi 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N O L C C^` o z.2 0 E o E 0 (o LL CL = O a --" N fn ti d N Cti O] r l0 � W N M N W (O N (O � W 47 a7 W W � O m coO `- _O � > � t0 W O O N N N N N r 12 M O2 M d) M O l0 4) 1� Ol fir, l0 O O N O W M N W i!J W W a7 W V W <O W O O N r M V M V M M m J ifl N N r N r N M V V 4 M M M N M N N W W D QYO 0 0 N O 0 N 0 ill 0 N{ 0 0 6> M 0 N r 0 M 0 W 0 N 0 N 0 0 0 r 0 (O 0 V N 0 r 0 V 0 r V 0 m 0 O M 0 <o 0 O 0 S 0 h M 0 V 0 V M 0 M N 0 M N 0 0. 0 N O m N V H ,o N a cq O Q7 L c a) /)C F V O O O O O O O O O O O O O O O O O O O O O O O . . N N N O M r a W fn ED G O d [6 UM @ CO �C m o m o E O Y 6 O 2 m o 2:5 m o m o o f w y 6O ccO F Q Q Q Q O Q Q Q Q 00 O Q Q Q Q 00 i0 O ` Q d d d d 00 �O O d d a d 00 N O d d d d 00 F In 7�G W c0 <O (O j r r r r 3 W W W W= m M M M M= 3 V V V V 3 In N= H c Q O = =p =p Q Q Lo O 13 236 14 Appendix B 237 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois APPENDIX C Crash Summary Map 238 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois APPENDIX D CMAP Traffic Projections 240 o 0 July 12, 2021 Daniel P. Brinkman, P.E., PTOE Assistant Director of Transportation Services Gewalt Hamilton Associates 625 Forest Edge Drive Vernon Hills, IL 60061 Appendix D 4 U Wesi Van Bu o u u Slreen, ns: de 49 Chicap, IL 62,'6017 Subject: Algonquin Rd & Busse Rd and Dempster Ave & Linneman Rd IDOT Dear Mr. Brinkman: 31' v inapr OkniAs gov In response to a request made on your behalf and dated July 7, 2021, we have developed year 2050 average daily traffic (ADT) projections for the subject location. ROAD SEGMENT Current ADT Year 2050 ADT Dempster St east of S Linneman Rd 13,600 16,100 Dempster St west of S Linneman Rd 7,700 9,100 S Linneman Rd south of Dempster St 2,500 2,960 E Algonquin Rd east of S Busse Rd 17,900 20,400 W Algonquin Rd west of S Busse Rd 29,600 33,800 S Busse Ave north of Algonquin Rd 16,800 19,200 S Busse Ave south of Algonquin Rd 28,700 32,800 Traffic projections are developed using existing ADT data provided in the request letter and the results from the June 2021 CMAP Travel Demand Analysis. The regional travel model uses CMAP 2050 socioeconomic projections and assumes the implementation of the ON TO 2050 Comprehensive Regional Plan for the Northeastern Illinois area. The provision of this data in support of your request does not constitute a CMAP endorsement of the proposed development or any subsequent developments. If you have any questions, please call me at (312) 386-8806. Sincerely, Jose Rodriguez, PTP, AICP Senior Planner, Research & Analysis cc: Rios (IDOT) 2021_CY TraffieForecast\MountProspect\ck-81-21\ck-81-21.docx 241 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois APPENDIX E August 31, 2021 Preliminary PUD Site Plan 242 x W � � I� IIF l n3. . _ U Q Y m V 2 F u O g 2 F° W J I1 W b b ��i W O, W h 4S y m \I pQp 3 0 2 Cqi °2 Y j d U W 33 333 3 oo1�Woo1�o Z'O a cca �W� no Y O O e O S O©©(Z) S S© ® S W z m¢ m 'Q o o b m On o_ O -- 4 vgdgd{ Qp�pW m c� 2222° 4 'Z' 2W V$ J w Fo�b22� �yb gg LuF� F U�W H S 2&;p ,SF'BS9M 2 222 l � � J 22 ^ 2 b BP O � y2, W ri ri N¢ hhhNmv So R ¢�2y2Y° g p�p _ - ���,1�y o Nhyo �C�ti IoW 2 P2y�J a a d n Z U�¢ as eg gm �g �c�c�i l¢� SU �^� gh a �� S d gglmn ZW wm¢¢�¢ x W � � I� IIF l n3. . _ ,08'444 M.4Z,bb. ON Q Y m V 2 F u O g 2 F° U� I1 W h 4S y m 'ZW 3 0 2 Cqi °2 Y j d U W 33 333 3 oo1�Woo1�o Z'O a cca i no J O O e O S O©©(Z) S S© ® S W z m¢ m 'Q o o b m On o_ O -- vgdgd{ Qp�pW m J 2 y 4 'Z' 2W V$ J w Fo�b22� �yb t. a, 7 7, x W � � I� IIF l n3. . _ ,08'444 M.4Z,bb. ON /`i Y m V 2 F u O g 2 F° U� I1 W h 4S y m 'ZW 3 0 2 Cqi °2 Y j d U W 33 333 3 oo1�Woo1�o Z'O a cca i no J O O e O S O©©(Z) S S© ® S G z m¢ m V= o b m On o_ O -- vgdgd{ Qp�pW m J 2 y 4 'Z' 2W V$ J w Fo�b22� �yb t. a, 7 7, LuF� F �,I '�6UC,fSe�i d 2&;p ,SF'BS9M 2 l � � �v/u[moNi a3t/rviF x W � 3 X ¢ IL yyJ /`i Y m V 2 F u O g 2 F° U� I1 W h 4S y m 'ZW 3 0 2 Cqi °2 Y j d U rP Z'O a cca i J O O e O S O©©(Z) S S© ® S G z N b m On o_ b m Z J 2 y Lu w b2�i 3 2 2 YS 2 g m �m�, WLu �(B S a GSSs09G(n0 L2 n _ - o a a d n Z U�¢ as � o a< J c 8 8 o r 7w e m o W x z mbl p m.. m.. m.. 8 R I q 4 a �d,�s�orv/ o�lrvr, - 11 ,99'48L1 3,L0,94.005 Q ung+w iwvwnT^auwr r T 1, ,, Z a J ~ Z W m ,B IL yyJ O J to W W O E I1 CRS 'ZW $ ra d w0W rP Z'O a cca i J G z 24' On Z J f W w e e f 143 � ,B 8l 901 9 r' �,ghN � 3p86 G 24' e e f 143 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois APPENDIX F ITE Trip Generation Excerpts 244 Appendix F - ITE Excerpts Data Center (160) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number ofStudies: 6 Avg. 1000 Sq. Ft. GFA: 267 Directional Distribution: 55% entering, 45% exiting venicie trip generation per -iuuu aq. ri. gra► Average Fete Flange of Rates Standard Deviation 0.11 0.03-0.22 0.06 Data Plot and Equation 20 0 6 ______z--------------------------.-----------_.----------_ s s d d / O d d Xd O / d A d r / X/ X X 0 100 200 300 400 500 X = 1000 Sq. Ft. GFA Study Site Fitted Curve - - - - Average Rate Fitted Curve Equation: T = 0.13(X) - 5.63 R2= 0.54 Trip Gen Manual, 10th Ed + Supplement • Institute of Transportation Engineers 1 245 Appendix F - ITE Excerpts Data Center (160) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number ofStudies: 5 Avg. 1000 Sq. Ft. GFA: 262 Directional Distribution: 0% entering, 70% exiting venicie trip generation per -iuuu aq. ri. gra► Average Fate Flange of Rates Standard Deviation 0.09 0.03-0.13 0.04 Data Plot and Equation Caution— Small Sample Size 60 50 40 U) c LU 2- HF- 30 20 10 0 7 .______________________w___________• -----------_.------------ 51 0 100 200 300 X = 1000 Sq. Ft. GFA Study Site Fitted Curve Fitted Curve Equation: T = 0.11(X) - 5.65 400 500 - - - - Average Rate R2= 0.77 Trip Gen Manual, 10th Ed + Supplement • Institute of Transportation Engineers 2 246 Appendix F - ITE Excerpts Data Center (160) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday Setting/Location: General Urban/Suburban Number ofStudies: 2 Avg. 1000 3q. Ft. GFA: 169 Directional Distribution: 50% entering, 50% exiting venicie trip generation per -iuuu aq. ri. gra► Average Fate Flange of Rates Standard Deviation 0.99 0.65-1.32 Data Plot and Equation 300 11111111111110113 00 50 Study Site Fitted Curve Equation: Not Given 100 X = 1000 Sq. Ft. GFA Caution — Small Sample Size X 0 150 200 - - - - Average Rate R2= **** Trip Gen Manual, 10th Ed + Supplement • Institute of Transportation Engineers 3 247 Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois APPENDIX G Capacity Analysis Worksheets 248 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0:250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period AM PHF 0.92 Urban Street DEMPSTER Analysis Year EXISTING 2021 Analysis Period 1> 7.00 "r. Intersecti"o"n" D"EMPSTE"R BUS"SE F"Ile" N"a"me" 2021" DE"M"P-B"U"S"AM.xuS Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" V welh/n 35" 132 9 113 132" 45 2"35" 75 3"1" 44"7 53" ( ) IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIII5���fl�������������������������� I I Signal Information � �"� . .:_o�1" Green 2.0 80.2 3Tr .2 3.7 9.8 0.0 0 'k, ' ' rh ��.�� I'lI OffsCyclet, s 120 0 Reference PoinReference t End__j Uncoordinated No Simult. G,111111111111111 40 -.10 4. ap E/W „ On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Iteh/h Fixed Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0.... .1 SG ! 4Gtion EB WB NB SB ment L T R L T R L T R L T R 36 132 9 113 132 45 235 76 31 447 53 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 6 7 3 20 20 7 6 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 342.0 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 105 0 175 0 125 205 0 Grade (Pg), % 0 0 *8.4 Speed Limit, mi/h 35 35 35 35 35 35Phase Information EBL EBT WBL WBT SBLMaximum Green (Gmax) or Phase Split, s 15. 26.4 25.2 36.0 19. Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.I'll5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 8 3 8 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 III= III= Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street wl"d""tn � lslana � �ur� o o No 0 o No 0 o No 0 o No width Ou�tsl""d""e � Blke Lane � shoulder fl 11 5.0 2 0 12 5.0 2 0 12 5 0 2.0 12 5 0 2 0 Pedestria"n" S"I" n"al"" Occu" led" Parkin P No 0".50" N"o 0.50 N"o 0" 50" N"c 0 50 Signal p 9 C:op,yrkjh +.)20d':!lW..hlshodr:k,IVd ofIIIII11aNd,,,AhIII'w',gh III h!,rrored, 11H;SI',,&motbidcrMm^rrrr"78,5 Gencrr,tec!,a/md'.V021 4:1?%59 1:1 1 249 HCS7 Signalized Intersection Results Summary General Information EB SBL Intersection Information Agency GHA 76.0 Duration, h 0.250 Analyst DB L Analysis Date Jul 20, 2021 Area Type Other rl l l n Ju sd ct o ID T O 5.0 TI P rl e e od AM PHF . 2 0 9 Urban Street DEMPSTER 6.0 Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection H'MPSTER BUSSE 4.4 6.8 FII. Na e 2021 pE P BUs XuS 2.7 Project Description CLOUD HQ I Dnhlf tion EB WB NB "IllA roach Movement L T R L T R L T R PP Demand V we'h/� 36 132 9 113 111 45 215 76 ( ), ���������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� ����������������������������������������������������������� ����������������l��������������������������������� IVIIIIIIIII on ' ' C����������������l�������������������������������������������������������� ��������������������11,1������������������������������������������������������ ���������������������������������������������� ����������� ������������������������������������������� ������������������������������������� ycle Isnformat1,,,20.0 Reference Phase 2 k, ' d .° Ir 3.2 3.7 9 8 0.0 ° Offset, s 0 Reference Point En Green 2.0 80. Uncoordinated No Simult. Gap E/W On Yellow 3.0 4.5 3.0 3 0 4 5 0.0 Force Mode Fixed Simult. Ga N/S On Red 0.0 15 00 00 15 00 Gap x M""M"Mr AsC.................................. ......................................................................................................................................................................................................................................................................................................... ............................................. Phase Duration, sChange Period, ( Y+R �), sMax Allow Headway ( MAH), sQueue Clearance Time ( g s ), sGreen Extension Time ( g e ), sPhase Call ProbabilityMax Out Probability INININIM UNIONS=Movement Group Results"IllApproach MovementAssigned Movement"IlAdjusted Flow Rate ( v), veh/h"IlAdjusted Saturation Flow Rate ( s ), veh/h/InQueue Service Time ( gs ), sCycle Queue Clearance Time (g c), sGreen Ratio ( g/C )Capacity ( c ), veh/hVolume-to-Capacity Ratio (X)Back of Queue ( Q ), ft/In ( 95 th percentile)Back of Queue ( Q ), veh/In ( 95 th percentile)Queue Storage Ratio ( RQ ) ( 95 th percentile)Uniform Delay ( d i ), s/vehIncremental Delay ( d 2 ), s/vehInitial Queue Delay ( d 3 ), s/vehControl Delay ( d ), s/vehe (LOS)wy° s/veh / LOSlay, s/veh / LOSMultimodal ResultsPedestrian LOS Score � LOSBicycleLOSScore/LOs�`rm,p,!,�dgh " ME1 N W. nu�yrrsfty rid 111 IlIorhla,, AH III I'.0h I111:Re e m�°rr.°:� Appendix G SBL TR31 447 11 EB SBL SBT 7M.2 NB 76.0 16 SB L 1.04.06.2 R L T R 5.0 91.2 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.3 3.0 6.3 0.0 3.0 0.0 4.4 6.8 10.0 6.5 2.7 16 0.0 3.0 0.1 3.2 0.0 0.0 0.0 0 73 1 00 0 9$ 1 Oo 0.67 34 0 00 0 01 0 00 0Oo 0.00 1870 EB WB NB SB L T R L T R L T R L T R 7 4 14 3 8 18 2 12 1 6 16 39 77 76 123 143 49 255 83 34 276 268 1781 1870 1828 1816 1710 1572 1607 1359 1711 1811 1744 2.4 4.7 4.8 8.0 4.5 3.3 1.2 2.6 0.7 1.2 2.4 2.4 4.7 4.8 8.0 4.5 3.3 1.2 2.6 0.7 1.2 2.4 0.11 0.08 0.08 0.08 0.14 0.14 0.67 0.67 0.70 0.71 0.71 210 153 150 151 472 217 2148 908 800 1286 1238 0.186 0.502 0.510 0.816 0.304 0.225 0.119 0.091 0.042 0.215 0.216 49 102.6 100.5 178.5 91.6 60.1 19.7 39 11.2 22.5 36.1 1.9 4.0 4.0 0.7 1.3 0.4 0.9 1.4 0.47 0.00 0.00 1.02 0.00 0.48 0.00 0.27 0.05 0.00 0.00 48.7 52.7 52.8 54.1 46.5 46.0 2.2 7.0 5.5 1.0 1.9 0.2 0.9 1.0 4.0 0.1 0.2 0.1 0.2 0.0 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4"8" 9 53 7 53 ""8"" 5 2 46 7 4""6""" 2 2 3 7.2 5.5 1.3 2 3 D D D S D D A A A A A 527 D 511 ........................................................ 35 A 20 A 20.1 C EB WB NB SB 211 B 231 B 11'9 B 2 2.2 B 065 A 075 A 077 A 0.96V 9 . 6 A 2 250 HCS7 Signalized Intersection Intermediate Values General Information Agency GHA Analyst DB Jurisdiction IDOT Urban Street FFMPSTER Intersection DEMPSTER BUSSE Project Description CLOUD HQ tion WDhl APP roach Movement Analysis Date DemandV weh/n Other gnalInormaton „, „120.0 AM PHF C cles Analysis Year Reference Phas e Offset, s 0 Reference Point Uncoordinated No Simult. Gap E/W Force Mode Fixed Simult. G ao N/S Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Intersection Information EB WB NB L T R L T R L T R L ��I'l����I'll����I'l3�6�����I'll��,'ll��I ��I'l����I'll����1l��32���,'ll����IlI� ��I'l����I'll����I'll'll��9,',,��,',,����,',,����II ��I'l����I'll��1"��1��I3"��I'll����I� ��I'l����I'll���1ll"11I'll����IlI�� �������������������4�5������������������ 235 76 31 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiii�iiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiii iii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii �� 9 �8 0.0 02 -1 I .1-1 I k' ` �, �„ I , ,���������������������������������� *4b ' End Green 2.0 80.2 3 2 3J On w 3.0 4.5 3.0 3.0 4.5 0.0 K, "�." I "' Yello 111111111111111111111 On "IllRed 0.0 1.5 0.0 0.0 1.5 0.0 6 G Appendix G L Duration, h 0.250 Analysis Date Jul 20, 2021 Area Type Other Time Period AM PHF 0.92 Analysis Year EXISTING 2021 Analysis Penod 1 7.00 Fiie Name 202°1°°°°°D°E°M°P° BUS AM.xus 1.000 EB WB NB L T R L T R L T R L ��I'l����I'll����I'l3�6�����I'll��,'ll��I ��I'l����I'll����1l��32���,'ll����IlI� ��I'l����I'll����I'll'll��9,',,��,',,����,',,����II ��I'l����I'll��1"��1��I3"��I'll����I� ��I'l����I'll���1ll"11I'll����IlI�� �������������������4�5������������������ 235 76 31 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiii�iiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiii iii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii �� 9 �8 0.0 02 -1 I .1-1 I k' ` �, �„ I , ,���������������������������������� *4b ' End Green 2.0 80.2 3 2 3J On w 3.0 4.5 3.0 3.0 4.5 0.0 K, "�." I "' Yello 111111111111111111111 On "IllRed 0.0 1.5 0.0 0.0 1.5 0.0 6 G Appendix G L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.984 0.984 1.000 0.953 0.945 0.977 1.000 0.844 0.844 0.945 0.953 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 0.952 0.000 0.952 0.000 1.000 1.000 ° 0.0rotected 0.952 0.000 Multimodal 0.977 0.977 NB 0.000 0.847 0.000 0.847 1.557 0.000 1.557 0.963 0.963 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.157 0.000 1.000 0.000 0.076 1.000 0.065 Pedestrian Mcorner / Mc. 1.000 1.000 1.000 163 88 50 5 276 0 44 5s 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1781 3464 234 1816 3420 1572 0 3295 1359 1711 3179 375 0 03 0 08 0 08 0 08 0 14 0 14 0 00 0 89 l�������������§,��,��,��������������� 0.950.04 0.04 ii 0.04 0.04 0.04 0.04 0.50 0.0 0.04 ����������������������l�������������0.710.02 0.50 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Green Ratio (g/C) 0.11 0.08 0.08 0.14 0.67 0.70 0.71 Permitted Saturation Flow Rate (sp), veh/h/In 1245 0 0 0 876 1080 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 9.8 0.0 0.0 0.0 0.0 82.2 0.0 Permitted Service Time (gu), s9.8 0.0 0.0 0.0 0.0 79.0 0.0 Permitted Queue Service Time (gps), s 0.0 0.1 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 80.2 0.0 0.0 Queue Service Time Before Blockage (gfs), s °°°°° °°° "e" ° Pi°"o°°°i"o°°°°°° Right Saturation Flow 00 Protected RghtEffective Green Time R i 0.0 ° 0.0rotected Multimodal EB WB NB SB Pedestrian FW / Fv 1.557 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.157 0.000 0.152 0.000 0.076 0.000 0.065 Pedestrian Mcorner / Mc. Bic cleti �ti Y 163 88 50 5 276 0 44 5s 1336 50 6.60 1420 25 5 04 Bic cle F / FV Y 3.64 0.16 3.54 ...... 25 3 64 0.28 3154 0.48 C:c%yHgM +'1 20dV ;,N W..�Pn�"shod rsku'Vd' f III Il11aNd, ,, ,SAH 111 ug ht III"w �.��riN.gdd,�, d, 1 H� S I',, "���+,'mo�t 'hi' ����an "'.P ��,5 � »ew��wm�, tet! . e/` Od 1t� R,11h 4.'��� M0 1143V 3 251 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information l °1A""11''° Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction IDOT Time Period AM PHF 0.92 1° Urban StreetDEMPSTER Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection H'° PSTER BUSSE File Name 2021 DEMP BUS AM.xus .I Project Description CLOUD HO i � �; �y� 1.o I'"' Demand Information EB WB NB SB At L pproach Movement ( T R L T R L T R L T R Demand v veh/n 3s 132 9 113 111 45 235 70 11 447 53 )r Signal Information r" -z '�111111 .' ycle, s 120.0 Reference Phase 2 et, s 0 Reference Green 2.0 80. 3.2 8 0.0 C p UOncoordinated No Simult Ga PE/W On Yellow 3.0 4.5 3.0 3.0 Force Mode Fixed Simult. Gap N/S On Red0.0 1.5 0.0 0.0 1.5 0.0 ax a Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 49 102.6 100.5 178.5 91.6 60.1 19.7 39 11.2 22.5 36.1 Back of Queue (Q ), veh/In (95 th percentile) 1.9 4.0 4.0 6.8 3.5 2.3 0.7 1.3 0.4 0.9 1.4 Queue Storage Ratio (RQ) (95 t percentile) 0.47 0.00 0.00 1.02 0.00 0.48 0.00 0.27 0.05 0.00 0.00 C'o'ntrol Dela d s/veh Y( ) 48 9 53 7 53 8 5 2 46.7 46.2 2 3 7 2 5 5 13 2 3 LSI f ry� L e e o Service (LOS) D D D E D D A A A A A A roach Dela s/veh LO5 PP Y 52 7 ........... 1 3 5 A 2 0 A Intersection Delay, s/veh / LOS 20.1 C 1.4 1 0.4 2.3 1.3 5.5 1.9 48.9 4 0 53.7 4 0 53.8 46.2 2.3 46.7 3.5 58.2 � 6.8 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 w ' r,ltr III II1orkW,a ,, W WW III'I',u� hts IllRe s�;,, u°rivell. I WW ';1'4 -WWII 1 p 'Ild „ : Wr n 7 ,5 Gehl u�:itecl 7/2012021 W: W'u�:�Wd.W III'"N 252 'Wumutl W .;I n,m.''N W,uW°Idr u+ --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- �CN!uphwrmght) 20°mtlUn��iier:itmd'ofIIIlIII iwmala,uilkhlIRIightsIIReserved, 11WSI"'Street:s111ir,:�on"78.�5 11!lerierate& M0�I2021 1LMII1A)OIII„'N 5 253 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0:250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period AM PHF 0.92 UDEMPSTER A rban Street nalysis Year NO BUILD 2032 Analysis Period 1> 7.00 "r. Intersecti"o"n" D"EMPSTE"R BUS"SE F"Ile" N"a"me" 2032 N"B" DE"MP "B"U"S"AM" xuS Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" V weh/n 3$" 142 10 119 140" 4"5 240" $"0 32 40"$ 55" ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII IV I I Signal Information �"� . ... o'11 __j rwtl ' Green 2.1 79.1 3Tr .4 4.0 10.4 0.0 0 " ��.�� I'lI '',',''''I'll, 11 OffsCyclet, s 120 0 Reference PoinReference t End Uncoordinated No Simult. G,111111111111111 40 -.10 A" ap E/W „ On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Iteh/h Fixed Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0.... . I SG ! 4Gtion EB WB NB SB ment L T R L T R L T R L T R 38 142 10 119 140 48 246 80 32 468 55 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 6 7 3 20 20 7 6 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 342.0 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 105 0 175 0 125 205 0 Grade (Pg), % 0 0 *8.4 Speed Limit, mi/h 35 35 35 35 35 35Phase Information EBL EBT WBL WBT SBLMaximum Green (Gmax) or Phase Split, s 15. 26.4 25.2 36.0 19. Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.I'll5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 8 3 8 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 III= III= Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street wl"d""t"n" / I"Sla"n"a /" Cu"rn o o No 0 o No 0 o No 0 o No Width Outs"Iu"e"/"Blke"Lan"e"/"Sa"o"ul"aer ft" 1"2" 5"0 20" 12 5.0" 2"1 12 51)" 2".0 12" 50" 2"0 Pedestria"n" S"I" n"al"" Occu" 1ed" Parkin P No 0.50 No 0.50 No 0.50 No 0 50 Signal p 9 , Ah lll'W',umP, hW III m!,rw�o ed, I WW S r „�Ww+ of 'idcr �Wa n P 8,5 Gm�wmmwm�m tet! . 712(V2021 021 W.`"1 0 11113 n.,;:w'idrmaW P".."N W..Num'sryod:,q'lid III rnrmnn, 6 254 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0:250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period AM PHF 0.92 UDEMPSTER A rban Street nalysis Year NO BUILD 2032 Analysis Period 1> 7.00 "r. Intersecti"o"n" D"EMPSTE"R BUS"SE F"Ile" N"a"me" 2032 N"B" DE"MP "B"U"S"AM" xuS Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" V weh/n 3$" 142 10 119 140" 4"5 240" $"0 32 40"$ 55" ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII IV I I Signal Information �"� . ... o'11 __j rwtl ' Green 2.1 79.1 3Tr .4 4.0 10.4 0.0 0 " ��.�� I'lI '',',''''I'll, 11 OffsCyclet, s 120 0 Reference PoinReference t End Uncoordinated No Simult. G,111111111111111 44 -.10 A" ap E/W „ On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Force Mode Fixed Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0 .... . I SG ! 4G Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 2 1 6 Case Number 1.1 4.0 2.0 3.0 7.3 1.0 4.0 Phase Duration, s 6.4 16.4 13.4 23.4 85.1 5.1 90.2 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 3.0 6.3 3.0 6.3 0.0 3.0 0.0 Queue Clearance Time ( g s ), s 4.5 7.2 10.4 6.8 2.8 Green Extension Time (g e ), s 0.0 3.2 0.1 3.5 0.0 0.0 0.0 P'n'ase" call" Proba"bl"llt" 0.75 1.00 0199 1.Oo 0.69 Y Max Out Probability 0.00 0.01 0.00 0.00 0.00 ======MiM Movement Group Results EB WB NB SB ........ "IllApproach Movement L T R L T R L T R L ... .......T R Assigned Movement 7 4 ,����������������,,��������'ll""I'll""I'll",'ll""I'll""'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll'',,,'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll,��������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� 14 3 8 18 2 12 1 6 16 Ad.................. ....................................................... ........................................................... ........................................................... justed Flow Rate ( v), veh/h 41 83 82 129 ............ 152 "``�� .......... 52 .................. ......................................................... ............. 267 .............. .................. 87 35 "Il289 280 Adjusted Saturation Flow Rate ( s ), veh/h/In 1781 1870 1827 1816 1710 1572 1607 1359 1711 1811 1744 Queue Service Time ( g s ), s2.5 5.1 5.2 8.4 4.8 3.5 1.4 2.8 0.8 1.6 2.8 Cycle Queue Clearance Time (g �), s 2.5 5.1 5.2 8.4 4.8 3.5 1.4 2.8 0.8 1.6 2.8 Green Ratio ( g/C ) 0.11 0.09 0.09 0.09 0.15 0.15 0.66 0.66 0.69 0.70 0.70 Capacity ( c ), veh/h 217 162 158 157 496 11111111111111 228 2119 896 781 1271 1224 Volume-to-Capacity Ratio (X) 0.190 0.511 0.520 0.821 0.307 0.229 0.126 0.097 0.045 0.227 0.229 Back of Queue ( Q ), Win ( 95 th percentile) 51.4 110.3 107.9 187.7 96.4 63.6 22.9 42.6 12 27.8 42 Back of Queue ( Q ), veh/In ( 95 th percentile) 2.0 4.3 4.3 7.2 3.7 2.5 0.8 1.5 0.5 1.1 1.7 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.49 0.00 0.00 1.07 0.00 0.51 0.00 0.29 0.06 0.00 0.00 Uniform Delay ( d i ), s/veh 48.1 52.4 52.4 53.9 45.9 45.4 2.5 7.4 5.8 1.2 2.2 Incremental Delay ( d 2 ), s/veh 0.2 0.9 1.0 111111111111111 4.0 0.1 0.2 0.1 0.2 0.0 0.4 0.4 Initial Queue Delay (d s ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela" d" s/ve"a" 4s 3" 53" 3 53" 4 5" 0 40 0" 4"5 5" 2 7" 7" 7 5 8" 110 2" s Y( ) Level"'of"'s'e'rvi'ce LOs" D D D E D D A A A A A (LOS) A" roa"ca"Del"a" s/ve"a" /LOS 52".3 D" 50.5 D 3.9 A" .............. A pp Y Intersection Delay, s/veh / LOS 20.3 C Multimodal Results EB WB NB SB Pedestria"n LOS Score" Los 31 B 2 31 B 2 39 B 2122 B BI� �le jos Score Los o A 0 76 A o.78 A oas A Y wq,Wmu k W tl'd' N W.,NuW"dr`,gq+ itr III Illorkl,a, AR IIII'.ud° h II11::Re em�drr.d:�. IWW '5r, "�Wri w is "Id'a w� hni 7 !B,5 m��iw�rd�er� /2 tl,�1 �W'"W W.' .tl 0 III N#W 7 255 HCS7 Signalized Intersection Intermediate Values General Information Agency GHA Analyst DB Jurisdiction IDOT Urban Street FFMPSTER Intersection DEMPSTER BUSSE Project Description CLOUD HQ tion WDhl APP roach Movement Analysis Date DemandV weh/n Other Signal „Information „120.0 AM PHF C cle... s Analysis Year Reference Phas e Offset, s 0 Reference Point Uncoordinated No Si mult. Gap E/W Force Mode 11 Fixed 11 Simult. GaD N/S Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Intersection Information EB WB NB L T R L T R L T R 3s 142 10 119 140 48 246 80 ������������������������������ ��������5����fl�������������������������� ������������������������������������������������������� �� ����������������������� 1������������� ��������������������������������������������� ������������ ������������������������������������������� ������������������������������������� " -o 2 L -, k' ' i o End,, Greenll'I10.0 2.1 I'll79.1 3.4 4.0 10.4 0.0 On Yellow3.0 4.5 3.0 3 0 4 5 0.0 On Red 1.5 0.0 0.0 1.5 0.0 ax Appendix G SB L T W R 32 468 55 L Duration, h 0.250 Analysis Date Jul 20, 2021 Area Type Other Time Period AM PHF 0.92 Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Fiie Name 203100°N°B°°°D°E°MP BUS AM.xus 1.000 EB WB NB L T R L T R L T R 3s 142 10 119 140 48 246 80 ������������������������������ ��������5����fl�������������������������� ������������������������������������������������������� �� ����������������������� 1������������� ��������������������������������������������� ������������ ������������������������������������������� ������������������������������������� " -o 2 L -, k' ' i o End,, Greenll'I10.0 2.1 I'll79.1 3.4 4.0 10.4 0.0 On Yellow3.0 4.5 3.0 3 0 4 5 0.0 On Red 1.5 0.0 0.0 1.5 0.0 ax Appendix G SB L T W R 32 468 55 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.984 0.984 1.000 0.953 0.945 0.977 1.000 0.844 0.844 0.945 0.953 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 0.952 0.000 0.952 0.000 1.000 1.000 0.0 0.952 0.000 Multimodal 0.977 0.977 NB 0.000 0.847 0.000 0.847 1.557 0.000 1.557 0.963 0.963 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.157 0.000 1.000 0.000 0.078 1.000 0.067 Pedestrian Mcorner / Mc. 1.000 1.000 1.000 7311 SO o5 290 24 43 s5 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1781 3456 241 1816 3420 1572 0 32951359 1711 3182 373 0 03 0 09 6 09 0 09 0 15 0 15 0 00 0 88 0 66 0.02 0.94 0.70 0.04 0.04 ii 0.04 0.04 0.04 0.04 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Green Ratio (g/C) 0.11 0.09 0.09 0.15 0.66 0.69 0.70 Permitted Saturation Flow Rate (sp), veh/h/In 1235 0 0 0 856 1068 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 10.4 0.0 0.0 0.0 0.0 81.1 0.0 Permitted Service Time (gu), s10.4 0.0 0.0 0.0 0.0 77.8 0.0 Permitted Queue Service Time (gps), s 0.0 0.1 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 79.1 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturati°"o""n°°°Fi"o""w°°°°°°sR°°°°°°°°v""e""hnln° g ( ), 0 0 Protected Right Effective Green Time R s g (gR), 0.0 0.0 Multimodal EB WB NB SB Pedestrian FW / Fv 1.557 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.157 0.000 0.152 0.000 0.078 0.000 0.067 Pedestrian Mcorner / Mc. Bic cleti �ti Y 7311 SO o5 290 24 43 s5 3 8 s5 6.96 403 � 5 34 Bic cle F / FV Y 3.64 0.17 3."6"4 ...... 28 3 6""'4 0°.2s 3154 0.10 C:c%yHgM +'1 20dV ;,N W..�Pn�"shod rsku'Vd' of III Il1aNd, ,, ,SAH 111 ug ht III"w �.��riN.gdd,�, d, 1 H� S I',, "���+,'mo�t 'hi' ����an "'.P ��,5 � »ew��wm�, tet! . e/` Od 1t� R,11h :2" '� 0 1141PI 8 256 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information l °1A""I "' I° Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction IDOT Time Period AM PHF 0.92 1° Urban StreetAn DEMPSTER alysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection H'MPSTER BUSSE File Name 2032 NB DEMP BUS AM.xus .I Project Description CLOUD HQ i � �; �y� 1.o I'"' Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Deand V weh/n 38 142 10 119 140 48 240 80 32.................................... 40s 55 ( )r Signal Information r" -z '�111111 .' ycle, s 120.0 Reference Phase 2 et, s 0 Reference Green 2.1 79. 3.4 4.0 10.4 0.0 0 C p UOncoordinated No Simult Ga PE/W On Yellow 3.0 4.5 3.0 3.0 Force Mode Fixed Simult. Gap N/S On Red0.0 1.5 0.0 0.0 1.5 0.0 ax a Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 51.4 110.3 107.9 187.7 96.4 63.6 22.9 42.6 12 27.8 42 Back of Queue (Q ), veh/In (95 th percentile) 2.0 4.3 4.3 7.2 3.7 2.5 0.8 1.5 0.5 1.1 1.7 Queue Storage Ratio ( RQ) ( 95 t percentile) 0.49 0.00 0.00 1.07 0.00 0.51 0.00 0.29 0.06 0.00 0.00 Control Dela d s/ven Y ( )� 48.1 53.3 53.4 57.g 40 0 45.5 2 7 7 7 5 8 1 0 1.6 LVl f Service L e e o Se ce ( OS) D D D E D D A A A A A A roach Dela s/veh Los PP Y 513 D 5 D 3 9 A 2 3 A Intersection Delay, s/veh / LOS 20.3 C 2 0 48.3 4.3 0 53.3 4.3 0 53.4 45.5 2.5 46.0 3.7 57.9 � 7.2 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 n,m.''N w ' r,ltr III II1orkW,a ,, W WW III'I',u� hts IllRw. s�;,,u°rivell. I WW '; 19 tris e1 r 'lld�„u�: on 7 ,5 Gehl r:itecl 7/20120 "W W. " �V� Ill,p 257 'dumutl W .;I W,ud°dr u+ --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- N!:phwrmgvht0) 2021 Un�ier:itmd'ofIIIl llliwmala, uilkh lIRIights Reserved, 11WSI"' Streets 1111 r,:�on "78.�5 11!lerierate& M012021 L211l30III'M 10 258 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0:250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period AM PHF 0.92 UDEMPSTER A rban Street nalysis Year TOTAL 2032 Analysis Period 1> 7.00 "r. Intersecti"o"n" DEMPSTE"R BUS"SE F"Ile" N"a"me" 2032 TOT D"EM"P "BUS AM.xus Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dcma"nd" V weh/n 38" 148" 10 119 144" 54 252" $"0 3"9 474 55" ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII IV I I Signal Information �"� . Begin �� �. " I�.4� Green 2.3 79 4 3.4 4.0 9.9 0.0 Reference Phase 2 Offset, s 0 R. �' 'k, ' ' Cycle, s 120.0 e erence Point Be i Uncoordinated No Simult. Gap E/W On Yellow,111111111111111 40 -.10 "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""I'll",,,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,'ll""I'll'll""I'll""����� ����������'ll""I'll""I'll",'ll""I'll""I'll",ll,lI 3.0 4.5 3.0 3.0 4.5 ... 0 0 Iteh/h Float Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0.... .1 SG ! 4Gtion EB WB NB SB ment L T R L T R L T R L T R 38 148 10 119 144 54 252 80 39 474 55 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 6 7 3 20 20 7 6 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 342.0 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 105 0 175 0 125 205 0 Grade (Pg), % 0 0 *8.4 Speed Limit, mi/h 35 35 35 35 35 35Phase Information EBL EBT WBL WBT SBLMaximum Green (Gmax) or Phase Split, s 15. 26.4 25.2 36.0 19. Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.I'll5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 8 3 8 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 III= III= Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Wlat"a"/ I"Sla"n"a /"C"u"re 0" 0 N"o 0 0" No 1) 0" No 1)" 0" No Width Outs"Ia"e"/" Blke" Lan"e"/"Sa"o"ul"aer ft" 1"2" 5" 0 2 0" 12 5.0" 2" 1 12 5 1)" 2".0 12" 5 0" 2" 0 Pedestria"n" S"I" n"al"" Occu" led" Parkin P No 0".50" N"o 0.50 N"o 0" 50" N"c 0 50 Signal p 9 , Ah lll'W',umP, hW III m!,rw�o ed, I WW S r „�Ww+ of 'idcr �Wa n P 8,5 Gm�wmmwm�m tet! . 712(V2021 021 :2x•0'6 11113 n.,;:w'idrmaW P".."N W..Num'sryod:,q'lid III rnrmnn, 11 259 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0.250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period AM PHF 0.92 UDEMPSTER A rban Street nalysis Year TOTAL 2032 Analysis Period 1> 7.00 "r. Intersecti"o"n" DEMPSTE"R BUS"SE F"Ile" N"a"me" 2032 TOT D"EM"P "BUS AM.xus Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" V weh/a 38" 148" 10 119 144" 54 252" $"0 3"9 474 55" ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII IV I I Signal Information �"� . Begin �� �. " I�.4� Green 2.3 79 4 3.4 4.0 9.9 0.0 ,111111111111111 44 -.10 Reference Phase 2 '',',''''I'll, 11 Offset, s 0 R. �' 'k, ' ' Cycle, s 120.0 e erence Point Be i Uncoordinated No Simult. Gap E/W On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Force Mode Float Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0 .... . I SG ! 4G Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 2 1 6 Case Number 1.1 4.0 2.0 3.0 7.3 1.0 4.0 Phase Duration, s 6.4 15.9 13.4 22.9 85.4 5.3 90.7 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 3.0 6.3 3.0 6.3 0.0 3.0 0.0 Queue Clearance Time ( g s ), s 4.5 7.4 10.4 6.9 2.9 Green Extension Time (g e ), s 0.0 2.5 0.1 3.3 0.0 0.0 0.0 Phase" Call" Pro"pa"pl"llt" 0.7"5 1".00" 0".99" 1.00 0.76 Y Max Out Probability 0.00 0.20 0.00 0.02 0.00 ======MiM Movement Group Results EB WB NB SB ........ "IllApproach Movement L T R L T R L T R L ... .......T R Assigned Movement 7 4 ,����������������,,��������'ll""I'll""I'll",'ll""I'll""'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll'',,,'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll,��������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� 14 3 8 18 2 12 1 6 16 Ad .................. ....................................................... ........................................................... ........................................................... justed Flow Rate ( v), veh/h 41 86 86 129 ............ 157 "``�� ........... 59 .................. ......................................................... ............. 274 .............. .................. 87 42 "Il292 283 Adjusted Saturation Flow Rate ( s ), veh/h/In 1781 1870 1829 1816 1710 1572 1607 1359 1711 1811 1745 Queue Service Time ( g s ), s2.5 5.3 5.4 8.4 4.9 4.0 1.4 2.8 0.9 1.5 2.7 Cycle Queue Clearance Time (g �), s 2.5 5.3 5.4 8.4 4.9 4.0 1.4 2.8 0.9 1.5 2.7 Green Ratio ( g/C ) 0.11 0.08 0.08 0.09 0.14 0.14 0.66 0.66 0.70 0.71 0.71 Capacity ( c ), veh/h 212 155 151 157 482 111111111111 222 2126 899 783 1278 1231 Volume -to -Capacity Ratio (X) 0.195 0.557 0.566 0.821 0.324 0.265 0.129 0.097 0.054 0.228 0.230 Back of Queue ( Q ), Win ( 95 th percentile) 51.6 115.7 113.2 187.7 99.9 72.3 22.9 42.4 14.5 26.2 40.3 Back of Queue ( Q ), veh/In ( 95 th percentile) 2.0 4.6 4.5 7.2 3.8 2.8 0.8 1.5 0.5 1.0 1.6 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.49 0.00 0.00 1.07 0.00 0.58 0.00 0.29 0.07 0.00 0.00 Uniform Delay ( d i ), s/veh 48.5 52.9 53.0 53.9 46.4 46.0 2.5 7.3 5.7 1.1 2.1 Incremental Delay ( d 2 ), s/veh 0.2 1.2 1.2 11111111111111 4.0 0.1 0.2 0.1 0.2 0.0 0.4 0.4 Initial Queue Delay (d s ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela" d" s/ve"a" 4s 7" 54" 1" 54 5" 2 46 5 45 2" 211 " 7" � 5 7" 1.5 2" 5 Y( ) Level" of"Service LOs" D p p p p A A A A A (LOS) A" roa"ch"Del"a" s/veh Los S31 p 5. 3.8 A .............. 3 A pp Y Intersection Delay, s/veh / LOS 20.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score" Los 31 l3 2 31 l3 2 39 l3 2122 l3 BIS ale l_OS" Score LOs o A o 77 A o.79 A 1.0o A Y wq,Wmu k W tl'd' N W.,NuW"dr`,gq+ itr III Il1orkla, AR IIII'.ud° h II11::Re em�drr.d:�. IWW '5r, "�Wri w is "Id'a w� hni 7 !B,5 m��iw�rd�er� /2 tl,�1 �W'"W W.'!!():�R III N#W 12 260 HCS7 Signalized Intersection Intermediate Values Appendix G General Information Intersection Information °' m A �'-1°. Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other 4 Jurisdiction IDOT Time Period AM PHF 0.92 .,�'a °:r d Urban Street DEMPSTER Analysis Year TOTAL 2032 Analysis Period 1 7.00 Intersection DEMPSTER BUSSE Fie Name 2032 TOT DEMP BUS AM.Xus Project Description CL OUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand V weh/n 38 148 10 119 144 54 252 s0 39 474 55 ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIII III IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Signal Information r" � o .I.�" 7 I 'e'', Cycle, s 120.0 Reference Phase, 2 o, Green 2.3 .... 79.4 3.4.... 4.0.... -A , et, s 0 Reference U n„ 9 9 0.0 Offcoordinated No Simult Ga Point ,,,,,,Begin11111111111111 45" 0.0 Gap On Yellow 3.0 4.5 3.0 3.0 4.5 F 1 --**4 1 1 orce Mode Float Simult. Ga N/S On Red 0.0 1.5 0.0 0.0 1.5 0 0 ,����� 40 ax P mmmmmm Saturation Flow /Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (fHv9) 0.984 0.984 1.000 0.953 0.945 0.977 1.000 0.844 0.844 0.945 0.953 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 1.000 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 Left -Turn Adjustment Factor (fir) 0.952 0.000 0.952 0.000 1.000 1.000 0.952 0.000 Right -Turn Adjustment Factor (fRT) 0.978 0.978 0.000 0.847 0.000 0.847 0.963 0.963 Left -Turn Pedestrian Adjustment Factor (fipb) 1.000 1.000 1.000 1.000 Right -Turn Ped -Bike Adjustment Factor (fRpb) 1.000 1.000 00 0 1.000 W 1. ork Zone Adjustment Factor (f.Z) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DDI Factor (fDDI) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1781 3467 232 1816 3420 1572 0 3295 1359 1711 3187 369 Pro ort on of Ve'h"icl'es Arriving on G1een P 0103 0.08 0.0s 0 09 0 4 ... 4 0 00 0 88 0 66 0 02 0 94 0 P g () in°�renenta� Dea� Factory""kl 0""'.04 ii 0.04 ii 0.04 0.04 III 0.04 0.04 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Green Ratio (g/C) 0.11 0.08 0.09 0.14 0.66 0.70 0.71 Permitted Saturation Flow Rate (sp), veh/h/In 1230 0 0 0 851 1062 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 9.9 0.0 0.0 0.0 0.0 81.4 0.0 Permitted Service Time (gu), s9.9 0.0 0.0 0.0 0.0 78.0 0.0 Permitted Queue Service Time (gps), s 0.0 0.1 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 79.4 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow sR wehhln g ( ), 0 0 l rR Protected Right Effective Green Tlne(g)s 0.0 ° 0.0 Multimodal EB WB NB SB Pedestrian FW / Fv 1.557 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.157 0.000 0.152 0.000 0.077 0.000 0.066 Pedestrian Mcorner / Mc. Bio G1e cb db Y 155 38 50 49 2s114 44.27 1323.31 5.87 1411.14 5.20 Bin nleFFV Y 354 018 364 02s 334 030 364 051 C:egyrk1hh +'1 20;!1 W. n"shod rsku'Vd' of III Illarvm a„,SAH IR Ig ht III"w scrgded, 11HSS ", &mot 'hi'&Man "'.P 8,5 Gencmatec!. e/` Od 12R,11 4.2M61141PH 13 261 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information l °1A""11' I° Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction IDOT Time Period AM PHF 0.92 1° Urban StreetDEMPSTER Analysis Year TOTAL 2032 Analysis Period 1 7.00 Intersection H'MPSTER BUSSE Fie Name 2032 TOT DEMP BUS AM.xus .I Project Description CLOUD HO i � �; �y� 1.o I'"' Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Deand ( V )r weh/n 38 148 10 119 144 54 252 80 39 474 55 Signal Information r" -z '�1111 .' Gy �. ycle, s 120.0 Reference Phase ,,,,,Begin Green 2.3 79. 3.4 4.0 9.9 C Offset, s 0 Reference Point Bei Uncoordinated No Simult. Gap E/W On w 3.0 4 5 3.0 3.0 Yello Force Mode Float Simult. Ga N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0 sx P x Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 51.6 115.7 113.2 187.7 99.9 72.3 22.9 42.4 14.5 26.2 40.3 Back of Queue (Q ), veh/In (95 th percentile) 2.0 4.6 4.5 7.2 3.8 2.8 0.8 1.5 0.5 1.0 1.6 Queue Storage Ratio (RQ) (95 th percentile) 0.49 0.00 0.00 1.07 0.00 0.58 0.00 0.29 0.07 0.00 0.00 Control Dela d s/ven Y( ) 48.7 54.1 54 2 57 g 45.5 46.2 2 7 5 7 1.5 2.5 LVl f ry� L e e o Service (LOS) o 0 0 o o A A A A A A roach Dela s/ve11 Los PP Y 531 p 5 3 8 A 2 3 A Intersection Delay, s/veh / LOS 20.5 C 1.6 110,.5 2.5 1.5 5.7 2 0 48.7 4.6 0 54.1 4.5 0 54.2 46.2 2.8 46.5 3.8 57.9 � 7.2 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummgtlnW iP ° n,m .''N Uind°idr a ut+ r,ltr III II1orkW,a,, W WWIII'I',u� hts IllRw.scu°rivoil.11WW '; W II r 'lldor: on 7 8,5 Gehl r=tecl 7/2012021 18120106 III':,p 262 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- �CN!uphwrmght) 20°mtlUn��iier:itmd'ofIIIlIII iwmala,uilkhlIRIightsIIReserved, 11WSI"'Street:s111ir,:�on"78.� i erie.aite M0�I202 L2006III„'N 15 263 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0:250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period PM PHF 0.92 Urban Street DEMPSTER Analysis Year EXISTING 2021 Analysis Period 1> 7.00 "r. Intersecti"o"n" D"EMPSTE"R BUS"SE F"Ile" N"a"me" 2021 DE"M"P "B"U"S" P"M" xu"S" Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Demand V weh/n 94" 14 5"$ 1"42" 201 12"$" 52s" 1s1" 8"1" 397 72 1111111111 ��������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������l��������������������������������������������( ) IIIII III lIIVIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal Information �"� . ... o'11 __j rwtl ' Green 4.2 83.0 8Tr .5 1.5 11.8 0.0 0 " ��.�� I'lI '',',''''I'll, 11 OffsCyclet, s 130 0 Reference PoinReference t End Uncoordinated No Simult. G,111111111111111 40 -.10 A" ap E/W „ On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Iteh/h Fixed Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0.... . I SG ! 4Gtion EB WB NB SB ment L T R L T R L T R L T R 94 24 58 142 201 128 523 181 81 397 72 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 6 7 3 20 20 7 6 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 342.0 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 105 0 175 0 125 205 0 Grade (Pg), % 0 0 *6.7 Speed Limit, mi/h 35 35 35 35 35 35Phase Information EBL EBT WBL WBT SBLMaximum Green (Gmax) or Phase Split, s 15. 28.6 24.7 37.7 19. Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.I'll5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 8 3 8 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 III= III= Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street wl"d""tn � lslana � �ur� o o No 0 o No 0 o No 0 o No width Ou�tsl""d""e � Blke Lane � moulder fl 11 5.0 2 0 12 5.0 2 0 12 5 0 2.0 12 5 0 2 0 Pedestria"n" S"I" n"al"" Occu" led" Parkin P No 0".50" N"o 0.50 N"o 0" 50" N"c 0 50 Signal p 9 , Ah lll'W',UmP, hW III m!,rw�o ed, I WW S r „�Ww+ of 'hdcr �Wa n P 8,5 Gm�wmmwm�m tet! . 712112021 7%04� "".5 WSW n.,;:w'idrmaW P".."N W..Num'sryod:,q'lid III rnrmnn, 16 264 HCS7 Signalized Intersection Results Summary General Information WBL WBT NBL NBT SBL Intersection Information Agency GHA 8 2 Duration, h 0.250 Analyst DB 3.0 7.3 Analysis Date Jul 20, 2021 Area Type Other rl l l n Ju sd ct o ID T O 7.2 TI P rl e e od PM PHF . 2 0 9 Urban Street DEMPSTER 6.0 Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection DEMPSTER BUSSE 8.7 6.9 FII. Nae 2021 oEP BUS P.XuS 4.2 Project Description CLOUD HQ I l����������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� Dnhlf tion EB WB NB Aroach Movement R L T R L T R L T L PP Demand ( V weh/n 94 24 58 142 20 12s 523 181 81 ), ���������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� ����������������������������������������������������������� ��������� ��l��������������������������������� on �,P!�������� Cycle lsnformat1°30.0 Reference Phase 2 44 0 ��'"llI"'l""I'll"",,"I'Il1'"1ll"'lIl'"ll""I",'1lI1l'1"l,l1"'1l1Il,'"1l1l"1",I1,'1'l1ll,l"1"1"'"lIlI'"'lll"'"lIl,'"'lllIl,'�I�����"..I1.'. 1""II''lll 11"1. .1I1 ' 5 11 ��kI , 0`y UOncoordinated No Simult Gap E/W End'.l1.l."1.."1..I1.'.l1.l."1,1'1ll1"1"11 I"'l,l'",,"'II'llIl Green 4.2 83. 8.5 8 0.0 On Yellow 3.0 4.5 3.0 3.0 4.5 0.0 Force Mode Fixed Simult. Gao N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0 - (x I Timer Results "IlAssigned Phase "IIICase Number Phase Duration, s Change Period, ( Y+R � ), s Max Allow Headway ( MAH), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability 111111111101010111111= I Movement Group Results "IllApproach Movement Assigned Movement "IlAdjusted Flow Rate ( v), veh/h "IlAdjusted Saturation Flow Rate ( s ), veh/h/In Queue Service Time ( g s ), s "IIICycle Queue Clearance Time (g � ), s Green Ratio ( g/C ) "IIICapacity ( c ), veh/h Volume -to -Capacity Ratio (X) Back of Queue ( Q ), ft/In ( 95 th percentile) Back of Queue ( Q ), veh/In ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d i ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh "IIIControl Delay ( d ), s/veh Level of Service (LOS) "IllApproach Delay, s/veh � LOS Intersection Delay, s/veh / LOS Multimodal Results Pedestrian LOS Score � LOS B.i.�y �l.e...LOS Score�LO s........................................................................................................... �`rw�o;!I,�dgh " ` O!'m 11 W.Pn��or rsfty rlltr 111 IlIorhla, ,AH IIII'.0 h I111:Re emrW Appendix G EBL EBT WBL WBT NBL NBT SBL SBT 7 4 3 8 2 1 6 1.1 4.0 2.0 3.0 7.3 1.0 4.0 11.5 17.8 16.0 22.3 89.0 7.2 96.2 3.0 6.0 3.0 6.0 6.0 3.0 6.0 3.0 5.8 3.0 5.8 0.0 3.0 0.0 8.7 6.9 12.9 1 3.0 4.2 16 0.0 3.3 0.2 3.3 0.0 0.1 0.0 0 98 100 1 00 1 Oo 0 96 88 0.30 0°.01 0 00 0 01 0.00 1870 EB WB NB SB L T R L T R L T R L T R 7 414 3 8 18 2 12 1 6 16 102 26 63 154 218 139 568 197 88 260 249 1781 1870 1585 181611111111 171011111111 1572 1607 1359 1711 1811 1714 6.7 1.7 4.9 10.9 7.8 11.0 4.5 8.0 2.2 1.7 3.4 6.7 1.7 4.9 10.9 7.8 11.0 4.5 8.0 2.2 1.7 3.4 0.16 0.09 0.09 0.10 0.13 0.13 0.64 0.64 0.69 0.69 0.69 230 170 144 181 429 197 2053 8681111111111111 599 125711111111 1189 0.443 0.153 0.437 0.8520.509 0.705 0.277 0.227 0.147 0.207 0.210 136.7 36.3 89.2 234.9 158.7 202.1 70.3 126.8 36.5 30.9 52.2 5.4 1.4 3.6 9.0 6.0 7.9 2.4 4.41.4 1.2 2.1 1.30 0.00 0.00 1.34 0.00 1.62 0.00 0.87 0.18 0.00 0.00 49.2 54.5 55.9 57.6 53.1 54.5 3.8 9.9 6.9 1.6 3.2 0.5 0.2 0.8 5.1 0.3 1.7 0.3 0.6 0.0 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 X97 546 56.7 627 535 5Es8 42 10.5 7.0 1.9 3.6 D D E S D F A B A A A 527 I7 570 F 58 A 3.4 � A 22.1 C 11111111111 EB WB NB SB 232 B 231 "I'll, 240""' B 2 2. 3 B 0.65 A 0.91 A 1112 A 0. 8 9 A I K5I',, Strii w is 91d1a r: hn "w l3,5 Gemrde 7/2112021 ,w O,U!,.5 AM 17 265 HCS7 Signalized Intersection Intermediate Values General Information Agency GHA Analyst DB Jurisdiction IDOT Urban Street FFMPSTER Intersection DEMPSTER BUSSE Project Description CLOUD HQ Dhlf tion Duration, h APP roach Movement Analysis Date DemandV weh/n Other gnalInormaton „, „130.0 PM PHF C cles Analysis Year Reference Phas e Offset s 0 Reference Point Uncoordinated No SInult. Ga EDW p Force Mode Fixed Simult. Gap N/S Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Intersection Information 2 End.............................................. I IGreen 4.2 On Yellow 3.0 On Rea 3.0 NB L T R L 121 1 "s""1 °°°°°°°"I'll, ""1 Appendix G L Duration, h 0.250 Analysis Date Jul 20, 2021 Area Type Other Time Period PM PHF 0.92 Analysis Year EXISTING 2021 Analysis Penod 1 7.00 File Name 202°1°°°°D°E°M°P BUS PM.xus 1.000 2 End.............................................. I IGreen 4.2 On Yellow 3.0 On Rea 3.0 NB L T R L 121 1 "s""1 °°°°°°°"I'll, ""1 Appendix G L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.984 0.984 1.000 0.953 0.945 0.977 1.000 0.844 0.844 0.945 0.953 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 0.952 0.000 0.952 0.000 1.000 1.000 ° 0.0rotected 0.952 0.000 Multimodal 0.847 0.847 NB 0.000 0.847 0.000 0.847 1.557 0.000 1.557 0.947 0.947 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.160 0.000 1.000 0.000 0.086 1.000 0.072 Pedestrian Mcorner / Mc. 1.000 1.000 1.000 181 97 53 71 150 84 49 72 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1781 1870 1585 1816 3420 1572 0 3295 1359 1711 2988 538 0 07 0 09 0 09 0 10 0 13 0 13 0 00 0 85 0 64 0.03 0.93 0.69 0.04 0.04 ii 0.04 111111 0.05 111 0.04 0.04 H 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Green Ratio (g/C) 0.16 0.09 0.10 0.13 0.64 0.69 0.69 Permitted Saturation Flow Rate (sp), veh/h/In 1163 0 0 0 904 810 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 11.8 0.0 0.0 0.0 0.0 85.0 0.0 Permitted Service Time (gu), s6.6 0.0 0.0 0.0 0.0 78.5 0.0 Permitted Queue Service Time (gps), s 0.5 0.8 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 83.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s 'P"o°°°°°° °°°°° °°° "e ° i°"o°°° Right Saturation Flow 0o i R Protected RghtEffective GreenTime(g)s 0.0 ° 0.0rotected Multimodal EB WB NB SB Pedestrian FW / Fv 1.557 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.160 0.000 0.157 0.000 0.086 0.000 0.072 Pedestrian Mcorner / Mc. BIc cle cti / de Y 181 97 53 71 150 84 49 72 1277 35 8.49 1387 51 0 09 Bic cle F / FV Y 3 54 0.15 3.04 ...... 42 3 54 0.53 3 54 1111111111111 0 49 C:c%yHgM +'1 20dV;,N W..�Pn�"shod rsku'Vd' f III Il11aNd,,,,�AH III' ug ht III"w �.��riN.gdd,�,d, IHS SI',, "���+,'mo�t 'hi' ����an "'.P ��,5 �»ew��wm�,tec!. a/`,T,�L2R,11� 7%04� 'n5 AP" 18 266 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information EB Intersection Information d 4 AA' Agency GHA Duration, h 0.250 Approach Movement L T R L T R Analyst DB Analysis Date Jul 20, 2021 Area Type Other 136.7 Jurisdiction IDOT Time Period PM PHF 0.92 1° 126.8 36.5 30.9 52.2 Back of Queue ( Q ), veh/In ( 95 th percentile) 5.4 1.4 3.6 Urban StreetDEMPSTER 6.0 Analysis Year EXISTING 2021 Analysis Period 1 7.00 1.2 Intersection H'° PSTER BUSSE File Name 2021 DEMP BUS PM.xua 0.00 1.34 Project Description CLOUD HQ 0.00 0.87 0.18 0.00 0.00 Demand Information 49.7 EB 56.7 WB NB SB APP roach Movement 10 5 l T R L T R L T R L T R Demand v veh/a E 94 24 58 142 101 128 523 1s1 81 397 72 VIII gnal „Information C cle, s 130.0 Reference Phase 2 Offset, s 0 Reference PointEn� Green 14.2 83.0 8.5 1.5 11.8 0.0 Uncoordinated No Simult. Ga E/W On P Yellow 3.0 45 30 30 45 00 Force Mode Fixed Simult. Ga N/S On Red 0.0 15 00 00 15 00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue ( Q ), ft/In ( 95 th percentile) 136.7 36.3 89.2 234.9 158.7 202.1 70.3 126.8 36.5 30.9 52.2 Back of Queue ( Q ), veh/In ( 95 th percentile) 5.4 1.4 3.6 9.0 6.0 7.9 2.4 4.4 1.4 1.2 2.1 Queue Storage Ratio ( RQ) ( 95 th percentile) 1.30 0.00 0.00 1.34 0.00 1.62 0.00 0.87 0.18 0.00 0.00 C'o'ntrol Dela d s/veh Y ( )� 49.7 54.6 56.7 2 7 53 5 56.3 4 2 10 5 7.0 1.9 3.6 LVI f Service L e e o Se ce ( OS) D D E E D E A B A A A A roach Dela s/veh Los PP Y 517 D 57 0 E 5 8 A 3 4 A Intersection Delay, s/veh / LOS 22.1 C 2.1 1 1' 11.4 3.6 11.9 7.0 5.4 0 49.7 1.4 -0 54.6 3.6 ® 56.7 56.3 7.9 53.5 6 62.7 ; ii,,,,.� 9 42 10.5 2.4 4.4 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummghW iP ° n,m .''N Uind°idr a ut+ r,ltr III II1orkW,a,, W WWIII'I',u�' hts IllRw.scu°rivell.11WW '; W II W r 'Ildor: on 7 8,5 Gehl r=tecl 7/2112021 7:04'`I5,111'.W8 267 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- � N!' phwrmght ) 2021 Un' icier s ity of III:::: llliwmala, uilkh lIRIights Reserved, 11 WS I"' tweets 1111 r,:�on "7 8.�5 11!lerierate& M112021 7" Gll�W.'2 n,uA,M 20 268 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0:250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period PM PHF 0.92 UDEMPSTER A rban Street nalysis Year NO BUILD 2032 Analysis Period 1> 7.00 "r. Intersecti"o"n" D"EMPSTE"R BUS"SE F"Ile" N"a"me" 2032 N"B" DE"MP "B"U"S" P"M" xus Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" v veh/n 100" 255" 10 1"50 2"i"3" 135 570" 198" $"5" 410 75" ( )� VIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIII f lIII lIIVIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIII I1. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal Information 1", . 2 1 ' L .... �' 'k, e We- Green 4.6 76.3 8Tr .6 2.0 17.5 0.0 0 I'll I " ��.�� IlI '',',''''I'll, 11 OffsCyclet, s 130 0 Reference PoinReference t End__j Uncoordinated No Simult. G,111111111111111 40 -.10 A" ap E/W „ On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Iteh/h Fixed Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0.... . I SG ! 4Gtion EB WB NB SB ment L T R L T R L T R L T R 100 255 26 150 213 135 570 198 85 416 75 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 6 7 3 20 20 7 6 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 342.0 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 105 0 175 0 125 205 0 Grade (Pg), % 0 0 *6.7 Speed Limit, mi/h 35 35 35 35 35 35Phase Information EBL EBT WBL WBT SBLMaximum Green (Gmax) or Phase Split, s 15. 28.6 24.7 37.7mmmm 19. Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.I'll5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 8 3 8 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 III= III= Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street wl"d""tn � lslana � �ur� o o No 0 o No 0 o No 0 o No width Ou�tsl""d""e � Blke Lane � moulder fl 11 5.0 2 0 12 5.0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestria"n" S"I" n"al"" Occu" led" Parkin P No 0".50" N"o 0.50 N"o 0" 50" N"c 0 50 Signal p 9 , Ah lll'W',umP, hW III m!,rw�o ed, I WW S r „�Ww+ of 'idcr �Wa n P 8,5 Gm�wmmwm�m tet! . 712112021 7 05" 1 WSW n.,;:w'idrmaW P".."N W..Num'sryod:,q'lid III rnrmnn, 21 269 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0:250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period PM PHF 0.92 UDEMPSTER A rban Street nalysis Year NO BUILD 2032 Analysis Period 1> 7.00 "r. Intersecti"o"n" D"EMPSTE"R BUS"SE F"Ile" N"a"me" 2032 N"B" DE"MP "B"U"S" P"M" xus Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" v veh/n 100" 255" 10 1"50 2"i"3" 135 570" 198" $"5" 410 75" ( ), VIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIII f lIII lIIVIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIII I1. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal Information 1", . 2 1 ' L .... �' 'k, e We- Green 4.6 76.3 8Tr .6 2.0 17.5 0.0 0 I'll I " ��.�� IlI '',',''''I'll, 11 OffsCyclet, s 130 0 Reference PoinReference t End__j Uncoordinated No Simult. G,111111111111111 44 -.10 A" ap E/W „ On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Force Mode Fixed Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0 .... . I SG ! 4G Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 2 1 6 Case Number 1.1 4.0 2.0 3.0 7.3 1.0 4.0 Phase Duration, s 11.6 23.5 16.6 28.4 82.3 7.6 89.9 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 3.0 6.1 3.0 6.1 0.0 3.0 0.0 Queue Clearance Time ( g s ), s 8.8 12.3 13.5 13.1 4.7 Green Extension Time (g e ), s 0.0 5.2 0.2 5.6 0.0 0.1 0.0 P'n'ase" call" Pro"ba"bl"llt" 0.98 1.00 1.00 1.Oo 0.96 Y Max Out Probability 0.35 0.17 0.00 0.09 0.00 ======MiM Movement Group Results EB WB NB SB ........ "IllApproach Movement L T R L T R L T R L ... .......T R Assigned Movement 7 4 14 3 8 18 2 12 1 6 16 Adjusted Flow Rate ( v), veh/h 109 154,����������������,,��������'ll""I'll""I'll",'ll""I'll""'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll'',,,'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll,��������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� 151 163 232 147 620 215 92 273 261 "IlAdjusted Saturation Flow Rate ( s ), veh/h/In 1781 1870 1810 1816 1710 1572 1607 1359 1711 1811 1715 Queue Service Time ( g s ), s 6.8 10.1 10.3 11.5 7.8 11.1 7.3 10.1 2.7 3.4 5.0 Cycle Queue Clearance Time (g �), s 6.8 10.1 10.3 11.5 7.8 11.1 7.3 10.1 2.7 3.4 5.0 Green Ratio ( g/C ) 0.20 0.13 0.13 0.10 0.17 0.17 0.59 0.59 0.64 0.65 0.65 Capacity ( c ), veh/h 285 251 243 190 591 272 1886 797 526 1169 1107 Volume-to-Capacity Ratio (X) 0.381 0.613 0.622 0.858 0.392 0.540 0.329 0.270 0.176 0.233 0.236 Back of Queue ( Q ), Win ( 95 th percentile) 137.2 212.9 206.9 249.7 158.5 199.9 118.5 167.3 46.5 59.1 79.5 Back of Queue ( Q ), veh/In ( 95 th percentile) 5.4 8.4 8.3 9.5 6.0 7.8 4.1 5.8 1.8 2.3 3.2 Queue Storage Ratio (RQ) (95 th percentile) 1.31 0.00 0.00 1.43 0.00 1.60 0.00 1.15 0.23 0.00 0.00 Uniform Delay ( d i ), s/veh 44.3 53.1 53.1 57.2 47.7 111 49.1 6.6 13.2 9.4 3.4 5.3 Incremental Delay ( d 2 ), s/veh 0.3 0.9 1.0 7.7 0.2 0.6 0.5 0.8 0.1 0.5 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d" s/ve"a" 0" 54".0 54".1" 0".0 4"7.9" "0.7" 7 1 0 9 5" 3" 9" 5" 8 Y( ) Level" of Service LOs" D D D E D D A B A A A (LOS) "IlA roan s/veh Los 51 6 D 53.5 D8.9 5.5 A PpDelay, IrB trsection Delay, s/veh /LOS 25.3 C mmmmmmmm1mm timodal Results EB WB NB SB estria"n L'oS "sco're /" LO"S 11 B 2 31 B 2.41 B 2.14 B AA NONE= cleLOsScore / LOS 0 "A" 0" 93" A 1"8" A" 1" 0"0 A wq,Wmu k W tl'd' N W.,NuW"dr`,gq+ itr III II1orkla,, AR III I'.ud° h II11::Re e m�drr.d:.�. I WW ,'5 r, "�Wri w is "Id'a rshni 7 !B,5 m��iw�rd��r�7/2112021 ,":d'W °'tl W 22 270 HCS7 Signalized Intersection Intermediate Values General Information Agency GHA Analyst DB Jurisdiction IDOT Urban street DEMPSTER Intersection DEMPSTER BUSSE Project Description CLOUD HQ tion WDhl APP roach Movement Analysis Date DeandV weh/n Other gnalInormaton „, „130.0 PM PHF C cles Analysis Year Reference Phas e Offset, s 0 Reference Point Uncoordinated No Simult. Gap E/W Force Mode 11 Fixed 11 Simult. G ao N/S Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Intersection Information EB WB NB L T R L T R L T R 100 255 15 150 213 135 570 198 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiii�iiiiiii�iiiiiiiiiiiiiiiiiiiiiiiiiiiii iiii5����iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiii iii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii�" W zI 2 Z ...-, k' Tyr�w o ................................................................ mm End,, Green 4.6 76.3 8.6 2.0 17.5 0.0 On Yellow I'll3.0 4.5 3.0 3 0 4 5 0.0 % On Red 0.0 15 0.0 0.0 1.5 0.0 a Appendix G l5 SB T W R 8 415 75 L Duration, h 0.250 Analysis Date Jul 20, 2021 Area Type Other Time Period PM PHF 0.92 Analysis Year NO BUILD 2032 Analysis Period 1 7.00 File Name 203100°N°B°°°D°E°MP BUS PM.xus 1.000 EB WB NB L T R L T R L T R 100 255 15 150 213 135 570 198 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiii�iiiiiii�iiiiiiiiiiiiiiiiiiiiiiiiiiiii iiii5����iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiii iii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii�" W zI 2 Z ...-, k' Tyr�w o ................................................................ mm End,, Green 4.6 76.3 8.6 2.0 17.5 0.0 On Yellow I'll3.0 4.5 3.0 3 0 4 5 0.0 % On Red 0.0 15 0.0 0.0 1.5 0.0 a Appendix G l5 SB T W R 8 415 75 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.984 0.984 1.000 0.953 0.945 0.977 1.000 0.844 0.844 0.945 0.953 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 0.952 0.000 0.952 0.000 1.000 1.000 0°.0 0.952 0.000 Multimodal 0.967 0.967 NB 0.000 0.847 0.000 0.847 1.557 0.000 1.557 0.947 0.947 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.156 0.000 1.000 0.000 0.097 1.000 0.084 Pedestrian Mcorner / Mc. 1.000 1.000 1.000 15s 81 48 70 345 38 44 49 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1781 3342 338 1816 3420 1572 0 3295 1359 1711 2990 536 0 07 0 13 0 13 0 10 0 17 0 17 0 00 0 78 0 59 0.04 0.86 0.65 0.04 0.04 ii 0.04 0.08 0.04 0.04 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (tL) 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Green Ratio (g/C) 0.20 0.13 0.10 0.17 0.59 0.64 0.65 Permitted Saturation Flow Rate (sp), veh/h/In 1149 0 0 0 884 772 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 17.5 0.0 0.0 0.0 0.0 78.3 0.0 Permitted Service Time (gu), s12.6 0.0 0.0 0.0 0.0 68.9 0.0 Permitted Queue Service Time (gps), s 0.5 1.3 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 76.3 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow sR wehhln g ( ), 0 0 Protected Right Effective Green Time R s g (gR), 0.0 0°.0 Multimodal EB WB NB SB Pedestrian FW / Fv 1.557 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.156 0.000 0.152 0.000 0.097 0.000 0.084 Pedestrian Mcorner / Mc. BIc cle cti / de Y 15s 81 48 70 345 38 44 49 1173 45 11.10 1191 11 8 17 BIc cle F / FV Y 3 54 0 34 3 04 ...... 45 3.54 0.59 3 54 0 52 mmmmmmmm C:nW..a"iWrmaphW +.J` d'.4 ".' n W..Nua'sryod r.:. uG,Vd" of III anrmaWam, AH IllRum,.,p hts 1RescrvcA 11WW fir, Strnntar'hi'rrMm^,an "'.P 8.5 Genco ra!at iL MVDYIN a d" 5u 51 APA 23 271 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information EB Intersection Information d 4 AA' Agency GHA Duration, h 0.250 Approach Movement L T R L T R Analyst DB Analysis Date Jul 20, 2021 Area Type Other 137.2 Jurisdiction IDOT Time Period PM PHF 0.92 1° 167.3 46.5 59.1 79.5 Back of Queue (Q ), veh/In (95 th percentile) 5.4 8.4 8.3 Urban StreetAn DEMPSTER alysis Year NO BUILD 2032 Analysis Period 1 7.00 2.3 Intersection H'MPSTER BUSSE File Name 2032 NB DEMP BUS Pl l XUS 0.00 1.43 Project Description CLOUD HQ 0.00 1.15 0.23 0.00 0.00 Demand Information 4415 EB 54.1 WB NB SB APP roach Movement 1410 L T R L T R L T R L T R Demand v veh/h D 100 151 10 150 213 135 570 198 85 410 75 VIII Signagnal „Information r" l cle, s 130.0 Reference Phase 2 Offset, s 0 Reference Point Green 14.6 76.3 8.6 2.0 17.5 0.0 Uncoordinated No Simult. Gap E/W OnYellow 3.0 45 30 3045 0 Force Mode Fixed Simult. Ga N/S On Red 0.0 15 00 00 15 00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 137.2 212.9 206.9 249.7 158.5 199.9 118.5 167.3 46.5 59.1 79.5 Back of Queue (Q ), veh/In (95 th percentile) 5.4 8.4 8.3 9.5 6.0 7.8 4.1 5.8 1.8 2.3 3.2 Queue Storage Ratio (RQ) (95 t percentile) 1.31 0.00 0.00 1.43 0.00 1.60 0.00 1.15 0.23 0.00 0.00 Control Dela d s/veh Y ( )� 4415 54.0 54.1 54.9 47 9 4017 7 1 1410 9.5 3.9 5.8 LVl f Service L e e o Se ce ( OS) D D D E D D A B A A A A roach Dela s/veh Los PP Y 511 5 5 D 8 5 5 A Intersection Delay, s/veh / LOS 25.3 C 3.2 I 2 ■ .3 1.8 5.4 Q 44.6 8.4 0 54.0 8.3 0 54.1 49.7 7.8 47.9 6 64.9 � 9.5 7.1 14.0 4.1 5.8 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummgtlnW iP ° n,m .''N Und°idr a ut+ ' r,Itr III IIIA rklare,, WWW III'',ughts llRwsc°ivellI'lldbns� ren 7 8,5 Gehl r=utecl 7/2112021 7:055 51 ,u1'.W8 272 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- � N!' phwrmght ) 2021 Un' icier s ity of III:::: llliwmala, uilkh lIRIights Reserved, 11 WS I"' tweets 1111 r,:�on "7 8.� i erie .aite M11202 7" M!5I1 ,uAM 25 273 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0:250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period PM PHF 0.92 UDEMPSTER A rban Street nalysis Year TOTAL 2032 Analysis Period 1> 7.00 "r. Intersecti"o"n" D"EMPSTE"R BUS"SE F"Ile" N"a"me" 2032"TOT D"EM"P "BUS PM.xus Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" V weh/n 10l)" 258" 15 1"50 2" "9" 142" 577" 198" $" ' 419 75" ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIII f lIII lIIVIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIII I1. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal Information 1", . 2 1 ' L .... �' 'k, e We- Green 4.8 75.9 8Tr .6 2.0 17.7 0.0 0 I'll I " ��.�� IlI '',',''''I'll, 11 OffsCyclet, s 130 0 Reference PoinReference t End__j Uncoordinated No Simult. G,111111111111111 40 -.10 A" ap E/W „ On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Iteh/h Fixed Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0.... ?x 4x' % 28tion EB WB NB SB ment L T R L T R L T R L T R 100 258 26 150 219 142 577 198 88 419 75 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 6 7 3 20 20 7 6 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 342.0 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 105 0 175 0 125 205 0 Grade (Pg), % 0 0 *6.7 Speed Limit, mi/h 35 35 35 35 35 35Phase Information EBL EBT WBL WBT SBLMaximum Green (Gmax) or Phase Split, s 15.28.6 24.7 37.7mmmm 19. Yellow Change Interval (Y), s 3.0 4.5 3.0 4.5 3.0 4.I'll5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 8 3 8 3 15 Start-Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry No Yes No Yes Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Wlat"n"/ I"Sla"n"a /"C"u"rn 0" 0 N"o 0 0" No 1) 0" No 1)" 0" No Width Outs"Id"e"/" Blke" Lan"e"/"Sa"o"ul"aer ft" 1"2" 5" 0 2 0" 12 5.1)" 2" 1 12 5 1)" 2".0 12" 5 0" 2" 0 Pedestria"n" S"I" n"al"" Occu" led" Parkin P No 0".50" N"o 0.50 N"o 0" 50" N"c 0 50 Signal p 9 C: „a�lidrmap d +.d ll"d !21 Unhiid r: k" !VV" f III Il1oN daa, Ah III'Ughts IllR :�enaed. 11 H;S Iiiv, Sdr+eLts ihdbr Man "'.P 8.5 Gen ratecd, 712112021 a: "?kid AM 26 274 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information "" G �. " Y I I A enc G"H Y A Duration," „" 0.250" g µ "IllAnalyst DB Analysis Date Jul4 20, 2021 Area Type Other Jurisdiction IDOT Time Period PM PHF 0.92 UDEMPSTER A rban Street nalysis Year TOTAL 2032 Analysis Period 1> 7.00 "r. Intersecti"o"n" D"EMPSTE"R BUS"SE F"Ile" N"a"me" 2032"TOT D"EM"P "BUS PM.xus Project Description CLOUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" V weh/h 10l)" 258" 15 1"50 2" "9" 142" 577" 198" $" ' 419 75" ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIII f lIII lIIVIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIII I1. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal Information � 1", . I'll I 11 Green 4.8 75.9 8Tr .6 2.0 17.7 0.0 2 1 ' L .... �' 'k, e 11I .-f ''0 " 'i IlI '',',''''I'll, 11 OffsCyclet, s 130 0 Reference PoinReference t End__j Uncoordinated No Simult. G,111111111111111 44 -.10 A" ap E/W „ On Yellow 3.0 4.5 3.0 3.0 4.5 ... 0 0 Force Mode Fixed Simult. Gap N/S On Red 0.0 1.5 0.0 0.0 1.5 0.0 .... . I SG ! 4G Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 2 1 6 Case Number 1.1 4.0 2.0 3.0 7.3 1.0 4.0 Phase Duration, s 11.6 23.7 16.6 28.7 81.9 7.8 89.7 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 3.0 6.0 3.0 6.0 0.0 3.0 0.0 Queue Clearance Time ( g s ), s 8.7 12.4 13.5 13.7 4.8 Green Extension Time (g e ), s 0.0 5.3 0.2 5.7 0.0 0.1 0.0 Phase" Call" Pro"pa"pl"llt" 0.9"$ 1".00" 1.00" 1.00 0.9"7 Y Max Out Probability 0.34 0.18 0.00 0.10 0.00 ======MiM Movement Group Results EB WB NB SB ........ "IllApproach Movement L T R L T R L T R L ... .......T R Assigned Movement 7 4 14 3 8 18 2 12 1 6 16 Ad . ........... ....................................................... ........................................................... ........................................................... justed Flow Rate ( v), veh/h 109 156 153 163 238 ,����������������,,��������'ll""I'll""I'll",'ll""I'll""'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll'',,,'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll,��������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� `����-��� ...... 1 ... 54 ............. ......................................................... ............. 627 .............. ............. 21 ... 5 96 "Il274 263 Adjusted Saturation Flow Rate ( s ), veh/h/In 1781 1870 1810 1816 1710 1572 1607 1359 1711 1811 1715 Queue Service Time ( g s ), s 6.7 10.2 10.4 11.5 8.0 11.7 7.6 10.2 2.8 3.5 5.1 Cycle Queue Clearance Time (g �), s 6.7 10.2 10.4 11.5 8.0 11.7 7.6 10.2 2.8 3.5 5.1 Green Ratio ( g/C ) 0.20 0.14 0.14 0.10 0.17 0.17 0.58 0.58 0.64 0.64 0.64 Capacity ( c ), veh/h 284 254 246 190 596 274 1878 794 521 1166 1105 Volume -to -Capacity Ratio (X) 0.382 0.613 0.622 0.858 0.399 0.563 0.334 0.271 0.183 0.235 0.238 Back of Queue ( Q ), ft/In ( 95 th percentile) 137 214.4 208.5 249.7 162.9 208.5 122.1 168.4 48.5 60.4 80.8 Back of Queue ( Q ), veh/In ( 95 th percentile) 5.4 8.4 8.3 9.5 6.2 8.1 4.2 5.8 1.8 2.3 3.2 Queue Storage Ratio (RQ) (95 th percentile) 1.30 0.00 0.00 1.43 0.00 1.67 0.00 1.16 0.24 0.00 0.00 Uniform Delay ( d i ), s/veh 44.2 52.9 53.0 57.2 47.6 49.1 6.8 13.4 9.5 3.5 5.3 Incremental Delay ( d 2 ), s/veh 0.3 0.9 1.0 7.7 0.2 0.7 0.5 0.8 0.1 0.5 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela" d" s/ve"a" 4 5" 53" 8 54" 0" 2 4"7 8" " 1" 7 3" 1 2 9" 4" 0" 5" 8 Y( ) Level" of"Service LOS" U D" D" P D O A" E3 A" A" A" (LOS) "IllA roa"ch" Delay, s/ve"h" / LOS 51 4 U" 5 4" h 6. 1 " 5" 5 A Pp Intersection Delay, s/veh / LOS 25.5 C Multimodal Results EB WB NB SB Pedestria"n LOS score /" LO"S 31 Bmmm 2 31 B 2 41 B NONE= 2 24 B BI"c cl"e LOs"Score / LOS 0 8"3 A" 0" 95 A 1 1"8" A" 1" 0"1" A Y �`rm,�r!�,�dgh " O!'m 1 N W. nu� yr rsft� ritr III IlIorhla,, AH III,I'. gh Il11::Re em��rr.�:�. IK� '5r, Str w is "Id'a w� hni 7 i3."6 m� iwwr�� r�7/2112021 ," d� " M 27 275 HCS7 Signalized Intersection Intermediate Values General Information Agency GHA Analyst DB Ju ri i i n sdcto ID T O Urban Street DEMPSTER Intersection DEMPSTER BUSSE Project Description CLOUD HQ tion WDhl APP roach Movement L Den1andV weh/n R gnalInormaton „, „130.0 T C cles L Reference Phas e Offset, s 0 Reference Point Uncoordinated No Simult. Gap E/W Force Mode 11 Fixed 11 Simult. G ao N/S Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Analysis Date Jul 20, 2021 Intersection Information Durat11 ion, h 0.250 11 Area Type Other Time Period PM PHF 0.92 Analysis Year TOTAL 2032 Analysis Period 1 7.00 W File Name 2032 TOT DEMP-BUS PM. xus EB WB NB L T R L T R L T R 100 25s 26 110 219 142 577 198 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiii�iiiiiii�iiiiiiiiiiiiiiiiiiiiiiiiiiiii iiii5����iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii iiiiiiiiiii iii iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii�, W zI 2 Z ... � , Tyr�w o ................................................................ nn End,, Green 4.8 75.9 8.6 2.0 17.7 0.0 On Yellow I'll3.0 4.5 3.0 3 0 4 5 0.0 On Red 0.0 15 0.0 0.0 1.5 0.0 a Appendix G SB l T R 88 419 75 W L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.984 0.984 1.000 0.953 0.945 0.977 1.000 0.844 0.844 0.945 0.953 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 0.952 0.000 0.952 0.000 1.000 1.000 0°.0 0.952 0.000 Multimodal 0.968 0.968 NB 0.000 0.847 0.000 0.847 1.557 0.000 1.557 0.947 0.947 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.156 0.000 1.000 0.000 0.097 1.000 0.085 Pedestrian Mcorner / Mc. 1.000 1.000 1.000 271 83 4a 53 34s 59 44 32 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1781 3346 334 1816 3420 1572 0 3295 1359 1711 2994 532 0 07 0.14 0 14 0 10 0 17 0 17 0 00 0 78 0 58 0.04 0.86 0.64 0.04 0.04 ii 0.04 0.08 0.04 0.04 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 6.0 3.0 6.0 Green Ratio (g/C) 0.20 0.14 0.10 0.17 0.58 0.64 0.64 Permitted Saturation Flow Rate (sp), veh/h/In 1142 0 0 0 882 767 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 17.7 0.0 0.0 0.0 0.0 77.9 0.0 Permitted Service Time (gu), s12.6 0.0 0.0 0.0 0.0 68.4 0.0 Permitted Queue Service Time (gps), s 0.5 1.4 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 75.9 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow sR wehn�ln g ( ), 0 0 Protected Right Effective Green Time R s g (gR), 0.0 0°.0 Multimodal EB WB NB SB Pedestrian FW / Fv 1.557 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.156 0.000 0.152 0.000 0.097 0.000 0.085 Pedestrian Mcorner / Mc. BIc cle cti / de Y 271 83 4a 53 34s 59 44 32 1156 40 11.24 1288 10 8 24 BIc cle F / FV Y 3 54 014 3 54 ...... 45 3.54 0.59 3 54 0 52 C:c%yHgM +'1 20dV;,N W..�Pn�"shod rsku'Vd' f III Il11aNd,���„,SAH III' ug ht III"w �.��riN.gdd,�,d, IHS SI',, "���+,'mo�t 'pi"+Lr���m^mun "'.P ��,5 �»ew��wm�,tec!. a/`,T,�L2R,11� ?��0"'l 05 P" 28 276 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information EB Intersection Information d 4 AA' Agency GHA Duration, h 0.250 Approach Movement L T R L T R Analyst DB Analysis Date Jul 20, 2021 Area Type Other 137 Jurisdiction IDOT Time Period PM PHF 0.92 1° 168.4 48.5 60.4 80.8 Back of Queue (Q ), veh/In (95 th percentile) 5.4 8.4 8.3 Urban StreetDEMPSTER 6.2 Analysis Year TOTAL 2032 Analysis Period 1 7.00 2.3 Intersection H'MPSTER BUSSE Fie Name 2032 TOT DEMP BUS PM.xus 0.00 1.43 Project Description CLOUD HQ 0.00 1.16 0.24 0.00 0.00 Demand Information 44.5 EB 54.0 WB NB SB APP roach Movement 14 2 L T R L T R L T R L T R Demand v veh/h D 100 258 15 150 219 142 577 198 88 419 75 VIII Signagnal „Information r" l cle, s 130.0 Reference Phase 2 Offset, s 0 Reference Point Green 4.8 75.9 8.6 2.0 17.7 0.0 Uncoordinated No Simult. Gap E/W OnYellow 3.0 45 30 3045 0 Force Mode Fixed Simult. Ga N/S On Red 0.0 15 00 00 15 00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 137 214.4 208.5 249.7 162.9 208.5 122.1 168.4 48.5 60.4 80.8 Back of Queue (Q ), veh/In (95 th percentile) 5.4 8.4 8.3 9.5 6.2 8.1 4.2 5.8 1.8 2.3 3.2 Queue Storage Ratio (RQ) (95 t percentile) 1.30 0.00 0.00 1.43 0.00 1.67 0.00 1.16 0.24 0.00 0.00 Control Dela d s/veh Y ( )� 44.5 53.8 54.0 54.g 47 8 40.8 7 3 14 2 9.5 4.0 5.8 L V l f Service L e e o Se ce ( OS) U D D P D U A S A A A A roach Dela s/veh Los PP Y 5114 5 4 91 5 A Intersection Delay, s/veh / LOS 25.5 C 3.2 I 2 ■ .3 1.8 5.4 Q 44.5 8.4 0 53.8 8.3 0 54.0 49.8 8.1 47.8 6.2 64.9 � 9.5 7.3 14.2 4.2 5.8 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummgtlnW iP ° n,m .''N Und°idr a ut+ ' r,Itr III II1orkW,a ,, W WWIII'I',u�' htsIllRw. scu°rivell. I'lldbns� on 7 8,5 Gehl r=utecl 7/2112021 07 05,11U277 277 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- � N!' phwrmght ) 2021 Un' icier s ity of III:::: llliwmala, uilkh lIRIight s Reserved, erved, 11 WS I"' tweets 1111 r,: �on "7 8.�5 11!lerierate& M11202 7" OTA)5 uAM 30 278 HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information ' , "" G' . I°° 11111]Agency GHA Duration, h 0.250 "IllAnalyst u DB Analysis Date JulI 20, 2021 Area Type Other 4L Jurisdiction CCDOTH Time Period AM PHF 0.95 ,,. " � Urban Street DEMPSTER ST Analysis Year EXISTING 2021 Analysis Period 1> 7.00 . Intersection H'MPSTER LINNEM .. F,ie Marne 2021 DEMP LIN AM.xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R De�and V weh/h ( ) 11 217 11 14 108 20 II 2 II 27 19 51 5s i6....°°°°°°°° Signal Inf, on ormati_77, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII K IIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III u x �,, IuVIIIIIIIIIIIIIII � IIIIII IIIIIIIIIIIII IIIIII I IIIIIIIIIIIIIIIIIIIIIII ;.r I C cle s 4 9.3 R 2 1 �_Y"� *,b 4 Offset, s ��coordinated 0 Reference Point Bei Begin Green 0.4 0.1 .L 15.0 0.1 1.5 14.1 Un Yes S'mult. G Gap i a E/W On Yellow 3.0 0.0 4.5 3.0 0.0 4 5 »0 Force Mode Float Simult. Gap N/S On Red. 0.0. 0.0.. 1.5 0.0 I'll I'll 0.0 I'll I'll Ill,1.5 G ' ,. Traffic Information EB WB NB SB "IlApproach Movement L T R L T R L T R L T R Demand (v), veh/h 11 217 11 14208 26 2 27 19 51 58 80 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 15 10 15 2 30 10 8 6 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 "IlArrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 200 0 140 0 125 0 125 125 111111111111� 0 11111111111111 "I'll",0 125 Grade (Pg), % 0 0 0 Speed Limit, mi/h 40 40 40 40 40 40 ,111,111,11I 40 40 "I 40 40 40 40 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 15.0 55.0 15.0 35.0 15.0 35.0 Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 3 8 3 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min OffOff Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 23.0 0.0 iN Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 25 N111111111111111111111111 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 1�o 9.0 12 0 9.0 12 0 9.0 12 0 Street Width ISlana cur o o No 0 o No 0 o No 0 o No Width Outside � Bike Lane / Shoulder tt P 11 5 0 ilil0.50 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 1.0 Pedestrian Sl nal Occu led Parkin Signal p 9 No No 0150 No 0.50 No 0150 rived, J'" AHlll'W',Igh III m! riv, .,;:w'IdrmaW".."NW..Nnr'sryod:,n'Id'III rnmWrr, , 11H;SI',, & otb iidcr�Wm^.m'n P 8,5 �mmyw�mwratec!L 712(V2021 021 •,!M, I'M W,'� II:' 31 279 HCS7 Signalized Intersection Results Summary Appendix G General Information EB EB Intersection Information Agency GHA NB Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period AM PHF 0.95 Urban Street DEMPSTER ST Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection H'MPSTER LINNEM .. F,ie Name 2021 DEMP LtN AM.xus 14 Project Description IIICLOUD HQ Demand Information EB EB WB WB NB NB SB A"11111111111111111111 pproach Movement T L T R L T R L T R ''I'll'', '',',,'I'll ''I'l''''I'll""I'll'll"''I'll'"'I'll'','ll""I'll,�������������� L T ��� R Demand V weh/n ( ), 2 11 217 11 14 108 25 2 11 19 51 5s °°°°°°°°°°"s""'0 Information Signal Inf 120 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 15 IIIIIIIIIIIIIIIII K u IIIA IIIIIIIIIIIIII IIIIIIIIIIIIII III IuVIIIIIIIIIIIIIII x '- , � IIIIII IIIIIIIIIIIIII III lllullllllllll IIIIIIIIII i'��".a , 61 84 C cle s 9.3 R 2..--- 1722 -�' v- 2:'. � "'P Ld' � 1844 : � \ *4%1 Offset, s 0 Reference Point Bei Begin Green 0.4 0.1 15.0 0.1 1.5 14. 14 1.1 1.1 1.9 Uncoordin i Gap E/W���� ated Yes S'mult. G On Yello w 3.0 0.0 4.5 3.0 0.0 4 5 0.5 w 1.1 Force Mode Float Simultmmm�ftki. Ga N/S Gap On Red 0.0III, ���� 0.0 ���� 1.5 ���� 0.0 0.0 1 5 m ax < 0.32 Timer Results 380 EBL 524 EBT WBL 551 WBT NBL NBT SBL SBT Assigned Phase 0.031 5 0.228 2 1 0.221 6 3 8 7 4 Case Number 3.6 1.1... 36.2 4.0 1.1 36.8 4.0 1.1 3.0 1.1 3.0 Ph.. ase Duration, s 0.1 ......................................... 3.4 1.4 21.0 3.5 1.5 21.1 3.1 20.1 4.6 21.6 Change Period, ( Y+R � ), s 0.02 3.0 0.00 6.0 3.0 0.00 6.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 11.9 3.0 12.8 6.6 3.0 12.7 6.6 3.0 4.8 3.0 4.8 Queue Clearance Time ( g s ), s 0.0 2.2 0.1 4.6 2.3 0.1 4.5 2.1 2.6 3.1 3.9 Green Extension Time ( g e ), s 0.0 0.0 0.0 5.2 0.0 0.0 5.2 0.0 0.9 0.0 0.9 P'h'ase "Call Probabilit Y 11 °9 015 12 9 1 00 0.1s""' 12 "8""' 1.00 0.03 0.93 0 52 0.97 Max "o" ut P'ro'babilit v B o.00 B o°.o0 0 00 B 0 Oo 0 00 0 00 0 00 0 Oo Movement Group Results Approach Movement Assigned Movement Adjusted Flow Rate (v ), veh/h Adjusted Saturation Flow Rate (s ), veh/h/In Queue Service Time ( g s ), s Cycle Queue Clearance Time (g �), s Green Ratio ( g/C ) Capacity ( c ), veh/h Volume -to -Capacity Ratio (X) Back of Queue ( Q ), ft/In ( 95 th percentile) Back of Queue ( Q ), veh/In ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d i ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d s ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) Ap„p„roach Dewy° s/Veh "I0s Intersection Delay, s/veh / LOS Multimodal Results EB WB NB SB Pedestriah LOS Score Los o9 B 2 09 B 2 2 B 2 2 B Bio �Ie I oS score LOs o 7o A 0 70 A o.17 A o.82 A Y wW q, emu k W tl'd' N W.,NuW°dr `, gq+ iitr 111 IIlvn�mda, H IIII'.ud° h II11::Re em�drr.d:�. IWW ,'5r, Strii w is "Id'a rshnm 7 i3."6 m �iw�rd�er�7/2012021!LrW . W 'III N#W 32 280 EB WB NB SB L T R L T R L T R L T R 5 2 12 1 6 16 3 8 18 7 4 14 12 120 120 15 124 122 2 28 20 54 61 84 1598 1752 1722 1598 1870 1798 1386 1844 1431 1725 1969 1585 0.2 2.5 2.6 0.3 2.4 2.5 0.1 0.6 0.5 1.1 1.1 1.9 0.2 2.5 2.6 0.3 2.4 2.5 0.1 0.6 0.5 1.1 1.1 1.9 0.31 0.30 0.30 0.32 0.31 0.31 0.29 0.29 0.29 0.33 0.32 0.32 380 5331111� 524 422 11111111111 573111 551 416 528 410 572 625 503 0.031 0.226 0.228 0.035 0.217 0.221 0.005 0.054 0.049 0.094 0.098 0.167 3.6 39.4 36.2 4.6 37.9 36.8 0.8 9.1 6.3 15.3 17.5 24.8 0.1 1.5 1.4 0.21.5 1.5 0.0 0.3 0.2 0.6 0.7 1.0 0.02 0.00 0.00 0.03 0.00 0.00 0.01 0.00 0.05 0.12 0.00 0.20 11.9 12.8 12.8 11.7 12.7 12.7 12.5 12.7 12.7 11.4 11.8 12.1 0.0 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 °9 12.9 12 9 117 12."8""' 12 "8""' 12 5 12."8""' .7 12���J 11.5 11.9 12 2 B B B B B B B B B B B B 11°"s" B 12.7 B 12 7 B 11.9 B 12.5 B Multimodal Results EB WB NB SB Pedestriah LOS Score Los o9 B 2 09 B 2 2 B 2 2 B Bio �Ie I oS score LOs o 7o A 0 70 A o.17 A o.82 A Y wW q, emu k W tl'd' N W.,NuW°dr `, gq+ iitr 111 IIlvn�mda, H IIII'.ud° h II11::Re em�drr.d:�. IWW ,'5r, Strii w is "Id'a rshnm 7 i3."6 m �iw�rd�er�7/2012021!LrW . W 'III N#W 32 280 HCS7 Signalized Intersection Intermediate Values General Information R Intersection Information Agency GHA L Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period AM PHF 0.95 Urban Street DEMPSTER ST Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. F,ie Name 2021 DEMP LIN AM.Xus ..................................................... Green Project Description CLOUD HQ I Dnhl tion R L EB A roach Movement PP L T L T Demand V weh/h R 1.000 11.2....1...... 1.000 Signal Information 1.000 1.000 1.000 1.000 Cycle, s 49.3 Reference Phase 2 1.000 s,A, V Offset, s 0 Reference Point Begin ..................................................... Green 0.4 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 F r ISI o ce ode Float �m N S ult. Gao /S O n Red 3 0 Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (I Incremental Delav Factor (k) Appendix G WB NB SB R L T R L T R L T R 11 14 20s 2 2 11 19 51 58°"s""'o 0.0 1111.5 0 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.883 0.922 1.000 0.883 0.984 1.000 0.766 0.922 0.938 0.953 0.984 0.984 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 0 0.952 0.000 0.952 0.000 ° 0.0 0.952 0.000 Multimodal 0.983 0.983 NB 0.961 0.961 0.000 0.847 1.389 0.000 1.389 0.000 0.847 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.099 0.000 1.0000.953 0.000 0.101 0.000 0.098 Pedestrian Mcorner / Mc. 1.000 1.000 0.948 608 85 11 92 613 26 11.85 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1598 3307 167 1598 3265 403 1386 1844 1431 1725 1969 1585 0.01 0130 0 30I'mm 0 01 0 31 0 31 0 00 0 29 0.29 0.03 0.32 0.32 0.04 ii 0.04 ii 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C)0.31 0.30 0.32 0.31 0.29 0.29 0.33 0.32 Permitted Saturation Flow Rate (sp), veh/h/In 1017 0 1023 0 1044 0 1338 0 Shared Saturation Flow Rate (ssb), veh/h/In Permitted Effective Green Time (gp), s 15.0 0.0 15.0 0.0 14.1 0.0 14.7 0.0 Permitted Service Time (g,), s10.6 0.0 12.4 0.0 12.6 0.0 13.6 0.0 Permitted Queue Service Time (gps), s 0.1 0.0 0.0 0.0 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow sR wehn�ln g ( ), 0 0 lR Protected Right Effective Green Time ° 0.0 0.0 Multimodal EB WB NB SB Pedestrian FW / Fv 1.389 0.000 1.389 0.000 1.557 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.099 0.000 0.099 0.000 0.101 0.000 0.098 Pedestrian Mcorner / Mc. Bic 1ie �b / db Y 608 85 11 92 613 26 11.85 572.68 11.55 634.79 11.48 Bic cle F / FV Y 3.54 0.11 3.54 0 21 3 54 0 0s 3 54 0 33 C:c%yHgM +'1 20dV ;,N W..�Pn�"shod rsku'Vd' of III Il11aNd, ,, ,SAH 111 ug ht III"w �.��riN.gdd,�, d, 1 H� S I',, "���+,'mo�t 'hi"+Lr���m^mun "'.P ��,5 � »ew��wm�, tet! . e/` Od 12 11h �1!,E��.,1,'��� 1141PI 33 281 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information Agency GHA Duration, h 0.250 W Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period AM PHF 0.95 1° Urban StreetDEMPSTER ST Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. File Name 2021 DEMP LIN AM.Xus Project Description CLOUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( V we'h/n ) 11 217 11 14 20"s 26 II 2 II 27 19 51 Signal Information K IIIIIIIIIIIIII IIIIIIIIIIIIII III x uV IIIIIIIIIIIIII III u ,. Ccle s 9.3 R 2 Offset, s 0 Reference Point Bei n Green 0.4 0.1 15.0 0.1 1.5 14. 1� Uncoordin ated Yes i Gap E/W� S'mult. G On Yello w 3.0 0.0 4.5 3.0 0.0 4 5 �w � Force Mode Float Simult. Ga N/S Gap On Red 0.0 0.0 1.5 0.0 0.0 1 5 m� s Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 3.6 39.4 36.2 4.6 37.9 36.8 0.8 9.1 6.3 15.3 17.5 24.8 Back of Queue (Q ), veh/In (95 th percentile) 0.1 1.5 1.4 0.2 1.5 1.5 0.0 0.3 0.2 0.6 0.7 1.0 Queue Storage Ratio (RQ) (95 th percentile) 0.02 0.00 0.00 0.03 0.00 0.00 0.01 0.00 0.05 0.12 0.00 0.20 C'o'ntrol Delay d s/ven ( ) 119 11.9 12 9 11 12 8 12 8 12 5 12 8 12 7 115 119 112 L V I fService L e e o Se ce ( OS) B B B B B B B B B B B B A roach Dela s/vea /LOS PP Y 118 B 12 7 B 12 7 g 11 9 B Intersection Delay, s/veh / LOS 12.5 B 1 0.7 0.6 12.2 11.9 11.5 0.1 11.9 12.8 1.5 1.5 - 12.9 12.8 1.5 1.4 - 12.9 11.7 11§10- 0.2 12.5 12.8 12.7 1 0 0 n I T 0.2 0.3 L.r1s� r; L.r7s; I= CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u� htsIllRw. scu°rivoil.11 WW '; W I W r 'lldor: on 7 8,5 Gen r.'tecl 7/2012021 ,143 W III':,p 282 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up',��rko+) 20 !l Lllnfl°lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldlivMon 7 13. 5 Gencrated: 7/201M,l 111:1M 35 283 HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information ' , "" G'. ",° 11111]Agency GHA Duration, h 0.250 "IllAnalyst u DB Analysis Date JulI 20, 2021 Area Type Other 4L Jurisdiction CCDOTH Time Period AM PHF 0.95 ,,. " � Urban Street DEMPSTER ST Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 . Intersection DEMPSTER LINNEM .. F,ie Marne 203100°N°B°°°D°E°MP LIN AM.xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Demand v veh/h ( )� 12 130 12 15 220 27 IIII 2 30 21 54 01 85 Information Signal Inf K IIIIIIIIIIIIII IIIIIIIIIIIIII III 'u x � , uV , � IIIIIIIIIIIIII III I III (IIIIIIIIIIIIII l�;.r C cle s 4 9.5 R 2 1 �_yl'� *,b 4 Offset, s ��coordinated 0 Reference Point Bei Begin Green 0.5 0.1 .L 15.0 0.1 1.6 14.2 Un Yes S'mult. G Gap i a E/W On Yellow 3.0 0.0 4.5 3.0 0.0 4 5 »0 Force Mode Float Simult. Gap N/S On Red. 0.0. 0.0.. 1.5 0.0 I'll I'll 0.0 I'll I'll 1.5 G ' ,. Traffic Information EB WB NB SB "IlApproach Movement L T R L T R L T R L T R Demand (v), veh/h 12 230 12 15220 27 2 30 21 54 61 85 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (so), veh/h1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 15 10 15 2 30 10 8 6 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 "IlArrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Tu11111111111111 rn Bay Length, ft 200 0 140 0 125 0 125 125 0 111111111111� "I'll", 125 Grade (Pg), % 0 0 0 Speed Limit, mi/h 40 40 40 40 40 40 ,111,111,11I0,111,111,111,11I 40 40 40 40 40 40 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 15.0 55.0 15.0 35.0 15.0 35.0 Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 3 8 3 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min OffOff Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 23.0 0.0 iN Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 25 N111111111111111111111111 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 1�o 9.0 12 0 9.0 12 0 9.0 12 0 Street w�dtn Island surd 0 o No 0 o No 0 o No 0 o No Width Outside Bike Lane Shoulder ft ° 11 5 0 ililo.50 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 1.0 Pedestrian Si nal Occu led Parkin Signal p 9 No No 0.50 No o.50 Nc 0.50 J'" r�Wdlll'W',Igh III m!riv'ed, .,;:w'IdrmaW".."NW..Nnr'sryod:,n'Id'III rnmWrr, , 11H;SI',, &w otb iidcr�Wm^.m'n P 8,5 �mmyw�mwratec!L 712(V2021•, 15.W18 ll:' f 36 284 HCS7 Signalized Intersection Results Summary Appendix G General Information EB EB Intersection Information Agency GHA NB Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period AM PHF 0.95 Urban Street DEMPSTER ST Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection H'MPSTER LINNEM .. F,ie Name 2032 NB DEnnP LIN AM.xus 15 Project Description IIICLOUD HQ Demand Information EB EB WB WB NB NB SB Approach Movement T L T R L T R L T R L T R Demand V we'h/n ( ), 2 12 130 12 15 120 27 2 30 11 54 s""1 °°°°°°°°°°"s""'S ormation Signal Information 128 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 16 IIIIIIIIIIIIIIIII K 'u IIIA IIIIIIIIIIIIII IIIIIIIIIIIIII III1���������IIIII x ,-, � IIIIII IIIIIIIIIIIIII III lllulllllllllllll IIIIIIIIIIC i,��".a 57 64 AS cle s 9.5 R 2 1721 1598 1870 L 1386 1844 I � � \ � 1585 Offset, s 0 Reference Point Begin Bei Green 0.5 0.1 15.0 0.1 1.6 14.E 2� 1.1 '� 2.0 Uncoordin i Gap E/W���� ated Yes S'mult. G On Yellow w 3.0 0.0 4.5 3.0 0.0 4 5 0.6 �w 11 Force M"6J..J,Simult. Ga N/On Gap 0.31 Red 0.0 ���� 0.0 ���� 1.5 ���� 0.0 0.0 11 0.29 ax < 0.32 Timer Results 373 EBL 521 414111111111111 571 549 417 529 T SBL SBT Assigned Phase 0.034 5 0.243 7M77 0.230 0.235 0.060 7 4 Case Number 4 1.1 39 4.9 40.5 39.4 0.8 10.2 1.1 3.0Phase Duration, s 0.1 3.5 1.6 0.2 1.6 1.6 0.0 0.4 2 4.7 21.8 Change Period, (Y+R ), s 0.02 3.0 0.00 6.0 3.0 0.00 6.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 12.0 3.0 13.0 6.6 3.0 12.9 6.6 3.0 4.8 3.0 4.8 Queue Clearance Time ( g s ), s2.3 0.0 0.1 0.1 4.7 2.3 0.1 4.7 2.1 2.6 3.1 4.0 Green Extension Time ( g e ), s 0.0 0.0 0.0 5.6 0.0 0.0 5.6 0.0 1.0 0.0 1.0 Pn'ase °CaII Probap,t,t Y 110 0:15 131 o0 0 20 1302fi � .00 0.03 0.94 0.54 0.97 Max OutProbabilit v B 0.00 B 0.00 0.00 B O.Oo 0.00 0.00 0.00 O.Oo Movement Group Results Approach Movement Assigned Movement Adjusted Flow Rate (v ), veh/h Adjusted Saturation Flow Rate (s ), veh/h/In Queue Service Time ( g s ), s Cycle Queue Clearance Time (g � ), s Green Ratio ( g/C ) Capacity ( c ), veh/h Volume -to -Capacity Ratio (X) Back of Queue ( Q ), ft/In ( 95 th percentile) Back of Queue ( Q ), veh/In ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d i ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) Ap„p„roach Dewy° s/Veh "I0s Intersection Delay, s/veh / LOS Multimodal Results EB WB NBJ SB Pedestrian L'OS 'Sco're Los 2 O9 B 2 °0°9""' B 2 26 8 215 8 . I oS score LOs o 71 A 0 72 A 0.5s A o.83 A Bicycle wW q, emu k W tl'd' N W.,NuW°dr `, gq+ iitr 111 IIlvn�mda, H IIII'.ud° h II11::Re em�drr.d:�. IWW ,'5r, Strii w is id'a rshnm 7 i3."6 m �iw�rd�er� l tl,�1 �W'"W ",rW W 1113M 37 285 EB WB NB SB L T R L T R L T R L T R 5 2 12 1 6 16 3 8 18 7 4 14 13 128 127 16 131 129 2 32 22 57 64 89 1598 1752 1721 1598 1870 1799 1386 1844 1431 1725 1969 1585 0.3 2.7 2.7 0.3 2.6 2.7 0.1 0.6 0.6 1.1 1.1 2.0 0.3 2.7 2.7 0.3 2.6 2.7 0.1 0.6 0.6 1.1 1.1 2.0 0.31 0.30 0.30 0.31 0.31 0,1111111111�.31 0.29 0.29 0.29 0.33 0.32 0.32 373 531 521 414111111111111 571 549 417 529 411 573 1111111111 630 507 0.034 0.241 0.243 0.038 0.230 0.235 0.005 0.060 0.054 0.099 0.102 0.176 4 42.4 39 4.9 40.5 39.4 0.8 10.2 7 16.3 18.4 26.3 0.1 1.6 1.6 0.2 1.6 1.6 0.0 0.4 0.3 0.6 0.7 1.0 0.02 0.00 0.00 0.04 0.00 0.00 0.01 0.00 0.06 0.13 0.00 0.21 12.0 13.0 13.0 11.8 12.9 12.9 12.6 12.8 12.8 11.4 11.8 12.1 0.0 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 110 13.1 131 118 12.9 1302fi 12.8 .8 12���J 11.4 11.9 122 B B B B 1111111111 B B B B B B B B 130 B 12.9 8 128 8 11.9 B 12.7 B Multimodal Results EB WB NBJ SB Pedestrian L'OS 'Sco're Los 2 O9 B 2 °0°9""' B 2 26 8 215 8 . I oS score LOs o 71 A 0 72 A 0.5s A o.83 A Bicycle wW q, emu k W tl'd' N W.,NuW°dr `, gq+ iitr 111 IIlvn�mda, H IIII'.ud° h II11::Re em�drr.d:�. IWW ,'5r, Strii w is id'a rshnm 7 i3."6 m �iw�rd�er� l tl,�1 �W'"W ",rW W 1113M 37 285 HCS7 Signalized Intersection Intermediate Values General Information R Intersection Information Agency GHA L Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period AM PHF 0.95 Urban Street DEMPSTER ST Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. F,ie Name 2032 NB DEMP LIN AM.Xus ..................................................... Green Project Description CLOUD HQ I Dnhl tion R L EB A roach Movement PP L T L T Demand V weh/h R 1.000 12 230 Signal Information 1.000 1.000 1.000 1.000 Cycle, s 49.5 Reference Phase 2 1.000 s,A, V Offset, s 0 Reference Point Begin ..................................................... Green 0.5 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 F r ISI o ce ode Float �m N S ult. Gao /S O n Red 3 0 Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Appendix G WB NB SB R11,11,11,11,11, I L T R��������������������������,��������������������� T RL T R12 15 120 2730 11 54 61 °°°°°°°°°°"s""'S 0.0 1111.5 0 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.883 0.922 1.000 0.883 0.984 1.000 0.766 0.922 0.938 0.953 0.984 0.984 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillI WB 0.952 0.000 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliilillillillillillillillilliilillillillillillillillillilliillillillillillilI SB 0.952 0.000 1 189 0 D00liiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillilillillillillillillilillilI 1.389 0.952 0.000 0 000 1 557 0.982 0.982 0.000 0.100 0.000 0.962 0.962 0.102 0.000 0.847 0.000 0.847 1.000 1.000 1.000 0.954 1.000 1.000 0.948 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1598 3301 171 1598 3272 397 1386 1844 1431 1725 1969 1585 001 0.30 030 001 031 031 000 029 029 0.03 0.32 0.32 0.04 0.04 ii 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C)0.31 0.30 0.31 0.31 0.29 0.29 0.33 0.32 Permitted Saturation Flow Rate (sp), veh/h/In 1004 0 1009 0 1041 0 1334 0 Shared Saturation Flow Rate (ssb), veh/h/In Permitted Effective Green Time (gp), s 15.0 0.0 15.0 0.0 14.2 0.0 14.9 0.0 Permitted Service Time (g,), s10.5 0.0 12.3 0.0 12.8 0.0 13.7 0.0 Permitted Queue Service Time (gps), s 0.1 0.0 0.0 0.1 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Ri htSaturatonFlow(SR),wehn�In PRight i 0 0 I 1 R Protected RghtEffective Green Time 0.0 00rotected Multimodal EB iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillI WB iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillilillillillillillillillillillillilliillillillillillillilliillillilillillillillilillillillillillillillillillillilliillillillillillillilliillillilillillillillilillillillillillillillillillillilliilililI NB iiiiiiiiiiiiiiiiiiiiiillillillillillillilliilillillillillillillillilliilillillillillillillillillilliillillillillillilI SB iiiiiiiiiiiiiiiiiiiiiillillillillilliillillillillillillilliillillillillillilliI Pedestrian F,, � FV 1 189 0 D00liiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillilillillillillillillilillilI 1.389 0 000 1 557 0 000 1 557 0 000 Pedestrian Fs / 'Fdeia Y 0.000 0.100 0.000 0.099 0.000 0.102 0.000 0.098 Pedestrian Mcorner / Mcw BIc cIe cti dti °°°°°°"6"""°05:°92 Y Bic �le F FV 3.94 Y Copw , ma M� + 0d' ;`N W..Pnhiid rskq ';'V ,,iAH III' ug ht I" IIw m crivd,,mm„�. i�rIII mnm, 12.03 610.26 11.95 0. 22 3."'64 0.11 38 573.83 12.59 639.83 11.45 3.64 0.09 3.64 0.35 286 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information Agency GHA Duration, h 0.250 W Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period AM PHF 0.95 1° Urban StreetDEMPSTER ST Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. File Name 203100°N°BD°E°MP LIN AM.Xus Project Description CLOUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R e ( and V ) weh/h 12 130 12 15 220 27 II 2 II 30 21 54 01 85 Signal Inf Information K IIIIIIIIIIIIII IIIIIIIIIIIIII III `u x � 9 uV " IIIIIIIIIIIIIIIII u ,.a C cle s 9.5 R 2 Offset, s 0 Reference Point Bei n Green 0.5 0.1 15.0 0.1 1.6 14.E 2� Uncoordin ated Yes S'mult. G i Gap E/W� On Yello w 3.0 0.0 4.5 3.0 0.0 4 5 � Force Mode Float Simult. Ga N/S Gap On Red 0.0 0.0 1.5 0.0 0.0 1 5 m� s Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 4 42.4 39 4.9 40.5 39.4 0.8 10.2 7 16.3 18.4 26.3 Back of Queue (Q ), veh/In (95 th percentile) 0.1 1.6 1.6 0.2 1.6 1.6 0.0 0.4 0.3 0.6 0.7 1.0 Queue Storage Ratio (RQ) (95 th percentile) 0.02 0.00 0.00 0.04 0.00 0.00 0.01 0.00 0.06 0.13 0.00 0.21 Control Delay d s/ven ( ) 12 0 13.1 13 1 11 8 12 9 13.0 12 0 12 8 12 8 11 4 11.9 12.2 L V I f ServiceL e e o Se ce (LOS) B B B B B B B B B B B B A roach Dela s/vea Los PP Y 110 8 12 9 8 12 8 li 8 119 8 Intersection Delay, s/veh / LOS 12.7........................... I'll, "I'l""I'll""I'll'll""I'll""I'll","I B ............................. 1 0.7 0.6 12.2 11.9 11.4 0.1 12.0 13.0 1.6 1.6 - 13.1 12.9 1.6 1.6 - 13.1 11.8 ling- 0.2 12.6 12.8 12.8 1 0 0.3 0.4 L.r1s� r; L.r7s; I= CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u� htsIllRw. scu°rivoil.11 WW '; W I W r 'lldor: on 7 8,5 Gen r.'tecl 7/2012021 " 145. W 3 III':,p 287 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up�,��rkoit ��) 20!�!!l Llln��lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldli�ivMon 7 13. 5 Gen crated: 7/201M,l 1111M 40 288 HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information ' , "" G' . I°° 11111]Agency GHA Duration, h 0.250 "IllAnalyst u DB Analysis Date JulI 20, 2021 Area Type Other 4L Jurisdiction CCDOTH Time Period AM PHF 0.95 ,,. " � Urban Street DEMPSTER ST Analysis Year TOTAL 2032 Analysis Period 1> 7.00 ," . Intersection H'MPSTER LINNEM .. F,ie Marne 2032 TOT DEMP LIN°°°AM°.xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R D"e"" and V weh/h ( ) 12 230 25 32 220 27 II 12 333 35 54 64 85 Signal Inf Inform_77, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII K IIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III u x �,, IuVIIIIIIIIIIIIIII � IIIIII IIIIIIIIIIIIII III I IIIIIIIIIIIIIIIIII �;.r IIIIIIIIII A,ation C cle s 5 5.8 R 2we v- ��' �' "P ;I 1 � 4 Offset, s 0 Reference Point Begin Bei Green 0.5 0.7 �.� 15.0 0.5 1.3 19.7 Un coordinated Yes S'mult. G Gap i a E/W On Yellow 3.0 0.0 4.5 3.0 4 5 'IV' Force Mode Float Simult. Gap N/S On Red.. 0.0.... 0.0.... 1.5 0.0 I'lI0.0 0.0 1.5 , aY . Traffic Information EB WB NB SB "IlApproach Movement L T R L T R L T R L T R Demand (v), veh/h 12 230 25 32220 27 12 333 35 54 64 85 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 15 10 15 2 30 10 8 6 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00,111,11111I 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 200 0 140 0 11 125 0 125 125 0 11111111111111 125 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 40 40 40 40 40 40 40 40 40 40 40 40 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 15.0 55.0 15.0 35.0 15.0 35.0 Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 38 3 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 23.0 0.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway /Crosswalk Width /Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street wi°"d""'t°n"°i°°°Islam cur o o No 0 o No 0 o No 0 o No Width Outside � Bike Lane / Shoulaer tt P 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestrian SI nal Occu 1ed Parkin Signal p 9 No 0 50 No 0 50 No 0.50 No 0.50 .,; m H 11111::UmP h III m!, rv'ed, :w'IdrmaW".."NW..Nnr'sryod:,n'Id'III rnmWrr,, 11 H;S I',, &�+,'motb idcr oda n "'.P 8,5 Gencratec!L 712d',�/W 021 u.,, 16.58 I:' 41 289 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information ' , "" G''�. " 11111]Agency GHA Duration, h 0.250 "IllAnalyst u DB Analysis Date JulI 20, 2021 Area Type Other 4L Jurisdiction CCDOTH Time Period AM PHF 0.95 ,,. " � Urban Street DEMPSTER ST Analysis Year TOTAL 2032 Analysis Period 1> 7.00 ," . Intersection DEMPSTER LINNEM .. F1ie Name 2032 TOT DEMP LIN°°°AM°.xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R D"e"" and V weh/h ( ), 12 230 25 32 220 27 12 333 35 54 64 85 Signal Inf Inform_77, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII K IIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III u x �,, IuVIIIIIIIIIIIIIII � IIIIII IIIIIIIIIIIIII III I IIIIIIIIIIIIIIIIII �;.a IIIIIIIIII A,ation C cle s 5 5.8 R 2we v- ��' �' "P ;I 1 � 4 Offset, s 0 Reference Point Bei Begin Green 0.5 0.7 �.� 15.0 0.5 1.3 19.7 Un coordinated Yes S'mult. G Gap i a E/W On Yellow 3.0 0.0 4.5 3.0 4 5 'IV' Force Mode Float Simult. Gap N/S On Red.. 0.0.... 0.0.... 1.5 0.0 I'lI0.0 0.0 1.5 , aY . Timer Results EBL EBT WBL WBT NBL NBT SBL SBT "IlAssigned Phase 5 2 1 6 3 8 7 4 .. ........................................................................................................................................................................................................................................................................................................................................... Case Number 1.1 4.0 1.1 4.0 1.1 3.0 1.1 3.0 Phase Duration, s 3.5 21.0 4.2 21.7 3.5 25.7 4.9 27.0 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 3.06.0 3.0 6.0 Max Allow Headway ( MAH), s 3.0 6.6 3.0 6.6 3.0 5.8 3.0 5.8 Queue Clearance Time ( g s ), s2.3 5.5 2.9 5.1 2.3 10.5 3.2 4.1 Green Extension Time ( g e ), s 0.0 5.7 0.0 5.7 0.0 4.2 0.0 4.4 Phase CaII Probablllt Y o 18 1 00 0 41 1.00 0.18 1.00 0.59 1.00 Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.01 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 "IlAdjusted Flow Rate ( v), veh/h 13 135 133 34 131 129 13 351 37 57 67 89 Adjusted Saturation Flow Rate ( s ), veh/h/In 1598 1752 1692 1598 1870 1799 1386 1844 1446 1725 1969 1585 Queue Service Time ( g s ), s 0.3 3.4 3.5 0.9 3.0 3.1 0.3 8.5 0.9 1.2 1.2 2.1 Cycle Queue Clearance Time (g � ), s 0.3 3.4 3.5 0.9 3.0 3.1 0.3 8.5 0.9 1.2 1.2 2.1 Green Ratio ( g/C ) 0.28 0.27 0.27 0.29 0.28 0.28 0.36 0.35 0.35 0.39 0.38 0.38 Capacity ( c ), veh/h 335 471 455 370 526 506 475 651 510 388 742 598 Volume -to -Capacity Ratio (X) 0.038 0.287 0.293 0.091 0.249 0.255 0.027 0.539 0.072 0.146 0.091 0.150 Back of Queue ( Q ), ft/In ( 95 th percentile) 5.1 57.8 52.6 13.4 51.1 49.4 4.7 143.3 12.3 17.1 20.4 27.6 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.2 2.1 2.1 0.5 2.0 2.0 0.2 5.3 0.5 0.7 0.8 1.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.03 0.00 0.00 0.10 0.00 0.00 0.04 0.00 0.10 0.14 0.00 0.22 Uniform Delay ( d i ), s/veh 14.8 16.2 16.2 14.4 15.5 15.5 11.5 14.4 12.0 11.4 11.2 11.5 Incremental Delay ( d 2 ), s/veh 0.0 0.1 0.1 0.0 0.1 0.1 0.0 0.3 0.0 0.1 0.0 0.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d s/veh11111111111411411.11119 ( ) 1 6.3 3 14 5 15 15 11 5 14 7 12 0 11 4 11 2,�������������l�� 11.5 Level of Service LOS (LOS) 111 B �1 B B B B B B B B B B B "IlA roach s/veh /LOS PpDelay, 1�.2 B 15.5�����������������������lllI B 14.3 li B B Intersection Delay, s/veh / LOS 14.5 ,""""""",'ll""I'll""I'll",'ll""I'll",'ll""I'll""I'll"'ll""II "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""I'll'I "I',"",", "I'l""I'll""I'll'll""I'll""I'l�'ll""I'll""I'll",'ll""I'll""I'll""I'll""I'll",'llI Multimodal Results EB WB NB ii PedestrianLOS score /LOS 2 10 l3 110 l3 2 2� B BBIc cIe LOS Score LOS o 72 A o 73 A 1115 A AY............................................... itr III IlIorhla, AH IIII'.ud° h Illwei5em�drr.d:�. IK� '5r, St w t, "Id'a nihnm 7 i3."6 m �iw�rd�er� /2 tl,�1 ��'"1 TM r� .� n III N#9N 42 290 HCS7 Signalized Intersection Intermediate Values General Information Agency GHA °' m A �'-1°. L Analyst DB L Analysis Date R W T Time Period �6.�rJurisdictionCCDOTH ............................. ba.n......Street.................................................................................. �D�E��M°PSTE�R.....�s�T........................................................................................... �J Other . �....�An.al..........�e...e.....Year Y .......... ................................................................. ........................... Intersection ' DEMPSTER LINNEM .. File Name Project Description CL OUD HQ 1.000 1.000 Demand Information 0.883 0.922 EB Approach Movement Analysis Penod 1 7.00 L T Demand V weh/h 32 TOT DEMP LI N AM xus 0.953 12 230 �;g�ealsInformation I'll'll�� ����I'll� ��I'll��� ll""I'lll",'ll""I'll""I'l'll""I'll""I'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'l'll""I'll""I'll""I'l,"",', 1.000 Y e 2 WB Offset, s 0 Reference Point Begin ......................................................... Green 0.5 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 F r ISI o ce ode Float ,m N S ult. Gao /S O n Rea o 0 Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (L Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Appendix G 0.0 1111.5 0 L Intersection Information °' m A �'-1°. L Duration, h 0.250 L T R W T R it 20, 2021 Area Type Other . 1.000 1.000 vl PHF 0 95. 1° 1.000 1.000 1.000 1.000 0.883 0.922 1.000 )TAL 2032 Analysis Penod 1 7.00 0.766 0.922 32 TOT DEMP LI N AM xus 0.953 0.984 0.984 I'll'll�� ����I'll� ��I'll��� ll""I'lll",'ll""I'll""I'l'll""I'll""I'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'l'll""I'll""I'll""I'l,"",', 1.000 1� i I °r'" T, I,KK 1.000 WB NB SB 1.000 R L T R L T R L T R "25ll����I'll����I'llI ��I'l����I'll����I11l"��I'll����I'llI ���I'l����I'll22�0�����I'll��,I ���I'l����I'll����I27ll��,',,����I'll'I ���I'l����I'll����I'1�"2���,'ll����I'll'I ���I'l����I'll313������������� �'ll����I'll����I'35'll��,'ll����I'lI ��I'l����I'll����,54l'I�.............. ............. �����s4������������������ ���............... �8�5 ����������������������������������������� ��������������������������������������� ����������������������������l��������������������� ��� ��������������l���l��l���������������� ������ ��������������l���l�������������������� ������� ������������������������������������������� �������������������������������������������������������� ��������������������������������������������������������� 1.000 1.000 0.0 1111.5 0 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.883 0.922 1.000 0.883 0.984 1.000 0.766 0.922 0.938 0.953 0.984 0.984 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 0 0.952 0.000 0.952 0.000 0.0 0.952 0.000 Multimodal 0.966 0.966 NB 0.962 0.962 0.000 0.847 1.389 0.000 1.389 0.000 0.847 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.108 0.000 1.000 0.000 0.099 0.980 0.096 Pedestrian Mcorner / Mc. 1.000 1.000 0.957 537 90 14 90 502 55 14.41 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1598 3109 334 1598 3272 397 1386 1844 1446 1725 1969 1585 0.01 027 027 002 028 028 001 035 035 0.03 0.38 0.38 0.04 0.04 ii 0.04 0.04 0.04 0.04 iiii, 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C)0.28 0.27 0.29 0.28 0.36 0.35 0.39 0.38 Permitted Saturation Flow Rate (sp), veh/h/In 1004 0 996 0 1038 0 998 0 Shared Saturation Flow Rate (ssb), veh/h/In Permitted Effective Green Time (gp), s 15.0 0.0 15.0 0.0 19.7 0.0 20.0 0.0 Permitted Service Time (g,), s10.6 0.0 11.5 0.0 17.9 0.0 11.3 0.0 Permitted Queue Service Time (gps), s 0.1 0.1 0.0 0.5 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow sR wehn�In g ( ), 0 0 Protected Right Effective Green Time 1 R 0.0 0.0 Multimodal EB WB NB SB Pedestrian FW / Fv 1.389 0.000 1.389 0.000 1.557 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.108 0.000 0.107 0.000 0.099 0.000 0.096 Pedestrian Mcorner / Mc. BIC cle cb / de Y 537 90 14 90 502 55 14.41 705.01 11.06 753.07 10.83 BIC cle F / FV Y 3.54 0.11 3.64 0.24 3184 0.55 3.54 0.35 C:c%yHgM +'1 20dV ;,N W..�Pn�"shod rsku'V of III Il11aNd,���„ ,SAH 111 ug ht III"w �.��riN.gdd,�, d, I HS S I',, "���+,'mo�t 'hi"+Lr���m^mun "'.P ��,5 � »ew��wm�, tet! . e/` Od 1t� R, u,.,,��46.58� 1141PI 43 291 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information Agency GHA Duration, h 0.250 W Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period AM PHF 0.95 1° Urban StreetDEMPSTER ST Analysis Year TOTAL 2032 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. Fiie Name 2032 TOT DEMP LINAM°.xus Project Description CLOUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand( v veh/h )� 12 230 25 32 220 27 IIII IIIIIIIIIIIIII IIIIIIIIIIIIII III 12 IIII IIIIIIIIIIIIIIIII 333 35 54 64 85 Information Signal Inf uV K `u x � " 9 u ,.a C cle s 5.8 R 2 Offset, s 0 Reference Point Bei n Green 0.5 0.7 15.0 0.5 1.3 19.E 7� Uncoordin i Gap E/W� ated Yes S'mult. G On Yello w 3.0 0.0 4.5 3.0 0.0 4 5 � Force Mode Float Simult. Ga N/S On Gap Red 0.0 0.0 1.5 0.0 0.0 1 5 m� s Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 5.1 57.8 52.6 13.4 51.1 49.4 4.7 143.3 12.3 17.1 20.4 27.6 Back of Queue (Q ), veh/In (95 th percentile) 0.2 2.1 2.1 0.5 2.0 2.0 0.2 5.3 0.5 0.7 0.8 1.1 Queue Storage Ratio (RQ) (95 th percentile) 0.03 0.00 0.00 0.10 0.00 0.00 0.04 0.00 0.10 0.14 0.00 0.22 C'o'ntrol Dela d s/veh Y( ) 14 8 16.3 16 3 14 5 15 6 15 6 115 14 7 12 0 114 112 115 LVI f Service L e e o Se ce ( OS) B B B B B B B B B B B B A roac1l Dela s/ve11 /LOS PP Y 1s 2 B 15 5 B 14 3 g 11 4 B Intersection Delay, s/veh / LOS 14.5 B 1.1 0.8 0.7 1 11.5 11.2 11.4 0.2 ._ 14.8 15.6 1111§- 2 2.1 - 16.3 15.6 111115- 2 2.1 - 16.3 14.5 11la- 0.5 11.5 14'7 12.0 0.2 1....0'� A 0.5 1....08:, P"' 5.3 Copydght D N !!l W n�u idr r: ity r,ltr III Il1orkd,a ,, AhIII'I',u�' hts lRescrivoil 11 "Iden on 7 8,5 Gen r=tecl 7/20 12021 1 m r 6158 Ill,p 292 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up�,��rkoit ��) 20!�!!l Llln��lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldli�ivMon 7 13. 5 Gencrated: 7/201M,l 1113M 45 293 HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information ' , "" G''�. ", 11111]Agency GHA Duration, h 0.250 "IllAnalyst u DB Analysis Date 20, JulI 2021 Area Type Other 4L Jurisdiction CCDOTH Time Period PM PHF 0.95 ,,. " � Urban Street DEMPSTER ST Analysis Year EXISTING 2021 Analysis Period 1> 7.00 . Intersection DEMPSTER LINNEM .. F,ie Marne 202°1°°°°D°E°M°P LtN PM.xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Demand v veh/h ( )� 92 405 12 21 3s1 85 IIII 21 54 37 57 E. 0a Signal Information IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII IIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III !"11r, IVIIIIIIIIIIIIIII ^ IIIIII IIIIIIIIIIIIII III IIIIIIIIIIIIIIIIIIII V a IIIIIIIIII - 'b Cycle, s 58.4 Reference Phase �,. I I 1 yl'� Offset, s 0 Reference Point Be I g n Green 0.9 ... 2.3 ` , 19.7 0.9 1.3 15.4 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4.5 3.0 0.0 4 5 �� Force Mode Float Simult. Gap N/S On Red 0.0 0.0 .... 1.5 0.0,, 0.0 1.5 rc - , ,. Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 92 405 12 21,11111111111111111111 381 85 21 54 37 57 53 ��������������������6,�8,�������������������� Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 30 2 2 2 2 2 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 "IlArrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.001.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 200 0 125 0 125 125 0 125 Grade (Pg), % 0 0,111,111,111,111,11I 0 Speed Limit, mi/h 111111111111111 40 40 40 ;45.0 40 40 40 40 40 40 Boom= Phase Information EBL EBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 15.0 35.0 15.06 35.0 Yellow Change Interval (l), s3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 3 8 3 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 23.0 0.0 mi Multimodal Inforaton EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street w�dtn � Island � suro 0 o No 0 o No 0 o No 0 o No Width Outside Bike Lane Shoulder ft 11 5 0 2 0 12 5.0 2.0 12 5 0 2 0 12 5 0 1.0 Pedestrian Si nal Occu ied Parkin 11 Signal p 9 111111 No 0.50 No 0150 No 0.50 No 0 50 Copw5lidrma 5d +:111"o`u,N Un hii a : ku Vd' of III IlIaHda,, AH 1111:: a 5tIII crored, 11 dd S I',, &motb hdcr Adm^ n "'.P 8,5 Gencrr, to L 712(V2021 u' 5'l11 29 I' 46 294 HCS7 Signalized Intersection Results Summary Appendix G General Information EB EB Intersection Information Agency GHA NB Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period PM PHF 0.95 Urban Street DEMPSTER ST Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection H'MPSTER LINNEM .. F,ie Name 2021 DEMP LIN PM.xus 21 Project Description IIICLOUD HQ Demand Information EB EB WB WB NB NB SB Approach Movement T L T R L T R L T R L T R D""e""mand weh/h ( ), 2 92 405 12 21 3s1 s5 21 54 37 5� 53 68 Signal Information 220 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 22 IIIIIIIIIIIIII `u IIIA IIIIIIIIIIIIII III IIIIIIIIIIIIII III III VIIIIIIIIIIIIIII x � , ,,,� IIIIII IIIIIIIIIIIIII III lllulllllllllllll IIIIIIIIII i, :� '.a 60 56 72 yc e, s Reference ase 1870 1851 1386 1870 1752 1781 1969 "' 1781 1969 1585 Offset, s 0 Reference Point Be g n Gre.... en 0.9 2 3 19.7 0.9 1.3 1 4 1.4 1.2 2.0 Gap Uncoordinated Yes S mutt. Ga E/W On Yello w 3.0 0.0 4.5 3.0 0.0 4.5 1.2 1.4 1.2 Force Mode Float Simult. Gap N/S On Red 0.0 ..., 0.0,,.. 1.5 0.0,,, 0.0 1.5 rc aY 0.28 Timer Results 11111I432 EBL 696 336111111111111 630 590 462 518 T SBL SBT7 451 0.224 0.313 0.314 7777 0.399 0.406 0.048 0.110 0.099 0.116 4r 0.159 29.2 1.1 76.5 9.1 99.8 93.9 8.6 23.3 1.1 3.0Phase Duration, s 1.1 6.2 3.1 0.3 3.9 3.8 0.3 0.9 0.6 5.2 22.6 Change Period, ( Y+R � ), s 0.15 3.0 0.00 6.0 3.0 0.00 6.0 3.0 ,11�4 6.0 3.0 6.0 Max Allow Headway ( MAH), s 11.1 3.0 12.9 6.6 3.0 14.9 6.6 3.0 4.9 3.0 4.9 Queue Clearance Time (g S ), s4.0 0.1 0.1 0.1 6.9 2.6 0.2 8.1 2.5 3.3 3.4 4.0 Green Extension Time ( g e ), s 0.0 0.1 0.0 11.6 0.0 0.0 11.5 0.0 1.1 0.0 1.1 P'h'ase Call Probabilit Y 112 0:79 13 0 1100 0.36 151 1.00 0.30 0.98 0.62 0.99 Max "o" ut P'ro'babilit v IN 0.00 B 0.04 0.00 B 0.05 0°.00 0°.00 0.00 0.Oo Movement Group Results Approach Movement Assigned Movement Adjusted Flow Rate (v ), veh/h Adjusted Saturation Flow Rate (s ), veh/h/In Queue Service Time ( g s ), s Cycle Queue Clearance Time (g � ), s Green Ratio ( g/C ) Capacity ( c ), veh/h Volume -to -Capacity Ratio (X) Back of Queue ( Q ), Win ( 95 th percentile) Back of Queue ( Q ), veh/In ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d i ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d s ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) Ap„p„roach Dewy° s/Veh "I0s Intersection Delay, s/veh / LOS Multimodal Results EB WB NB SB Pedestriah LOS Score Los 2 O9 B 2 os B 2 27 B 2 27 B . I OS Score LOS 0.93 A 0°°9""'°1° A 0°.68 A 0.s""'0 A Bicycle wW q, emu k W tl'd' N W.,NuW°dr`,gq+ i itr III Illorkl,a, � H III I'.ud° h II11::Re e m�drr.d:�. I WW 15'f,trl Stria w is id'a rshnm "7 !B,5 m iw rd r7/2012021 L51 "" III' N#W 47 295 EB WB NB SB L T R L T R L T R L T R 5 2 12 1 6 16 3 8 18 7 4 14 97 220 219 22 251 239 22 57 39 60 56 72 1781 1870 1851 1386 1870 1752 1781 1969 1495 1781 1969 1585 2.0 4.9 4.9 0.6 6.0 6.1 0.5 1.3 1.2 1.4 1.2 2.0 2.0 4.9 4.9 0.6 6.0 6.1 0.5 1.3 1.2 1.4 1.2 2.0 0.41 0.38 0.38 0.35 0.34 0.34 0.28 0.26 0.26 0.30 0.28 0.28 11111I432 704 696 336111111111111 630 590 462 518 394 515 11111111111111 561 451 0.224 0.313 0.314 0.066 0.399 0.406 0.048 0.110 0.099 0.116 0.099 0.159 29.2 78.3 76.5 9.1 99.8 93.9 8.6 23.3 15.9 22.7 21.9 28.7 1.1 3.1 3.1 0.3 3.9 3.8 0.3 0.9 0.6 0.9 0.9 1.1 0.15 0.00 0.00 0.07 0.00 0.00 0.07 0.00 0.13 0.18 0.00 0.23 11.1 12.9 12.9 12.7 14.9 14.9 15.4 16.3 16.3 14.6 15.4 15.7 0.1 0.1 0.1 0.0 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 112 13 0 13 0 12 7 15.0 151 15 4 16.4 16.3 14.7 15.4 15.7 B B B B B B B B B B B B 117 B 149 B 1""s""2 B 15.3 B 14.2 B Multimodal Results EB WB NB SB Pedestriah LOS Score Los 2 O9 B 2 os B 2 27 B 2 27 B . I OS Score LOS 0.93 A 0°°9""'°1° A 0°.68 A 0.s""'0 A Bicycle wW q, emu k W tl'd' N W.,NuW°dr`,gq+ i itr III Illorkl,a, � H III I'.ud° h II11::Re e m�drr.d:�. I WW 15'f,trl Stria w is id'a rshnm "7 !B,5 m iw rd r7/2012021 L51 "" III' N#W 47 295 HCS7 Signalized Intersection Intermediate Values General Information R Intersection Information Agency GHA L Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period PM PHF 0.95 Urban Street DEMPSTER ST Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. F,ie Name 2021 DEMP LIN PM.Xus ..................................................... Green Project Description CLOUD HQ I Dnhl tion R L EB Aroach Movement PP L T L T Demand V wehh R 1.000 92 405 Signal Information 1.000 1.000 1.000 1.000 Cycle, s 58.4 Reference Phase 2 1.000 s,A, V Offset, s 0 Reference Point Begin ..................................................... Green 0.9 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 F r ISI o ce ode Float �m N S ult. Gao /S O n Red 3 0 Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Appendix G WB NB SB R11,11,11,11,11, I L T R��������������������������,��������������������� T RL T R12 21381 s5254 37 57 53$ � � l�� � I � � IM L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.984 0.984 1.000 0.766 0.984 1.000 0.984 0.984 0.984 0.984 0.984 0.984 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 0 0.952 0.000 0.952 0.000 ° 0.0 0.952 0.000 Multimodal 0.990 0.990 NB 0.937 0.937 0.000 0.847 1.389 0.000 1.389 0.000 0.847 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.097 0.000 1.000 0.000 0.111 0.951 0.108 Pedestrian Mcorner / Mc. 1.000 1.000 0.943 75138 11 37 573 13 11.s5 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1781 3615 107 1386 2967 656 1781 1969 1495 1781 1969 1585 0 06 0.3s 0 38 0 02 0 34 0 34 0 02 0 26 0 211 6 0.04 0.28 0.28 0.04 0.04 ii 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C)0.41 0.38 0.35 0.34 0.28 0.26 0.30 0.28 Permitted Saturation Flow Rate (sp), veh/h/In 906 0 739 0 1348 0 1347 0 Shared Saturation Flow Rate (ssb), veh/h/In Permitted Effective Green Time (gp), s 21.0 0.0 19.7 0.0 15.4 0.0 15.7 0.0 Permitted Service Time (g,), s13.6 0.0 15.2 0.0 13.5 0.0 14.2 0.0 Permitted Queue Service Time (gps), s 0.9 0.1 0.0 0.1 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Ri htSaturatonFlow(SR),wehn�ln PRight i 0 0 I lR Protected RghtEffective Green Time ° 0.0 0 0rotected Multimodal EB WB NB SB Pedestrian FW / Fv 1.389 0.000 1.389 0.000 1.557 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.097 0.000 0.102 0.000 0.111 0.000 0.108 Pedestrian Mcorner / Mc. Bic 1ie �b / db Y 75138 11 37 573 13 11.s5 516.47 15.s5 569.39 14.95 Bic cle F / FV Y 3.84 0.44 3.64 0 41 3 84 11 0 19 3 84 0 31 C:c%yHgM +'1 20dV ;,N W..�Pn�"shod rsku'Vd' of III Il11aNd,���„ ,SAH 111 ug ht III"w �.��riN.gdd,�, d, I HS S I',, "���+,'mo�t 'hi"+Lr���m^mun "'.P ��,5 � »ew��wm�, tet! . e/` Od 1t� R, a �1 111 "" 1141PI 48 296 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information Agency GHA Duration, h 0.250 W Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period PM PHF 0.95 1° Urban StreetDEMPSTER ST Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. File Name 2021 DEMP LIN PM.Xus Project Description CLOUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R eand weh/h ( V) 92 405 12 21 3s1 85 II 21 II 54 37 57 53 0a Signal Information IIIIIIIIIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III III V IIIIIIIIIIIIII III u yc e, s "I'l""I'll""I'll'll""I'll""I'll",'ll""I"ll""II Reference ase "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""I'll",ll,'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,,'ll""I'l"I "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""IlI Offset, s 0 Reference Point Be g n Gre.... Green 0.9 23 19.7 0.9 1.3 15. 4 - v 2 -Y"� Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4 5 ��� 3 0 ���� 0.0 ���� 4 5����' Force Mode Float Simult. Gap N/S On Red.. 0.0.... 0.0... 1.5.. 0.0 0.0.. 1.5 , ax a Movement Group Results EB WB ENEEMEEMEM NB SB Approach Movement L T R L T R L T R L T R Back of Queue ( Q ), ft/In ( 95 th percentile) 29.2 78.3 76.5 9.1 99.8 93.9 8.6 23.3 15.9 22.7 21.9 28.7 Back of Queue ( Q ), veh/In ( 95 th percentile) 1.1 3.1 3.1 0.3 3.9 3.8 0.3 0.9 0.6 0.9 0.9 1.1 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.15 0.00 0.00 0.07 0.00 0.00 0.07 0.00 0.13 0.18 0.00 0.23 Control Dela d ) s/veh Y( 112 13 0 13 0 12 7 15 0 15 1 15 4 10 4 16.3 14.7 15.4 15.7 L V I f ryl L e e o Service (LOS) B B B B B B B B B B B B A roach Dela s/veh Los PP Y 117 B 14 9 B 1s 2 g 15 3 B Intersection Delay, s/veh / LOS H 14.2 B 1.1 0.9 0.9 1 t 15.7 15.4 14.7 1.1 - 11.2 15.1 3.8 3.1 _ 13.0 15.0 11111 3.9 3.1 iM 13.0 12.7 JIM&. 0.3 15.4 16.4 16.3 T I....0r0.3 �r n 0.6 0.9 L.r1s� r; o I_a I; OS I: CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u� htsIllRw. scu°rivell.11 WW ' W I W r 'lldor: on 7 8,5 Gen r.'tecl 7/2012021 51 ��19 III',p 297 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�.up�,��rkoi,+) 20 !l Lllnfl°lvcrsibll of III Illormda, AH III :Ughts IllRrc,servock 11 WS I"' 84roots lldlivMon 7 3.5 Genu rated: 7/201MIA 29 111:3M 50 298 HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information ' , "" G'. ",° 11111]Agency GHA Duration, h 0.250 "IllAnalyst u DB Analysis Date JulI 20, 2021 Area Type Other 4L Jurisdiction CCDOTH Time Period PM PHF 0.95 ,,. " � Urban Street DEMPSTER ST Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 . Intersection DEMPSTER LINNEM .. F1ie Name 203100°N°B°°°D°E°MP LIN PM.xua Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Deland V weh/h ( ) 96 429 13 21 404 9""0 II 11 57 39 s0 56 72 Signal Information11r, �A, IIIIIIIIIIIIII �IIIIIIIIIIII IIIIIIIIIIIIII III II"I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll"'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""'ll"'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""'ll"'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""'ll"'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""'ll"'ll""I'l,""I'll'I " IVIIIIIIIIIIIIIII ^ IIIIII IIIIIIIIIIIIII III 1,IIIIIIIIIIIIIIIIII II, V IIIIIIIIII - 4%, Cycle, s 60.5 Reference Phase �, ,_ :.11 '11� L.::, I" ,� 1 a Offset, s 0 Reference Point Begin Green 0.9 2.5 21.1 1.0. 1.4 'I 15.6 � Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4.5 3.0 0.0 4.5 Force Mode Float Simult. Gap N/S On Red,,,,,,, 0.0 0.0.... 1.5 ���� 0.0,, 0.0 1.5 G� I T, Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 96 429 13 21,11111111111111111111 404 90 22 57 39 60 56 72 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 30 2 2 2 2 2 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 200 0 140 0 125 0 125 125 0 125 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 40 40 40 40 40 40 40 40 40 40 40 40 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 15.0 55.0 15.0 35.0 15.0 35.0 Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R,), s 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 38 3 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min OffOff Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 23.0 0.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width / Island / Curn 0 0 No 0 0 No 0 0 No 0 0 No Width Outside � Bike Lane / Shou1aer ft P 11 5 0 2.0 12 5 0 2.0 12 5.0 2.0 12 510 1.0 Pedestrian SI nal Occu led Parkin Signal p 9 No 0 50 No 0150 No 0.50 No 0150 �.,;:w'IdrmaW ".."N W..Nu'Wryod:, q'Id' III rnmW r, )'" , Ah 1111::Um' Wry III m!, rived, IWW SI',, ,wWw otb iidcrMan P 8,5 �mmyanmwratec!L 7 md',V2fly vW !! rW1 p: n'm IIf:' 51 299 HCS7 Signalized Intersection Results Summary Appendix G General Information EB EB Intersection Information Agency GHA NB Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period PM PHF 0.95 Urban Street DEMPSTER ST Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection H'MPSTER LINNEM .. F,ie Name 2032 NB DEMP LIN PM.xua 21 Project Description IIICLOUD HQ Demand Information EB EB WB WB NB NB SB A" pproach Movement T L T ',",""'Ill" ''I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""I R "I'll'I'll""I'l'll""I'll""I'll",Ill""I'll"'I "I'l""I'll""I'll'll""I'll""I'll'll""I'll""II L T "I'l""I'll""I'll'll""I'll""I'll",'ll""I'llI R "I'l""I'll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll'"'II L 111''I'll 111111111�� ''I','''', 111111- T R �����,,��,,��,,��,,�'ll''''I'll""I'll",'ll""I'll"'ll'"'I'll'i'll'I'll,,'ll,��������� L T � R Demand V weh/n ( ), 2 96 429 13 21 404 9""0 11 57 39 s0 55 72 Signal Information 234 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 22 IIIIIIIIIIIIII `u IIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III III VIIIIIIIIIIIIIII x ,,� IIIIII IIIIIIIIIIIIII III lllullllllllll IIIIIIIIII ;. ��.��.�����0���,����v�� e������������"""� �III,�'''��lll��lll�"""��"""��III�'''�lll�1lll�''',�lll��lll�� � �,, #"""."� Cycle, s 60.5 Reference Phase """l","IIII',''''l,'lllll'lllll"ll""""l"'",,,l,'''l''lll"lllllll"""""""""'""lIIIl'I'''"l'lll 1851 1870 1781 1969 1493 4"""����III��lll��III�� 1969 1585 Offset, s 0 Reference Point gin Be I Green 0.9 2.5 21.1 1.0 1.4 15.6 1.5 � - Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 .l,.l'"l.',".l,".l'"."II.''I."ll'.l 4.5 3.0 0.0 4.5 l"���. 1.3 1I�.�� 1.3 Force Mode Float Simult. Gap N/S On Red,, 0.0 0.0.... 1.5 ,.'."Ll.l.I,.'I,,'.l ". ���� 0.0 Ill,'I'll��ll"""lI''ll"l'l"ll"I"I''l""l"llI'l"lIl"',,',l"ll"l"IlI"'l'"'l" 0.0 1.5 rc G 7 0.28 Timer Results 431 EBL 722 EBTM7BT 653 611 453 509 386 SBL SBTAssigned ."."I".'".IlI.'l'I.l"l'"""".lll."""lIIII."''''.,I"llll.'',"""".11I'.11'l"""".""ll.l"IIII.","''''.'"llll.Il,llll.'l'I"""".l"l'.11l""""."""l."IIII."I"''''.'"llll.IlIllll.'l'I''''.l"l'llll.11lllll."""l"""".".,I""""".'',.11I'IIII.11'l''''.""llllll.l"llll.",""""".',.Il,'"""".'l'l.l"llIIII.11"''''.,'"llll.'l,lll'.11''"",l.l"ll'l."ll',l"."""l'l."ll"".'"""l.Il""I.'l'I"'.l"l'"Il.11lI'l."""l'Il"."l'l."I"ll"".'""l.IlI,"I.'l'I"''.l"l'lIl.11lIl'l."""l'"l"."ll.,I"IIII .'ll"lll.l"lll"".l"""".","I.',I""'."l''Il.11lII'l.I"ll''l".'""lll.l"ll",.l"""",."I,'.'II,,'l.,l''''ll.'llllll".l"llll".l""""".""".",""I."IlI'.'IlII'l.Il',"'ll."ll'll,."llll"'.l"ll"l.l,",'l.,','"l".'l,,ll.11''lI"".l"ll"'."lll"I.""""l'.""Il.'""I'l.Il',l".'l'Il'l.l"l'll"".11l"l."""l,"I.""''."I"lIl.'"Il'l.IlI'"l".'l'Ill.l"l'l'",.11l"l'."""ll,l.","'l.,I"'l".'',l"l.11I'l"".11'l"I.""ll'"I.l""l'.","lIl.'"I"'l.Il,'l".'l'Il"l.l"l'l"".11l'I."""lIIII Phase .'',.11I'.11'l.""ll.l".",""""".'".Il,IIII.'l'I''''.l"l'llll.11l""""m."""l."""""."I".'"IIII.IlI''''.'l'Illll.l"l'llll.11l""""."""l.""""".,I".'',IIII.11I'''''.11'lllll.""llllll.l"''''.","llll.'"llll.Il,"""".'l'I.l"l'"""".11l."""lIIII."''''."I"llll.'"llll.IlI"""".'l'I.l"l'"""".11l."""lIIII."''''.,I"llll.'',llll.11I'"""".11'l.""ll,,,,.l"''''.","llll.',llll.Il,'"""".'l'l.l"ll"""".11".,'"IIII.'l,''''.11''llll.l"llllll."ll""",."""'.""",l.'""'l.Il'Il".'l'Il'l.l"l'll"".11l"l."""l""I.""'."I",Il.'"I''l.IlI'll".'l'Illl.l"l'l""".11l"."""l,"I.""''.,I"lIl.'',Il'l.11I''"l".11'lll.""lll"",.l",,.","''''.'"llll.Il,llll.'l'I"""".l"l'.11l""""=."""l."IIII."I"''''.'"llll.IlIllll.'l'I"""".l"l'.11l""""."""l."IIII.,I"''''.'',llll.11I'llll.11'l"""".""ll.l",,,,.","''''.'"llll.Il,llll.'l'I"""".l"l'.11l""""."""l."IIII."I"''''.'"llll.IlIllll.'l'I"""".l"l'.11l""""."""l."IIII.,I"''''.'',llll.11I'llll.11'l"""".""ll.l",,,,.","''''.',llll.Il,'llll.11'l"""".I"ll 0.235 52 0.321 0.066 0.409 0.414 0.051 0.118 """����"""����III��'''��lll��lll��-"""����"""����I,I��'''��l,l��l,l��"""����,,,��'''��l,l��l,l��"""���� III'''lll""",��- """� 7 III1, """.I.III."'''.11lI. 4I.� Case Number 31 1.1 83.3 4.0 109.5 102.8 9.6 26.1 1.1 3.0Phase Duration, s l'I"l'll""l"I"""""'"lIIIIIl'I''''"l'llllll""""""l"""""I"',IIIIlI'''''l'lllll"lllllll""""","'"""""l,l'IIIII"l'''''llllll""lllll"''''I"llll'"lllllI""""l'I2"l'""""ll""lIIII"''''I"llll',lllllI'""""l'l"ll" 1.2 6.4 3.3 29.6 4.3 0.4 1.0 5.4 23.0 l"""""'"l,IIIIl''''''"llllllllllll""""""'l'"","'ll'l"l'IlIl"l'l'""ll"l""ll"I"""'I"Il1'"I,'llI''l"l'Illl"l'll""ll""""l"I Change Period, ( Y+R � ), s llll""ll�"l�I",�''"��'�I� 3.0 0.00 I.I.'Il'llI"lI"I".,.I'.'l.".11.. l".I"..'1,.l,'."'l,.ll."l".".I,.'"''.11l.lll."""..""".1.I"'I�.'l' 6.0 ll .""..II.'�'.11.11."".�.,".'.lI.l'."l.l." 'l''"l4lI "Il�l'"�"l, l,""' 3.0 0.00 6.0 ���-��. 3.0 ��,���������������������������������w����������,,��������� ������������� 6.0 ."�.�� �.�A ���������.�."�.�I.�I 3.0 .�b,"""I.� ."�.� 6.0 ""''I"lIl',Il'llI''"l"l'lll"lll"",l",,,"""""'"l,IIII Max Allow Headway ( MAH), s 11.0 3.0 12.9 6.6 lI"l'"lIl',"l'll�"'lI"I.'.,l 'll"l" 3.0 15.0 6.6 3.0 4.9 3.0 I.� 4.9 Queue Clearance Time ( g s ), s 0.1 4.1 0.1 7.3 2.6 0.2 8.7 2.6 3.4 3.5 4.2 Green Extension Time ( g e ), s 0.0 0.1 0.0 12.5 0.0 0.0 12.4 0.0 1.2 00 1.2 Pn'ase 'CaII"°Pro°ba°bl�°int YMaX 111 0 82 130 o0 0 31 151"6""'2 00 0°.11 0°.°°"9""'°"9""'"°l�����������������������������,���,�4� 15.3 16.2 out Propa��I"t v 11111 o.00 B o.os 0.00 B 0 07 0 00 0.0000�������������������������������,���,��,��,���������� B B Movement Group Results Approach Movement Assigned Movement Adjusted Flow Rate (v ), veh/h Adjusted Saturation Flow Rate (s ), veh/h/In Queue Service Time ( g s ), s Cycle Queue Clearance Time (g � ), s Green Ratio ( g/C ) Capacity ( c ), veh/h Volume -to -Capacity Ratio (X) Back of Queue ( Q ), ft/In ( 95 th percentile) Back of Queue ( Q ), veh/In ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d i ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) Ap„p„roach Dewy° s/Veh "I0s Intersection Delay, s/veh / LOS Multimodal Results EB WB NBJ SB Pedestrian L'OS 'Sco're Los o9 B11 2 °0°9""' B 2 27 8 217 8 . I OS Score LOS 0.95 A 0 93 A 0°.69 A 0.81 A Bicycle wW q, emu k W tl'd' N W.,NuW°dr`,gq+ iitr III IIlvn�mda, H III�I'.ud° h II11::Re em�drr.d:�. IWW '5r,", Stria w is id'a rshnm 7 i3."6 m �iw�rd�er�7/2012021 TM rW '�'m III' N#W 52 300 EB WB NB SB L T R L T R L T R L T R 5 2 12 1 6 16 3 8 18 7 4 14 101 234 232 22 267 253 23 60 41 63 59 76 1781 1870 1851 1386 1870 1752 1781 1969 1493 1781 1969 1585 2.1 5.3 5.3 0.6 6.6 6.7 0.6 1.4 1.3 1.5 1.3 2.2 2.1 5.3 5.3 0.6 6.6 6.7 0.6 1.4 1.3 1.5 1.3 2.2 0.43 0.39 0.39 0.36 0.35 0.35 0.27 0.26 0.26 0.30 0.28 0.28 431 729 722 335 653 611 453 509 386 505 554 446 0.235 0.320 0.321 0.066 0.409 0.414 0.051 0.118 0.106 0.125 0.106 0.170 31 85.3 83.3 9.3 109.5 102.8 9.6 26.1 17.8 25.2 24.5 32.1 1.2 3.4 3.3 0.3 4.3 4.1 0.4 1.0 0.7 1.0 1.0 1.3 0.15 0.00 0.00 0.07 0.00 0.00 0.08 0.00 0.14 0.20 0.00 0.26 11.0 12.9 12.9 12.6 15.0 15.0 16.2 17.2 17.1 15.2 16.1 16.4 0.1 0.1 0.1 0.0 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 111 13.0 130 127 15.1 151"6""'2 17.2 17.2 15.3 16.2 16.5 B B B B B B B B B B B B 11"s" B 150 B 170 B 16.0 B 14.4 B Multimodal Results EB WB NBJ SB Pedestrian L'OS 'Sco're Los o9 B11 2 °0°9""' B 2 27 8 217 8 . I OS Score LOS 0.95 A 0 93 A 0°.69 A 0.81 A Bicycle wW q, emu k W tl'd' N W.,NuW°dr`,gq+ iitr III IIlvn�mda, H III�I'.ud° h II11::Re em�drr.d:�. IWW '5r,", Stria w is id'a rshnm 7 i3."6 m �iw�rd�er�7/2012021 TM rW '�'m III' N#W 52 300 HCS7 Signalized Intersection Intermediate Values General Information R Intersection Information Agency GHA L Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period PM PHF 0.95 Urban Street DEMPSTER ST Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. F,ie Name 2032 NB DEMP LIN PM.Xua .... Green Project Description CLOUD HQ I Dnhl tion R L EB Approach Movement L T L T Demand V weh/h R 1.000 96 429 Signal Information 1.000 1.000 1.000 1.000 Cycle, s 60.5 Referenc e Phase 2 1.000 V Ot, s 0 ffse Reference Point Beg i n .... Green 0.9 0.984 0.984 0.984 Relldow 3.0 Force Modeed Float Simult. GaD N/S On"""° 1.000 0.0 Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) WB R L T R 13 21 404 g°0 0.0 1111.5 Appendix G NB SB L T R L T R 21 57 39 60 16 72 IIIIII J�i�������IIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII'111I �e- �A 15.6*,� Ic 1.5 �I6 ax 7 14 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.984 0.984 1.000 0.766 0.984 1.000 0.984 0.984 0.984 0.984 0.984 0.984 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 0 0.952 0.000 0.952 0.000 0:0 0.952 0.000 Multimodal 0.989 0.989 NB 0.937 0.937 0.000 0.847 1.389 0.000 1.389 0.000 0.847 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.097 0.000 1.0000.951 0.000 0.113 0.000 0.110 Pedestrian Mcorner / Mc. 1.000 1.000 0.942 779 s2 1123 397 s3 11.s3 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1781 3612 109 1386 2967 655 1781 1969 1493 1781 1969 1585 0 06 0.39 0 39 0 02 0 35 0 35 0 02 0 26 0 26 0.04 0.28 0.28 0.04 0.04 ii 0.04 0.04 0.04 0.04 iiii, 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C)0.43 0.39 0.36 0.35 0.27 0.26 0.30 0.28 Permitted Saturation Flow Rate (sp), veh/h/In 882 0 722 0 1344 0 1343 0 Shared Saturation Flow Rate (ssb), veh/h/In Permitted Effective Green Time (gp), s 22.6 0.0 21.1 0.0 15.6 0.0 16.0 0.0 Permitted Service Time (g,), s14.5 0.0 16.4 0.0 13.8 0.0 14.3 0.0 Permitted Queue Service Time (gps), s 1.1 0.2 0.0 0.1 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s i Ri htSaturatonFlow(SR),wehn�ln PRight 0 0 I lR Protected RghtEffective Green Time 0:0 0 0rotected Multimodal EB WB NB SB Pedestrian FW / Fv 1.389 0.000 1.389 0.000 1.557 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.097 0.000 0.102 0.000 0.113 0.000 0.110 Pedestrian Mcorner / Mc. Bic 11e �b db Y 779 s2 1123 397 s3 11.s3 516.41 16.65 562.35 15.33 Bic cle F / FV Y 3.84 0.47 3.54 0 45 3 54 0 20 3 54 0 33 C:w'iWHaWWW +,',` dV ".."N W..Nu'sryod m :, u'.Vd' of III mnmWu,„ AH Ill ht III"w scried,, d, 11 WW S I',, &w+ of ill"+Lr+man P ,5 m wewmmwratec!L e ()T 12 1 W1!,4 ;pM 1111PI 53 301 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information Agency GHA Duration, h 0.250 W Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period PM PHF 0.95 1° Urban StreetDEMPSTER ST Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection DEMPSTER LINNEM .. File Name 203100°N°BD°E°MP LIN PM.Xua Project Description CLOUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R DV weh/h eand ( ) 96 429 13 21 404 90 II 11 II 57 39 s0 5 72 Signal Information IIIIIIIIIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III III V IIIIIIIIIIIIII III u Cycle, s 60.5 Reference Phase Offset, s 0 Reference Point Be I g n Green 0.9 2.5 21.1 1.0 1.4 15.6 - v 2 -Y"� Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4.5 3.0 0.0 4.5 Force Mode Float Simult. Gap N/S On Red 0.0 0.0 1.5 0.0 0.0 1.5 Q r Movement Group Results EB WB ENEEMEEMEM NB SB Approach Movement L T R L T R L T R L T R Back of Queue ( Q ), ft/In ( 95 th percentile) 31 85.3 83.3 9.3 109.5 102.8 9.6 26.1 17.8 25.2 24.5 32.1 Back of Queue ( Q ), veh/In ( 95 th percentile) 1.2 3.4 3.3 0.3 4.3 4.1 0.4 1.0 0.7 1.0 1.0 1.3 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.15 ... 0 0 0 0 0 0 0 0 7 0.00 0.00 0.08 0.00 0.14 0.20 0.00 0.26 Control DelaY( d ) s/ven 11.1 13.0 13 0 12 7 15 1 15 2 10.2 17.2 17.2 15.3 10.1 10.5 L V I f ServiceL e e o Se ce (LOS) B B B B B B B B B B B B A roach Dela 's/veh Los PP Y 116 8 15 0 8 17 0 8 16 0 8 Intersection Delay, s/veh / LOS 14.4 B 1.3 1 1 1 t 16.5 16.2 15.3 1.2 - 11.1 15.2 4.1 3.4 _ 13.0 15.1 1111 4.3 3.3 iM 13.0 12.7 JIM&. 0.3 16.2 17.2 17.2 I....0'� A 0.4 0.7 1 L.r1s� r; o I_a I; OS I: CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u� htsIllRw. scu°rivoil.11 WW ' W I W r 'lldor: on 7 8,5 Gen r.'tecl 7/2012021 " rW"' 52 jjII',p 302 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up',��rko+) 20 !l Lllnfl°lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldlivMon 7 13. 5 Gencrated: 7/201M,l llj:mM 55 303 HCS7 Signalized Intersection Input Data Appendix G 1111111111111''.. I'll, 11 General Information Intersection Information ' , "" G''�. " 11111]Agency GHA Duration, h 0.250 "IllAnalyst u DB Analysis Date JulI 20, 2021 Area Type Other 4L Jurisdiction CCDOTH Time Period PM PHF 0.95 ,,. " � Urban Street DEMPSTER ST Analysis Year TOTAL 2032 Analysis Period 1> 7.00 ," . Intersection LINNEM... File Nance 2032 TOT DEMP LtN PM.xus Project Description J"HI'l""I'll""O"'MI'll""I"llU"P"I'll""I'DSll",'ll""TI'll""I'l'lEl""I'll""R CL lI Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Demand V weh/h ( ) 96 429 19 29 404 9""0 II 35 s0 57 s0 57 72 Signal Information IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII 1� IIIIIIIIIIIIII IIIIIIIIIIIIII III � " IVIIIIIIIIIIIIIII ,,, IIIIII IIIIIIIIIIIIII III IIIIIIIIIIIIIIIIIIII V IIIIIIIIII - 4%, Cycle, s 60.7 Reference Phase �' �,. _ :." L.::'IIIIIII I" ,� I 1 Offset, s 0 Reference Point Be I g n Green 1.2 ... 2.2 a ��,�� 21.2 1.4 1.0 15.7 k Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4.5 3.0 0.0 441� 5 �� 'T Force Mode Float Simult. Gap N/S On RedI 0.0 0.0 .,,. 1.5 0.0,, 0.0 1.5 rc aY ,. Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 96 429 19 29 404 90 35 60 57 60 57 72 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0I'll 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 2 30 2 2 2 2 2 2 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.001.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 200 0 125 111111111111 0 125 125 0 125 Grade (Pg), % 0 0,111,111,111,111,11I 0 Speed Limit, mi/h 111111111111111 40 40 40 ;45.0 40 40 40 40 40 40 Boom= Phase Information EBL EBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 15.0 35.0 15.06 35.0 Yellow Change Interval (l), s3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 15 3 15 3 8 3 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min Off Off Off Off Dual Entry No Yes No Yes No Yes No Yes Walk (Walk), s0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 23.0 0.0 Multimodal Inforaton mi EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Wl�th � lslana � cur o o No 0 o No 0 o No 0 o No Width Outside � Bike Lane / Shoulder tt ° 12 5 0 2 0 12 5.0 2.0 12 5 0 2 0 12 5 0 2.0 Pedestrian Si nal Occu led Parkin 11 Signal p 9 111111 No o.50 No o.50 No 0.50 Nc 0 50 Cop:� lidrma hd +:111"o`u,N Un hii a : ku'V' of III IlIaHd, ,, AH 1111:: ght III crored, 11 dd S I',, &motb hdcr Adm^ n "'.P 8,5 Gencratecd, 712(V2021 !! �1,& 19 I' 56 304 HCS7 Signalized Intersection Results Summary Appendix G General Information EB Intersection Information Agency GHA WB Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period PM PHF 0.95 Urban Street DEMPSTER ST Analysis Year TOTAL 2032 Analysis Period 1 7.00 Intersection H'MPSTER LINNEM .. F,ie Name 2032 TOT DEMP LIN PM.xus 19 Project Description IIICLOUD HQ Demand Information EB EB WB WB NB NB SB A" pproach Movement T L T ',",""'Ill" ''I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""I R "I'll'I'll""I'l'll""I'll""I'll",Ill""I'll"'I "I'l""I'll""I'll'll""I'll""I'll'll""I'll""II L T "I'l""I'll""I'll'll""I'll""I'll",'ll""I'llI R "I'l""I'll""I'll,'ll""I'll""I'll",'ll""I'lI ",',,',',,""I'll, L ''I'll, 111111111�� ''I','''', 111111- T R ��1111111111 ''I'l''''I'll""I'll'll"''I'll'"'I'll'','ll""I'll,'ll"��������� L T � R Demand V weh/n ( ), 2 96 429 19 29 404 90 35 60 57 60 57 72 Signal Information 237 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 31 IIIIIIIIIIIIII `u IIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III III VIIIIIIIIIIIIIII x ,,� IIIIII IIIIIIIIIIIIII III lllullllllllll IIIIIIIIII ;. a - 60 76 yc e, s Reference ase"Ic ","""""""",'ll""I'll""I'll",'ll""I'll""I'll",'ll"'ll,'ll""I'll""II "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll"'ll'I "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""I'll",'ll""'ll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll",'ll","I "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""IlI 1842 1386 1870 1752 1781 1969 1493 1 , A 4#b Offs,� et, s 0 Reference Point Be g n Green Gree. 1.2 2.2 21.2 1.4 1.0 15. 7 v -- ;� , - Gap Uncoordinated Yes S mult. Ga E/W On Yello w 3.0 0.0 4.5 3.0 0.0 4.5 1.9 1.6 11 F11111111 Simult. Gap N/S0III orce M""m=1"r777r 0.43 0.39 0.39 0.0.... 1.5 0.0 0.0 1.5 0.26 aY 7 0.27 Timer Results 431 723 336 BL 613 WBT NBL NBT SBL SBT"I'l""I'll""I'llll,'ll""I'll""I'lI Assigned Phase 0.234 0.328 0.091 1 0.413 6 3 8 7 4Case Number 31.5 87.9 12.9 1.1 103.2 4.0 1.1 3.0 1.1 3.0Phase Duration, s 1.2 3.5 3.4 0.4 .2 4.1 27.2 4.4 21.7 5.4 22.7Change Period, ( Y+R � ), s 0.16 0.00 0.09 3.0 0.00 6.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 11.2 13.1 12.6 3.0 15.0 6.6 3.0 4.9 3.0 4.9 Queue Clearance Time ( g s ), s 0.1 4.1 0.1 7.4 2.9 0.2 8.7 2.9 3.9 3.6 4.2 Green Extension Time ( g e ), s 0.0 0.1 0.0 12.6 0.0 0.0 12.5 0.0 1.3 0.0 1.3 Phase CaII ProlJaplllt Y 113 0 82 132 1 00 0 40 1 00 I) 45 0 99 0 55 16.5 MaX out robae�I,t v 11111 o.00 B 0:06 0.00 ii 0 0� o 00 0.00 0 00���������������������������������,������,�0,�,���������� B Movement Group Results Approach Movement Assigned Movement Adjusted Flow Rate (v ), veh/h Adjusted Saturation Flow Rate (s ), veh/h/In Queue Service Time ( g s ), s Cycle Queue Clearance Time (g � ), s Green Ratio ( g/C ) Capacity ( c ), veh/h Volume -to -Capacity Ratio (X) Back of Queue ( Q ), ft/In ( 95 th percentile) Back of Queue ( Q ), veh/In ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d i ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) Ap„p„roach Dewy° s/Veh "I0s Intersection Delay, s/veh / LOS Multimodal Results EB WB NB SB Pedestriah LOS Score Los o9 B 2 os B 2 27 B 2 27 B . I OS Score LOS o 96 A o 94 A 0.75 A 0.82 A Bicycle wW q, emu k W tl'd' N W.,NuW°dr`,gq+ i itr III IIlvn�mda, H III�I'.ud° h II11::Re e m�drr.d:�. I WW '5 r,", Strii w is id'a rshnm 7 i3."6 m �iw�rd�er�7/2012021!LrW �. W III' N#W 57 305 EB WB NB SB L T R L T R L T R L T R 5 2 12 1 6 16 3 8 18 7 4 14 101 237 234 31 267 253 37 63 60 63 60 76 1781 1870 1842 1386 1870 1752 1781 1969 1493 1781 1969 1585 2.1 5.4 5.4 0.9 6.6 6.7 0.9 1.5 1.9 1.6 1.4 2.2 2.1 5.4 5.4 0.9 6.6 6.7 0.9 1.5 1.9 1.6 1.4 2.2 0.43 0.39 0.39 0.37 0.35 0.35 0.28 0.26 0.26 0.30 0.27 0.27 431 723 712 336 654 613 454 508 386 502 540 435 0.234 0.328 0.329 0.091 0.408 0.413 0.081 0.124 0.156 0.126 0.111 0.174 31.5 87.9 85.5 12.9 109.9 103.2 15.2 27.6 26.6 25.8 25.5 32.8 1.2 3.5 3.4 0.4 4.3 4.1 0.6 1.1 1.0 1.0 1.0 1.3 0.16 0.00 0.00 0.09 0.00 0.00 0.12 0.00 0.21 0.21 0.00 0.26 11.2 13.1 13.1 12.6 15.0 15.0 16.1 17.3 17.4 15.6 16.5 16.8 0.1 0.1 0.1 0.0 0.2 0.2 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 113 132 132 12""6""' 151 151"6""'1 17.3 17.5 15.6 16.5 16.9 B B B B B B B B B B B B 129 B 150 B 17.1 B 16.4 B 14.6 B Multimodal Results EB WB NB SB Pedestriah LOS Score Los o9 B 2 os B 2 27 B 2 27 B . I OS Score LOS o 96 A o 94 A 0.75 A 0.82 A Bicycle wW q, emu k W tl'd' N W.,NuW°dr`,gq+ i itr III IIlvn�mda, H III�I'.ud° h II11::Re e m�drr.d:�. I WW '5 r,", Strii w is id'a rshnm 7 i3."6 m �iw�rd�er�7/2012021!LrW �. W III' N#W 57 305 HCS7 Signalized Intersection Intermediate Values Appendix G General Information L T R Intersection Information T °' m A �'-1°. Agency GHA R L Duration, h 0.250 Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Heavy Vehicles and Grade Factor (fHv9) Junsdiction CCDOTH Time Penod PM PHF 0 .95 ,1a It Urban Street DEMPSTER ST Analysis Year TOTAL 2032 Analysis Penod 1 7.00 1.000 1.000 Intersection R LINNEM... Fiie Name 2032 TOT DEMP LIN PM.Xus 1.000 1.000 1.000 Project Description J.B..............E...'.M...............P............S............T.............E............" CL OUD HQ Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 W °r 1.0 A Demand Information 1.000 EB �������������������� WB NB 1.000 SB Approach Movement "IlArea Type Adjustment Factor (fa) L T R LT R L T mm R L T R ean( d V weh/h D)� 1.000 9°"6""' 429 19 29 404 90 35 IIII IIII 60 57 60 1 7 72 Signal Information 1.000 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII `u IIIA IIIIIIIIIIIIII IIII IIIIIIIIIIIIII III IIIVIIIIIIIIIIII IIIA IIIIIIIIIIIIII III lllullllllllllllll x 1� ,� ;.a IIIIIIIII�������������������������������������������� �������������������������������������������������������� ����������������������������������������������������������������������������������������������������������������l������������������������������������� 1.000 yc e, s e erence ase 1.000 we Left -Turn Adjustment Factor (fir) 0.952 ffset0 O, s Reference P oint B,,,,,,"",""""212,n Green 1.2 2.2 21.2 1.4 1.0 15.7 0I'll.952 0.000 ; HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information Agency GHA Duration, h 0.250 W Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction CCDOTH Time Period PM PHF 0.95 ° Urban Street DEMPSTER ST Analysis Year TOTAL 2032 Analysis Period 1 7.00 Intersection DEMPSTER @ LINNEM... Fiie Name 2032 TOT DEMP LIN PM.xus Project Description CLOUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R DV weh/n eand ( ) 96 429 19 29 404 90 II 35 II 60 57 6 57 72 Signal Information IIIIIIIIIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII III III V IIIIIIIIIIIIII III u yc e, s "I'l""I'll""I'll'll""I'll""I'll",'ll""I"ll""II Reference ase "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""I'll",ll,'ll""I'l'll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",,,'ll""I'l"I "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll""IlI Offset, s 0 Reference Point Be g n Gre.... Green 1.2 2.2 21.2 1.4 1.0 15. 7 - v -Y"� Uncoordinated Yes Simult. Gap E/W OnYellow 3.0 0.0 4 5 ... 3 0 .... 0.0 .... 4 5....' Force Mode Float Simult. Gap N/S On Red.. 0.0.... 0.0... 1.5.. 0.0 0.0.. 1.5 , mx ax a Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue ( Q ), Win ( 95 th percentile) 31.5 87.9 85.5 12.9 109.9 103.2 15.2 27.6 26.6 25.8 25.5 32.8 Back of Queue ( Q ), veh/In ( 95 th percentile) 1.2 3.5 3.4 0.4 4.3 4.1 0.6 1.1 1.0 1.0 1.0 1.3 Queue Storage Ratio (RQ) (95 th percentile) 0.16 0.00 0.00 0.09 0.00 0.00 0.12 0.00 0.21 0.21 0.00 0.26 Control Delay d s/veh ( ) 113 13 2 13 2 12 15 1 15 2 1 6 1 17 3 17.5 15.6 16.5 16.9 L V I f ryl L e e o Service (LOS) B B B B B B B B B B B B A roach Dela s/veh /LOS PP Y. U.9 B 15 o B 17 1 g 15 4 B Intersection Delay, s/veh / LOS 14.6 B 1.3 1 1 1 t 16.9 16.5 15.6 1.2 - 11.3 15.2 4.1 3.5 _ 13.2 15.1 11111 4.3 3.4 _ 13.2 12.6 IME- 0.4 16.1 17.3 17.5 0 n 0.6 11 L.r1s� r; L.r7s; I= CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u� htsIllRw. scu°rivell.11 WW ' W I W r 'lldor: on 7 8,5 Gen r.'tecl 7/2012021 " M W III',p 307 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up�,��rkoit ��) 20!�!!l Llln��lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldli�ivMon 7 13. 5 Gencrated: 7/201M,l 1111M 60 308 61 309 4MEGe�71ntersection neral Information te Information ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Analyst DB tersection ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, LINNEMAN - SITE ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Agency/Co. GHA ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.......................... Jurisdiction LOCAL ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Date Performed 7/21/2021 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, East/West Street ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, CLOUD ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Analysis Year 2032 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.......................... North/South Street LINNEMAN ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Time Analyzed 2032 TOTAL AM ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Peak Hour Factor ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 0.92 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Intersection Orientation North-South ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,........................,...... Analysis Time Period (hrs) 0.25 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Project Description CLOUD HQ Lanes ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Major Street: North-South Vehicle Volumes and Adjustments ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Approach Eastbound Westbound Northbound Southbound ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Movement U L T R U L T R U L T R U L T R ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Priority 10 11 12 7 8 9 1U 1 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 2 3 4U 4 5 6 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Number of Lanes 0 1 0 0 0 0 0 1 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................. 1 0 0 0 1 0 ........................................................................................................................................................................................................... ................................ ................................ ................................. Configuration LR ............................... ................................. .................................. ................................ ................................ ................................ ................................ L ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... T TR ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Volume (veh/h) 27 12 14 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.............................. 53 88 33 ........................................................................................................................................................................................................... ................................ ................................ . Percent Heavy Vehicles (%) 3 ............................... 3 ................................ ................................. .................................. ................................ ................................ ................................ ................................ 3 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Proportion Time Blocked ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................. Percent Grade (%) 0 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Right Turn Channelized ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.............................. ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Median Type I Storage Left Only 5 Critical and Follow-up Headways ........................................................................................................................................................................................................... .............. .................. ................................ . Base Critical Headway (sec) 7.1 ............................... 6.2 ................................ ................................. .................................. ................................ ................................ ................................ ................................ 4.1 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Critical Headway (sec) 6.43 6.23 4.13 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,........................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,I Base Follow-Up Headway (sec) 3.5 3.3 2.2 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,................................ ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Follow-Up Headway (sec) 3.53 3.33 2.23 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,........................... Delay, Queue Length, and Level of Service ........................................................................................................................................................................................................... ................................ ................................ . Flow Rate, v (veh/h) 42 ............................... ................................ ................................. .................................. ................................ ................................ ................................ ................................ 15 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Capacity, c (veh/h) 894 1447 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,........................... ........................................................................................................................................................................................................... ................................ ................................ . We Ratio 0.05 ............................... ................................ ................................. .................................. ................................ ................................ ................................ ................................ 0.01 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 95% Queue Length, Q95 (veh) 0.1 0.0 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................. ........................................................................................................................................................................................................... ................................ ................................ ................................ Control Delay (s/veh) 9.2 ................................ ................................. .................................. ................................ ................................ ................................ ................................ 7.5 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Level of Service (LOS) A A ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.............................. Approach Delay (s/veh) 9.2 1.6 ,,,,,,,,PP,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Approach LOS A ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.............................. Copyright © 2021 University of Florida. All Rights Reserved. HCS�N TWSC Version 7.8.5 Generated: 7/21/2021 3:40:22 PM 2032 TOT LI N-SITE AM R.xtw 61 309 62 310 4MEGe�71ntersection neral Information te Information ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Analyst DB tersection ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, LINNEMAN - SITE ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Agency/Co. GHA ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.......................... Jurisdiction LOCAL ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Date Performed 7/21/2021 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, East/West Street ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, CLOUD ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Analysis Year 2032 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.......................... North/South Street LINNEMAN ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Time Analyzed 2032 TOTAL PM ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Peak Hour Factor ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 0.92 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Intersection Orientation North-South ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,........................,...... Analysis Time Period (hrs) 0.25 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Project Description CLOUD HQ Lanes ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, *I It 4"Y II° Major Street: North-South Vehicle Volumes and Adjustments ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Approach Eastbound Westbound Northbound Southbound ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Movement U L T R U L T R U L T R U L T R ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Priority 10 11 12 7 8 9 1U 1 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 2 3 4U 4 5 6 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Number of Lanes 0 1 0 0 0 0 0 1 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................. 1 0 0 0 1 0 ........................................................................................................................................................................................................... ................................ ................................ ................................. Configuration LR ............................... ................................. .................................. ................................ ................................ ................................ ................................ L ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... T TR ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Volume (veh/h) 34 18 7 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.............................. 118 90 15 ........................................................................................................................................................................................................... ................................ ................................ . Percent Heavy Vehicles (%) 3 ............................... 3 ................................ ................................. .................................. ................................ ................................ ................................ ................................ 3 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Proportion Time Blocked ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................. Percent Grade (%) 0 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Right Turn Channelized ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.............................. ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Median Type I Storage Left Only 5 Critical and Follow-up Headways ........................................................................................................................................................................................................... .............. .................. ................................ . Base Critical Headway (sec) 7.1 ............................... 6.2 ................................ ................................. .................................. ................................ ................................ ................................ ................................ 4.1 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Critical Headway (sec) 6.43 6.23 4.13 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,........................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,I Base Follow-Up Headway (sec) 3.5 3.3 2.2 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,................................ ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Follow-Up Headway (sec) 3.53 3.33 2.23 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,........................... Delay, Queue Length, and Level of Service ........................................................................................................................................................................................................... ................................ ................................ . Flow Rate, v (veh/h) 57 ............................... ................................ ................................. .................................. ................................ ................................ ................................ ................................ 8 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Capacity, c (veh/h) 880 1469 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,........................... ........................................................................................................................................................................................................... ................................ ................................ . We Ratio 0.06 ............................... ................................ ................................. .................................. ................................ ................................ ................................ ................................ 0.01 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 95% Queue Length, Q95 (veh) 0.2 0.0 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................. ........................................................................................................................................................................................................... ................................ ................................ ................................ Control Delay (s/veh) 9.4 ................................ ................................. .................................. ................................ ................................ ................................ ................................ 7.5 ................................ I,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,............................... ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Level of Service (LOS) A A ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.............................. Approach Delay (s/veh) 9.4 0.4 ,,,,,,,,PP,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, Approach LOS A ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.............................. Copyright © 2021 University of Florida. All Rights Reserved. HCS�N TWSC Version 7.8.5 Generated: 7/21/2021 3:41:14 PM 2032 TOT LIN-SITE PM R.xtw 62 310 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period AM PHF 0.95° #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1> 7.00 U . Intersection lL 62 LINNEhAN @ F ie Name i 2021 62 LlN A Xus 1. Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R mmmmmm Demand V weh/� ( ) 39 522 14 5 282 30 12 1 6 60 1 24 ������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������ Signal Information ������������������������������������������������������ �� ����������1,����l���l����������������� 1 , 'd ���� ����������������������������������������������� ������� �������������������������������������������� ������������������������������������������������������������������������������������������������� ������������������������������������������������������������������������������������������������������������������ ��������������������������������������������������������� ��������������������������� ��������������������������� ���������������������������������������������������������� Cycle, s 43.8 Reference Phase 2 U_ � , , � - , 4#b Offset, s 0 Reference Point End Green 0.2 4.. 1.0 16.1 `�o" 11.5 0.0 0.0 Uncoordinated Yes S��� imult. Gap E/W On, Yello w 3.0 0.0 4.5 4.5 0.0 �� Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 1.5 1.5 0.0 jj.0.0 0.0 G ,I T,. Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 39 522 14 5 282 1111111111111 30 12 1 6 60 1 24 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 10 8 2 10 10 25 12 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 225 0 115 0 0 0 300 0 Grade (Pg), % 0 0 0 Speed Limit, mi/h 45 45mft, 45 45 45 45 45 45 Phase Information EBL NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 20.0 20.0 Yellow Change Interval (l), s 3.0 4.5 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 8 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off MinOff Off Dual Entry No Yes No Yes Yes Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s Him 0.0 Him 0.0 0000001M 20.0 11111111= 0.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25mmmmmmmmmm 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Wldtn / Island � Curn 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder tt P 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestrian Si nal Occu led Parkin Signal p 9 No 0.50 No 0.50 No 0.50 Nc 0 50 �.,;:w'IdrmaW".."N W..Nnm'sryod m:,n'Id') III mmmWr,m, fi 11II, )'"'W'.ugh III m!,rn�'omed, 11H; I',, Wm+Mmotb idcr�da n "'.P 8,5 Gmyw�mwm�,tec!, 712(V2021 1.'Wd;p:32 111311 63 311 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period AM PHF 0.95° #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1> 7.00 U . Intersection AL2 L�NNEAN @ F Ie Nae i 20212 LIN A Xus 1. Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R mmmmmm Demand V weh/� ( ), 39 522 14 5 282 30 12 1 6 60 1 24 ������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������ Signal Information ������������������������������������������������������ �� ����������1,����l���l����������������� 1 ���� , 'd ����������������������������������������������� ������� �������������������������������������������� ������������������������������������������������������������������������������������������������� ������������������������������������������������������������������������������������������������������������������ ��������������������������������������������������������� ��������������������������� ��������������������������� ���������������������������������������������������������� Cycle, s 43.8 Reference Phase 2 ,,- � , , � - , 4#b Offset, s 0 Reference Point End 4.. `�o" Green 0.2 1.0 16.1 11.5 0.0 0.0 Uncoordinated Yes S��� imult. Gap E/W On, Yello w 3.0 0.0 4.5 4.5 0.0 �� Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 1.5 1.5 0.0 jj.0.0 0.0 G ,I T,. Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 3.0 8.0 6.0 Phase Duration, s 4.2 23.1 3.2 22.1 17.5 17.5 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 3.0 6.2 3.0 6.2 4.1 4.1 Queue Clearance Time ( g s ), s 2.7 7.1 2.1 4.7 2.5 4.2 Green Extension Time ( g e ), s 0.0 10.0 0.0 10.1 0.3 0.2 Phase CaII Prohaplllt Y o 39 1.00 06 1.00 0.74 0.74 Max Out Probability 0.00 0.02 0.00 0.02 0.00 0.00 Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 "IlAdjusted Flow Rate ( v), veh/h 41 283 281 5 297 32 20 63 26 "IlAdjusted Saturation Flow Rate ( s ), veh/h/In 1668 1781 1765 1781 1668 1485 1200 1225 1595 Queue Service Time ( g s ), s 0.7 5.1 5.1 0.1 2.7 0.6 0.0 1.8 0.5 Cycle Queue Clearance Time (g � ), s 0.7 5.1 5.1 0.1 2.7 0.6 0.5 2.2 0.5 Green Ratio ( g/C ) 0.39 0.39 0.39 0.37 0.37 0111111 0.26 0.26 0.26 Capacity ( c ), veh/h 520 695 688 366 �.37 1225 545 450 476 420 Volume-to-Capacity Ratio (X) 0.079 0.408 0.408 0.014 0.242 0.058 0.044 0.133 01111111111111m Back of Queue (Q ), ft/In (95 th percentile) 7.9 63.5 59.2 1 33 6.6 MMMM6 m.063 18.4 6.7 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.3 2.4 2.4 0.0 1.2 0.2 0.2 0.7 0.3 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.03 0.00 0.00 0.01 0.00 0.00 0.00 0.06 0.00 Uniform Delay ( d i ), s/veh 8.3 9.7 9.7 9.1 9.6 9.0 12.1 12.9 12.1 Incremental Delay ( d2 ), s/veh 0.00.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Delay ( d3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d s/ve� ( ) 8.4 9 8 9 8 9 1 9 7 9 0 12 1 12 9 12 1 (LOS) Level of Service LOs A A A A A A B B B A roach s/ve /LOS PpDelay, 9 7 A 9 A 12 1 B 12 7 B tersection Delay, s/veh /LOS IrB 10.0 A ltimodal Results EB WB NB SB destrian LOS Score LOS 1 B 1 88 B ",'ll""I'll""I'll",'ll""I'll'I 2141 B 2.26 B YcIe LOS Score LOS ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ 0 99 A o 75 A 0.52 A 6164 A itr III::::Illvnumda, AH III�I'. int Illwesem�dr d:�. IK� ,'5r, St w is id'a w� hni 7 i3."6 me�iw�rd�er�7/2012021 : � III N#9N 64 312 HCS7 Signalized Intersection Intermediate Values Appendix G General Information III Intersection Information III ".J A'11 � "* - Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area TypeOther T R L Junsdiction IDOT Time Penod AM PHF 0.95 ,1a 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Penod 1 7.00 , Intersection IL g2 LINNEhAN F Ie Nae 2021 g2 LIN A.Xus 1.000 0.805 1.000 Project Description 61666 HQ 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 �i i I "I,T, +"' Demand Information 1.000 EB 1.000 WB 1.000 NB SB Approach Movement L T R L T R L T R L T R Deand V weh/n 1.000 39 122 14 5 2s1 30 11 1 6 60 1 24 ���������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� Signal Information 1.000 ����������������������������������������������������������� ����������������������������������������������������������� ��������������������������������������������������������������������������������������������������������������������������� ������������������������������������������������������� � �����1����l���l����������������� ��� ������������������������������������������������ ������ ��������������������������������������������� ��������������������������������������������������������������������������������������������������������������� ���������������������������������������������������������������������������������������������������������������l��������������������������������������� Cycle, s 43.8 Reference Phase 2 -�' ' 'I, �. Lp L" ,,, Lane Utilization Adjustment Factor (fiu) - 4#b Offset, s 0 Reference Point End Green 0.2 4.. 1.0 16.1 `�o" 11.5 0.0 0.0 1.000 2 I 1.0001.000 p On Yellow Left -Turn Adjustment Factor (fir) 0 0 �I 11 Force Modeed F zed Simult. GaD N/S On Red 0.0 0.0 i.5 �.5 0.0 0.0 0.682 a ax Saturation Flow/ Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (fHv9) 0.922 0.938 1.000 0.984 0.922 0.922 1.000 0.805 1.000 0.906 0.984 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IlArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 1.000 1.000 1.000 0.952 1.000 1.000 1.000 1.000 1.0001.000 1.000 Left -Turn Adjustment Factor (fir) 0.952 0.000 0.952 0.000 0I'll.837 0.784 0.682 0.000 Right -Turn Adjustment Factor (fRr) 0.991 0.991 0.000 0.847 0.000 0.784 0.853 0.853 Left -Turn Pedestrian Adjustment Factor (fipb) 1.000 1.000 1.000 0.945 Right -Turn Ped -Bike Adjustment Factor (fRpb) 1.000 1.000 0.943 1.000 Work Zone Adjustment Factor (f.Z) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DDI Factor (fDDI) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1668 3454 93 1781 3335 1485 758 63 379 1225 64 1531 Proportion of Vehicles Arriving on Green (P) 0.03 0.39 0.39 6 Incremental Delay Factor (k) 0.04 0.04 0.04 0Em / Movement Groups EBL EBT/RNBT/R iHHii)1=ir L6I'll.0 6.0 6.0 Green Ratio (g/C) 0.39 0.39 0.37 0.37 0.26 0.26 Permitted Saturation Flow Rate (sp), veh/h/In 1014 0 846 0 1406 1225 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 16.1 0.0 16.1 0.0 11.6 11.6 Permitted Service Time (g,), s 13.4 0.0 10.1 0.0 11.1 11.1 Permitted Queue Service Time (gps), s 0.1 0.0 0.0 1.8 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 1.2 0.0 Queue Service Time Before Blockage (gfs), s 0.3 Protected Right Saturation Flow sR wehhln g ( ), 0 Protected Right g (gR), Effective Green Tlrrle R siiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliillilliillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillll 0.0 Multimodal EB WB NB SB Pedestrian FW / Fv 0.972 0.000 1.198 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs / Fdeiay 0.000 0.084 0.000 0.087 0.000 0.099 0.000 0.099 Pedestrian Mcorner / Mc. BIc cle cti ti Bicycle 7so.13 '1111111111"i" 15 734.56 8.77 526.83 11.89 525.83 11.89 Y cle F / FV 3 g4 0 50 3.g4 018 3.g4 0°.03 3184 0 11 C:cw ,yHgM +'1 20dV;,N W..�hlshod rsku'Vd' f III IlIaHd,��m„,� H 111 ug ht III"w �.��riN.gdd,�,d, 1H� SI',, &m+Mmo�t 'hi' ����an "'.P ��,5 � e n�wm�,tec!. e/` Od 12 �� 1.'���ip 321143V 65 313 HCS7 Signalized Intersection Results Graphical Summary General Information File Name 202°1°°°62 LIN AM.Xua Intersection Information Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jursd,ct, oh ID T O P Time Period AM PHF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection IL 2 LINNEMAN File Name 202°1°°°62 LIN AM.Xua Pro'ect Descri ticn 1 p CLOUD H Q Demand Information EB WB APP roach Movement L T R L T R Demand( V ), weh/h 39 522 14 5 2s1 3C Signal Information III u^ JJ Ccle s 43.8 Reference Phase 2 e u a. y ffSet° S RefeYenCe PO1nt Edd Green0.2 '6'...........................:`:.............................. 1.0 16.1 w 11.5 0.0 Uncoordinated Yes Simult. Gap E/W On Yeliow 3 C1 0 4 5 4 5 CI C F r M oce ode FX ed im N S ult. Gap /S On Red ......................................................................................................................................................................... 0.0 0.6. 1.5 1.5 0 Movement Group Results EB WB Approach Movement L T R L T R Back of Queue ( Q ), ft/In ( 95 th percentile) 7.9 63.5 59.2 1 33 6.6 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.3 2.4 2.4 0.0 1.2 0.2 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.03 0.00 0.00 0.01 0.00 0.00 Control Dela d s/ven Y ( ), 8.4 9.8 9.8 9 1 9.7.................... ................ 0 LVI f ry� L e e o Service (LOS) A A A A A A A roach Dela s/veh /LOS PP Y, 9 7 A 9 0 A Intersection Delay, s/veh / LOS 10.0 0.3 8.4 2.4 IM 9.8 2.4 IM 9.8 0.7 0.3 I NB L T R 11 1 NB L T 6 0.2 0.00 12.1 B 12.1 Illi 12.1 12.9 9.0 0.2 9.7 1.2 9.1 EM 0 B G7 0 Appendix G SB L T R 60 1 24 SB L T 18.4 6.7 0.7 0.3 0.06 0.00 12.9 12.1 B B 1°°2.7 Illi B 11 CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u�' htsIllRe scu°rivell.11 WW ' W I W r "dorwon 7 8,5 Gen r.'tecl 7/2012021 1 : W"„ 3 m III',p 314 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up',��rko+) 20 !l Lllnfl°lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldlivMon 7 13. 5 Gencrated: 7/201MIA 1 V,032 111:3M 67 315 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period AM PHF 0.95° ��, ���Ill,������������1������'�����','ll����I'll����I'll��,'ll����I'll����I'll��,'ll��'ll����I'll����I'll����I'll��,'ll����I'll����I'll��,'ll����I'll����I'll��,'ll,'ll����I'll����I'll����I'll��,'ll�� ll���ll���������I'll,l������������������������'�����������ll�������������1������������,,�������������,���������,�������������1��������������1������������I��������������l1����������������lll�����������'ll��''I'll����I'll��,'ll �����I'll����I'll�����l����I'll����I������ll,'ll����I'll����I'l����I'll��,'ll����I'll����I������������������������������������ ���'I'll����I'll����I'll��,'ll����I'll����I'll��,'ll����I'll����I'll��,'�������������������������������������������l��������������������������������������� l����I'll����I'll����I'll��,'ll����I'll����I'll��,'ll����I'll��"I'll��,'ll,'ll����I'll����I'll����I'll��,'ll��"I'll����I'll��,'ll����I'll����I'll��,'l l,'ll����I'll����I'll����I'll��,'ll'I����������������������������������I'l����I'll����I'll'll����I'll����I'll��,'ll����I ,, Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 U . Intersection lL 62 LINNEhAN @ i1. F ie Name 2032 NB 62 LlN A Xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R mmmmmm De and V weh/� ( ) 41 147 15 5 295 3i 13 2 7 64 1 25 ������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������ Signal Information ������������������������������������������������������ �� ����������1,����l���l����������������� 1 , 'd ���� ����������������������������������������������� ������� �������������������������������������������� ������������������������������������������������������������������������������������������������� ������������������������������������������������������������������������������������������������������������������ ��������������������������������������������������������� ��������������������������� ��������������������������� ���������������������������������������������������������� Cycle, s 45.2 Reference Phase 2 U_ � , , � - , 4#b Offset, s 0 Reference Point End Green 0.2 4.. .... 1 1 �` .. 17.0 a.�o" 11.9 0.0 0.0 Uncoordinated Yes S'll imult. Gap E/W On, Yello w 3.0 0.0 4.5 4.5 0.0 �� Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 1.5 1.5 0.0 jj.0.0 0.0 G ,I T,. Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 41 547 15 5 295,111111111111 31 13 2 7 64 1 25 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 10 8 2 10 10 25 12 2 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 225 0 115 0 0 0 300 0 Grade (Pg), % 0 0 0 Speed Limit, mi/h 45 45mft, 45 45 45 45 45 45 Phase Information EBL NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 20.0 20.0 Yellow Change Interval (l), s 3.0 4.5 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 8 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off MinOff Off Dual Entry No Yes No Yes Yes Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s Him 0.0 Him 0.0 0000001M 20.0 11111111= 0.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25mmmmmmmmmm 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Wldtn / Island � Curn 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder tt P 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestrian Si nal Occu led Parkin Signal p 9 No 0.50 No 0.50 No 0.50 Nc 0 50 J' " , fi 11II'W'.ugh III m!,rn�'omed, .,;:w'IdrmaW".."NW..Nnm'sryodm:,n'Id'III rnmmmWr,m, 11H; I',, &m+Mmotb idcr�da n "'.P 8,5 �mmyw�mwm�,tec!, 712(V2021 n.,a"�W 31 1:1 II 68 316 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period AM PHF 0.95° ��, ���Ill,������������1������'�����','ll����I'll����I'll��,'ll����I'll����I'll��,'ll��'ll����I'll����I'll����I'll��,'ll����I'll����I'll��,'ll����I'll����I'll��,'ll,'ll����I'll����I'll����I'll��,'ll�� ll���ll���������I'll,l������������������������'�����������ll�������������1������������,,�������������,���������,�������������1��������������1������������I��������������l1����������������lll�����������'ll��''I'll����I'll��,'ll �����I'll����I'll��,'ll����I'll����I'll��,ll,'ll����I'll����I'l����I'll��,'ll����I'll����I'll��,'ll����I'll����I'll��,'ll,'ll' ���'I'll����I'll����I'll��,'ll����I'll����I'll��,'ll����I'll����I'll��,'�������������������������������������������l��������������������������������������� l����I'll����I'll����I'll��,'ll����I'll����I'll��,'ll����I'll��"I'll��,'ll,'ll����I'll����I'll����I'll��,'ll��"I'll����I'll��,'ll����I'll����I'll��,'l l,'ll����I'll����I'll����I'll��,'ll'I����������������������������������I'l����I'll����I'll'll����I'll����I'll��,'ll����I ,, Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 U . Intersection IL 62 LINNEAN @ i1. F Ie Nae 2032 NB 62 LIN A Xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R mmmmmm De and V weh/� ( ), 41 547 15 5 295 3i 13 2 7 64 1 25 ������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������ Signal Information ������������������������������������������������������ �� ����������1,����l���l����������������� 1 ���� , 'd ����������������������������������������������� ������� �������������������������������������������� ������������������������������������������������������������������������������������������������� ������������������������������������������������������������������������������������������������������������������ ��������������������������������������������������������� ��������������������������� ��������������������������� ���������������������������������������������������������� Cycle, s 45.2 Reference Phase 2 ,,- � , , � - , 4#b Offset, s 0 Reference Point End Green 0.2 4.. .... 1 1 �` .. 17.0 a.�o" 11.9 0.0 0.0 Uncoordinated Yes S'll imult. Gap E/W On, Yello w 3.0 0.0 4.5 4.5 0.0 �� Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 1.5 1.5 0.0 jj.0.0 0.0 G ,I T,. Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 3.0 8.0 6.0 Phase Duration, s 4.3 24.1 3.2 23.0 17.9 17.9 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 3.0 6.2 3.0 6.2 4.0 4.0 Queue Clearance Time ( g s ), s 2.7 7.4 2.1 4.9 2.6 4.5 Green Extension Time ( g e ), s 0.0 10.7 0.0 10.7 0.3 0.3 Phase CaII Prohaplllt Y o 42 1.00 06 1.00 0.77 0.77 Max Out Probability 0.00 0.03 0.00 0.02 0.00 0.00 Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 "IlAdjusted Flow Rate ( v), veh/h 43 297 295 5 311 33 23 67 27 "IlAdjusted Saturation Flow Rate ( s ), veh/h/In 1668 1781 1764 1781 1668 1485 1214 1223 1594 Queue Service Time ( g s ), s 0.7 5.4 5.4 0.1 2.9 0.6 0.0 2.0 0.6 Cycle Queue Clearance Time (g � ), s 0.7 5.4 5.4 0.1 2.9 0.6 0.6 2.5 0.6 Green Ratio ( g/C ) 0.41 0.40 0.40 0.38 0.38 0.38 0.26 0.26 0.26 Capacity ( c ), veh/h 520 713 707 362 1257 560 447 468 420 Volume -to -Capacity Ratio (X) 0.083 0.416 0.417 0.015 0.247 0.058 0.052 0.144 0.065 Back of Queue ( Q ), ft/In ( 95 th percentile) 8.4 68.9 64.3 1 35.5 7 7.3 20.8 7.4 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.3 2.6 2.6 0.0 1.3 0.3 0.2 0.8 0.3 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.04 0.00 0.00 0.01 0.00 0.00 0.00 0.07 0.00 Uniform Delay ( d i ), s/veh 8.3 9.8 9.8 9.1 9.7 9.0 12.5 13.4 12.5 Incremental Delay ( d2 ), s/veh 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.0 Initial Queue Delay ( d3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d s/ve� ( ) 8.3 9 9 9 9 9 1 9 7 9 0 12 5 13 4 12 5 (LOS) Level of Service LOS A A A A A A B B ,������������l����������������������������������������������������������� B A roach Dela s/ve /LOS Pp Y 9$ A 9 A 12.5 B 13 2 B Intersection Delay, s/veh / LOS 10.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score LOS 1 B 1 88 B 2 41 B 2.2 26 B BIc cIe LOS Score � LOS Y 1.01 ........................................................................................................................................................................................................................................................................................................................ A 0.78 A 0.53 A o.°°"s""'4°°°°°°°°°°°°°° A itr III Illvnumda, AH IIII'.ud° ht Il11::Re em�drr.d:�. IK� '5r, St w is id'a w� hni 7 i3."6 m��iw�rd�er� /2 tl,�1 ��'"1 . !! "N III N#9N 69 317 HCS7 Signalized Intersection Intermediate Values General Information T Approach Movement L Intersection Information Agency GHA T Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other r , , n Ju sd ct o IDT O TIn P rl e e od AM PHF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection IL 62 LINNE IAN FHe Name 2032 NB 62 LIN AM.xus 0.922 Project Description CLOUD HQ Dhlf tion T Approach Movement L Demand (v ), veh/h R Signal Information T Cycle, s 45.2 Reference Phase Offset, s 0 Reference Point Uncoordinated Yes SInult. Gap EDW Force Mode Fixed Simult. Gap N/S Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Appendix G EB WB NB SB LT'l""I'll'llI "I'l""I'll""I'll'll""I"ll""I'll""I'll",'ll""Ill'I'll""I'l'll,'ll""I'll""I'll",'ll""I'll""II "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll"I "I'l""I'll""I'l'll""I'll""I'll",'ll""I'll"I "I'l""I'll""I'll'll""I'll""I'll,'ll""I'll"I "I'l""I'll""I'll'll""I'll""I'll",'ll""I',l""I R L T R L T R L T R 41 547 15 5 295 31 13 2 7 64 1 25 ����������������������������������������� ���������������������������������������������������������� ������������������������������������������������������������ ���������������������������������������������������������l����������1����l���l�������������������� ����l����������������������������������������������� �������������������������������������������������������� �������������������������������������������������������������������������������������������������������������������l��������������������������������������������������������������������������������������������������������������� ��������������������������������������� - - - y J I I1 2 End.............................................. Green I 0.2 On Yellow 3.0 On Rea o.o 0.0 1111.5 1111.5 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.922 0.938 1.000 0.984 0.922 0.922 1.000 0.805 1.000 0.906 0.984 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 0.952 0.000 0.848 0.794 0.681 0.000 Multimodal 0.990 0.990 NB 0.000 0.847 0.000 0.794 0.972 0.000 1.198 0.852 0.852 1.000 1.557 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.08111, 1 4 0.000 1.0000.945 0.000 0.101 0.000 0.101 Pedestrian Mcorner / Mc. 1.000 1.000 0.943 8""'°Oo:°""s"'4"°°°°°° 8 2 753 so 8 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1668 3451 95 1781 3335 1485 717 110 386 1I'll223 61 1533 0 03 0 40 6 40 0 00 0 38 0 38 0 26 0 26 0 26 0.26 0.26 0.26 0.o4 0.04 ii 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 3.0 6.0 3.0 6.0 6.0 6.0 Green Ratio (g/C) 0.41 0.40 0.38 0.38 0.26 0.26 Permitted Saturation Flow Rate (sp), veh/h/In 1001 0 825 0 1405 1223 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 17.1 0.0 17.0 0.0 11.9 11.9 Permitted Service Time (g,), s14.2 0.0 10.7 0.0 11.4 11.4 Permitted Queue Service Time (gps), s 0.1 0.0 0.0 2.0 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 1.4 0.0 Queue Service Time Before Blockage (gfs), s 0.3 Pi rotected Right Saturation (SR), wehntln 0 i R Protected RghtEffective GreenTime(g)s 0.0 Multimodal EB WB NB SB Pedestrian FW / Fv 0.972 0.000 1.198 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Faeiay 0.000 0.08111, 1 4 0.000 0.087 0.000 0.101 0.000 0.101 Pedestrian Mcorner / Mc. B�� �Ieti �ti Y 8""'°Oo:°""s"'4"°°°°°° 8 2 753 so 8 526 72 1.26 526 �2 2.26 Bi� �le F FV Y 3.64 0.12 3.64 0 29 3 4 0 04 3.64 0.�6 C:c%yHgM +'1 20dV ;,N W..�Pn�"shod rsku'Vd' f III Il11aNd, ,, ,SAH 111 ug ht III"w �.��riN.gdd,�, d, 1 H� S I',, "���+,'motb iii"+Lr���m^mun "'.P ��,5 � »ew��wm�, tet! . e/` Od 12 11�1:20� 3111 1143V 70 318 HCS7 Signalized Intersection Results Graphical Summary General Information Intersection Information Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other ID T Jurl sdl ctl oh O Time Period erlod AM PHF 0 95 Urban StreetIL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection IL 62 I INNEMAN File Name 2032 NB 62 LIN AM.xus Prosect Descri tlon 1 p CLOUDH Q Demand Information EB WB NB APP roach Movement L T R L T R L T Demand V )weh/h ( 41 547 15 5 295 11 13 2 Signal Information VIII � IIII yc e, s Reference ase 2 x Offset, s 0 Reference Point Green 0.2 1.1 0� 17.lili 11.9 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4 5 4 5 0 0 0 0 �I Force Mode Fixed Simult. Ga N/S Oh Red 0.0 0.0 15 15 00 00 Movement Group Results EB WB NB Approach Movement L T R L T R L T Back of Queue ( Q ), Win ( 95 th percentile) 8.4 68.9 64.3 1 35.5 7 7.3 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.3 2.6 2.6 0.0 1.3 0.3 0.2 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.04 0.00 0.00 0.01 0.00 0.00 0.00 Control Dela d s/ven Y( ) 8 3 9.9 9.6 9 1 9 7 9 0 12 5 LSI f Service L e e o Se ce ( OS) A A A A A A B A roach Dela s/veh Los PP Y 9 8 A 9 A 12 5 8 Intersection Delay, s/veh / LOS 10.1 0.3 8.3 2.6 9.9 2.6 9.9 0.8 0.3 I 12.5 13.4 9.0 0.3 9.7 MMM 1.3 9.1 MO 12.5 1 0.2 R 7 G7 Appendix G SB L T R 64 1 11 SB L T 20.8 7I'll I'll .4 0.8 0.3 0.07 0.00 13.4 12.5 B B 132 B B 11 CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u� htsIllRw. scu°rivoil.11 'lldor: on 7 8,5 Gen r.'tecl 7/2012021 3,20,31 III':,p 31 9 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up',��rko+) 20 !l Lllnfl°lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldlivMon 7 13. 5 Gencrated: 7/201M,l 120'31 111:1M 72 320 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period AM PHF 0.95° #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1> 7.00 U . Intersection lL 62 LINNEMAN @ i1. F ie Name 2032 TOT 62 LlN A Xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R mmmmmm Deland V weh/� ( ) 41 558 15 5 309 45 13 2 7 76 1 25 ������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������ Signal Information ������������������������������������������������������ �� ����������1,����l���l����������������� ���� ����������������������������������������������� ������� �������������������������������������������� ������������������������������������������������������������������������������������������������� ������������������������������������������������������������������������������������������������������������������ ��������������������������������������������������������� ��������������������������� ��������������������������� ���������������������������������������������������������� Cycle, s 46.2 Reference Phase 2 ' 4#bU Offset, s 0 Reference Point End,,, Green 0.2 a .... 1.1 "` .. 17.6 a' � 12.2 0.0 0.0 ,o, � a Uncoordinated Yes S��� imult. Gap E/W On, Yello w 3.0 0.0 4.5 4.51111111111M. 0.0 0.0 �� 'T Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 1.5 1.5 0.0 111111111-j 0.0 '� a ,. I Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 41 558 15 5 309 45 13 2 7 76 1 25 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 10 8 2 10 10 25 12 2 P111 ed / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0mmmmm 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 225 0 115 0 0 0 300 0 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 45 45 45 45 45 45 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 15.0 55.0 20.0 20.0 Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 4.5 4.5 Red Clearance Interval (R�), s 0.0 1.5 0.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 8 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.03 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 Recall ModeOff Min Off Min Off Off Dual Entry No Yes No Yes Yes Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s 0.0 m iiiil 0.0 0000001M 20.0 11111M= 0.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width � Island / Curn 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder ft P 11 5 0 2.0 12 5 0 2.0 12 5.0 2 0 i 12 5.0 2 0 Pedestrian SignalOccupied Parkin g p 9111111 No 0.50 No 0.50 No 0.50 No 0.50 �� .,;:w'IdrmaW".."NW..Nnm'sryodm:,n'Id'III rnmmmWr,m, J' " , fi 11II'W'.ugh III m!,rn�'omed, 11H; ", &m+Mmotb idcr�da n "'.P 8,5 �mmyw�mwm�,tec!, 712(V2021021 : 2 ,33II 1:1 73 321 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period AM PHF 0.95° #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1> 7.00 U . Intersection IL 62 LINNEMAN @ i1. F Ie Nan1e 2032 TOT 62 LIN A Xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R mmmmmm De and V weh/� ( ), 41 558 15 5 309 45 13 2 7 76 1 25 ������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������ Signal Information ������������������������������������������������������ �� ����������1,����l���l����������������� ���� ����������������������������������������������� ������� �������������������������������������������� ������������������������������������������������������������������������������������������������� ������������������������������������������������������������������������������������������������������������������ ��������������������������������������������������������� ��������������������������� ��������������������������� ���������������������������������������������������������� Cycle, s 46.2 Reference Phase 2 ' 4#bU Offset, s 0 Reference Point End,,, a .... "` .. a' � �o� � a Green 0.2 1.1 17.6 12.2 0.0 0.0 Uncoordinated Yes S��� imult. Gap E/W On, Yello w 3.0 0.0 4.5 4.51111111111M. 0.0 0.0 �� 'T Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 1.5 1.5 0.0 111111111-J 0.0 '� a ,. I Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.14.0 1.1 3.0 8.0 6.0 Phase Duration, s 4.3 24.7 3.2 23.6 18.2 18.2 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 6.0 Max Allow Headway ( MAH), s 3.0 6.2 3.0 6.2 4.0 4.0 Queue Clearance Time ( g s ), s 2.7 7.6 2.1 5.1 2.6 4.9 Green Extension Time (g e ), s 0.0 11.1 0.0 11.2 0.3 0.3 Phase CaII Propaplllt Y 0.43 1.00 0 �7 1.00 0.81 0.81 Max Out Probability 0.00 0.03 0.00 0.03 0.00 0.00 Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R Lmmm T R "IlAssigned Movement 5 2 12 1 6 16 3 8 18 �'ll""I'll",���ll,���ll,���,,,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���,,,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���,,,���ll,���ll,���ll,���ll,���ll,���ll,���I 7 4 14 .... .......................................................................................................................................................................................................................................................................................................................................................................................... Adjusted Flow Rate ( v), veh/h 43 303 300 5 325 47 23 80 27 "IlAdjusted Saturation Flow Rate ( s ), veh/h/In 1668 1781 1765 1781 1668 1485 1213 1223 1594 Queue Service Time ( g s ), s 0.7 5.6 5.6 0.13.1 0.9 0.0 2.4 0.6 Cycle Queue Clearance Time (g � ), s 0.7 5.6 5.6 0.1 3.1 0.9 0.6 2.9 0.6 Green Ratio ( g/C) 0.41 0.41 0.41 0.39 0.38 0.38 0.27 0.27 0.27 Capacity ( c ), veh/h 514 723 716 360 1275 568 446 467 423 Volume -to -Capacity Ratio (X) 0.084 0.419 0.419 0.015 0.255 0.083 0.052 0.171 0.065 Back of Queue ( Q ), ft/In ( 95 th percentile) 8.7 72.6 67.7 1.1 38.7 10.6 7.6 25.8 7.6 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.3 2.7 2.7 0.0 1.4 0.4 0.3 0.9 0.3 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.04 0.00 0.00 0.01 0.00 0.00 0.00 0.09 0.00 Uniform Delay ( d i ), s/veh 8.3 9.8 9.8 9.2 9.8 9.1 12.7 13.8 12.7 Incremental Delay ( d2 ), s/veh 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.0 Initial Queue Delay ( d3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d s/ve ( ) 8 3 10 0 10 0 9 2 9 8 9 1 12 7 13 8 12 7 (LOS) Level of Service LOS A A A A A A B B B A roach Dela s/ve8 /LOS Pp Y 9 9 A 9.7 A 12 7 B 11 13 5 B Intersection Delay, s/veh / LOS 10.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score LOS 1 66 B 1 88 B 2 41 B 2.2 28 B BIc cIe LOS Score LOS Y 1 02 A 0 8o A 0.53 A 0 66 A III lvuda, AH IIIudit esemr�. K5St is"d h �ni 3." m������7/2012021 !! 'tl III #itr 74 322 HCS7 Signalized Intersection Intermediate Values General Information Agency GHA Approach Movement Analyst DB Analysis Date Jurisdiction IDOT Time Period Urban Street IL RTE 62 ALGON t�IN Q Anal sis Year y Intersection IL "Q.. LINNE�IAN FII. Na e Project Description CLOUD HQ Dhlf tion 0.250 Approach Movement Other Demand (v ), veh/h 0.95 Signal Information 1 > 7 00 Cycle, s 46.2 Reference Phase Offset, s 0 Reference Point Uncoordinated Yes SInult. Gap EDW Force Mode Fixed Simult. Gap N/S Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Intersection Information Duration, h 0.250 20, 2021 Area Type Other PHF 0.95 FAL 2o11 Analysis Period 1 > 7 00 �2 TOT 62 LIN AM.xus L Appendix G EB WB NB SB LT'l""I'll'llI "I'l""I'll""I'll'll""I"ll""I'll""I'll",'ll""Ill'I'll""I'l'll,'ll""I'll""I'll",'ll""I'll""II "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll"I "I'l""I'll""I'l'll""I'll""I'll",'ll""I'll"I "I'l""I'll""I'll'll""I'll""I'll,'ll""I'll"I "I'l""I'll""I'll'll""I'll""I'll",'ll""I',l""I R L T R L T R L T R 41 558 15 5 309 45 13 2 7 76 1 25 ����������������������������������������� ���������������������������������������������������������� ������������������������������������������������������������ ���������������������������������������������������������l����������1����l���l�������������������� ����l����������������������������������������������� �������������������������������������������������������� �������������������������������������������������������������������������������������������������������������������l��������������������������������������������������������������������������������������������������������������� ��������������������������������������� - - - y J I I1 2 End.............................................. Green I 0.2 On Yellow 3.0 On Rea o.o 0.0 1111.5 1111.5 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.922 0.938 1.000 0.984 0.922 0.922 1.000 0.805 1.000 0.906 0.984 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 0.952 0.000 0.847 0.793 0.681 0.000 0.991 0.991 0.000 0.847 0.000 0.793 0.852 0.852 1.000 1.000 1.0000.945 1.000 1.000 0.943 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1668 3453 93 1781 3335 1485 717 110 386 1223 61 1533 003 041 041 000 038 038 021 021 027 0.27 0.27 0.27 0.14 0.04 ii 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R Lost Time (L) 3.0 6.0 Green Ratio (g/C)0.41 0.000 0.41 Permitted Saturation Flow Rate (sp), veh/h/In 988 0 Shared Saturation Flow Rate (ssb), veh/h/In 0.38 Permitted Effective Green Time (gp), s 17.7 0.0 Permitted Service Time (g,), s 14.6 0.0 Permitted Ueue Service Time s s Q (gp ), 0.1 0.11 Time to First Blocka e f s g (g ). D.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow (sR), veh/h/In Protected Right Effective Green Time (gR)... siiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillilillillilI Multimodal WBT/R NBL EB Pedestrian FW / Fv SBT/R 0.972 0.000 Pedestrian Fs / Fdeiay 6.0 6.000 0.084 Pedestrian Mcorner / Mc. 0.38 0.27 IS SIeti f de Bicycle Y 0.27 811 41 815 Bicycle F FV 1405 11111 3.54 0.11 C:e% oma M� + 0d' ;`N W..Pnhiid rskq ';'V , AH III' ug ht I" IIw m crivd,,mm„�. i�III mnm, WBL WBT/R NBL NBT/R SBL SBT/R 3.0 6.0 6.0 0.000 6.0 0.39 0.38 0.27 0.101 0.27 816 0 1405 12.47 1223 3 54 0.04 0 01s 17.7 0.0 12.2 12.2 11.1 0.0 11.7 11.7 0.0 0°.0 2 4 0.0 0.0 .4 0 0 0.3 0 0.0 WB 1.198 0.0 0.000 0. 00087 764.56 8.81 334 031 !�������� ........................................................................................... 75 NB SB 1.710 0.100 11557 0.000 0.010 0.101 0.000 0.101 530111 12.41 530 11 12.47 3 54 0.04 3.54 01s 323 HCS7 Signalized Intersection Results Graphical Summary General Information Intersection Information Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other ID T Jurl sdl ctl oh O erlod Time Period AM PHF 0 95 Urban StreetIL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1 7.00 Intersection IL 62 LINNEMAN Fiie Name 2032 TOT 62 LIN AM.xus Prosect Descri tlon 1 p CLOUD H Q Demand Information EB WB NB APP roach Movement L T R L T R L T Demand V )weh/h ( 41 558 15 5 309 45 13 2 Signal Information VIII � IIII Cycle, s 46.2 Reference Phase 2 4.. x Offset, s 0 Reference Point End,,,, Green 0.2 1 •1 17.6 12.2 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4 5 4 5 0 0 0 0 �I Force Mode Fixed Simult. Ga N/S Oh Red 0.0 0.0 15 15 00 00 Movement Group Results EB WB NB Approach Movement L T R L T R L T Back of Queue ( Q ), Win ( 95 th percentile) 8.7 72.6 67.7 1.1 38.7 10.6 7.6 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.3 2.7 2.7 0.0 1.4 0.4 0.3 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.04 0.00 0.00 0.01 0.00 0.00 0.00 Control Dela d s/ven Y( ) 8.3 10.0 10 0 9.2 9.89.1 12.7 LSI f rv� L e e o Service (LOS) A A A A A A B A roach Dela s/veh Los PP Y 9 9 A 9 7 A 12 7 g Intersection Delay, s/veh / LOS 10.2 0.3 8.3 2.7 M10.0 2.7 M10.0 0.9 0.3 I 12.7 13.8 9.1 0.4 9.8 1.4 9.2 0 12.7 1 0.3 R 7 G7 Appendix G SB L T R 75 1 11 SB L T 25.8 7.6 0.9 0.3 0.09 0.00 13.8 11.1 B B 135 B B 11 CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u� htsIllRw. scu°rivoil.11 WW ' W I W r 'lldor: on 7 8,5 Gen r.'tecl 7/2012021 3,2133 Ill,p 324 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up',��rko+) 20 !l Lllnfl°lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldlivMon 7 13. 5 Gencrated: 7/201M,l 12'LM 111:1M 77 325 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period PM PHF 0.95° #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1> 7.00 U . Intersection lL2 LINNEhAN @ F ie Name i 2o2t2 LlN Pll Xus 1. Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Deland V weh/� ( ) 41 558 4 0 7! 3 66 9 4 5 71 2 36 Signal Information ? „ r ::, - ' 4#b ycle, s 59.5 Reference Phase 2 Offset, s 0 Reference Point End Green 17 ... 28.8 ,.� 14.0 0.0 0.0 .... 0.0 �o" 2 '� 4 U n„ coordinated Yes S'mult. Gap a E/W p On Yellow 3.0 4.5 4.5 0.0 0.0 0.0 �, 'IV' Force Mode Fixed Simult. Gap N/S On Red 0.0 .,,. 1.5 ,.., 1.5 0.0 0.0mmlmml 0.011 aY 7 Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 47 558 4 01111111111111 713 66 9 4 5 71 2 36 Initial Queue (Qb), veh/h 0 0 0 0 1111111111111 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 10 4 2 3 2 2 6 50 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 111111111111 0 0 0 0 "IlArrival Type (AT) 3 3 3 3 3 3 3 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 225 0 115 0 0 0 300 0 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 45 45 45 45 45 45 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 15.0 55.0 20.0 20.0 Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 4.5 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 8 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min Off Off Dual Entry No Yes No Yes Yes Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s Him 0.0 Him 0.0 = 20.0 0.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street°°Widt°n°°°� Island / Curn 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Bike Lane / Shoulder ft P 11 5 0 2.0 12 5 0 2 0 12 5.0 2 0 12 5 0 2 0 Pedestrian SI nal Occu 1ed Parkin Signal p 9 No 0.50 No 0.50 No 0.50 No 0.50 .,;:w'IdrmaW "".."NW..Nnr'sryod:,n'Id'III rnmWr,r, J ', AH 11II'W'.umP h III m!, rv'ed, 11 H;S rvr "�W�+,'motb idcr oda n "'.P 8,5 GencratemM. 712(V2021 021 1. ,a" :' IIf:3N" 78 326 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period PM PHF 0.95° #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1> 7.00 U . Intersection lL2 LINNEhAN @ F le Name i 20212 LlN Pll Xus 1. Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Deland V weh/� ( ), 41 558 4 0 7! 3 66 9 4 5 71 2 36 Signal Information ? „ r ::, - ' 4#b ycle, s 59.5 Reference Phase 2 Offset, s 0 Reference Point End ... ,.� .... �o" 2 '� 4 Green 17 28.8 14.0 0.0 0.0 0.0 U n„ coordinated Yes S'mult. Gap a E/W p On Yellow 3.0 4.5 4.5 0.0 0.0 0.0 �, 'IV' Force Mode Fixed Simult. Gap N/S On Red 0.0 .,,. 1.5 ,.., 1.5 0.0 0.0mmlmml 0.011 aY 7 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number '6.0 1.1 3.0 8.11 0 6.0 Phase Duration, s 4.7 39.5 0.0 34.8 20.0 20.0 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.06.0 6.0 Max Allow Headway ( MAH), s 3.0 6.2 0.0 6.2 4.2 4.2 Queue Clearance Time ( g s ), s2.8 7.0 10.3 2.5 5.3 Green Extension Time ( g e ), s 0.0 19.0 0.0 18.5 0.4 0.3 Phase Call Probablllt Y 0.56 1.00 1.00 0.89 0 89 Max Out Probability 0.00 0.17 0.20 0.00 0.00 Movement Group Results lli EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1"Il 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v), veh/h 49 296 295 0 751 69 19 75 40 Adjusted Saturation Flow Rate ( s ), veh/h/In 1668 1841 1836 1781 1766 1585 1525 1277 990 Queue Service Time ( g s ), s 0.8 5.0 5.0 0.0 8.3 1.4 0.0 2.9 1.9 Cycle Queue Clearance Time (g � ), s 0.8 5.0 5.0 0.0 mmm0.43 8.3 1.4 0.5 3.3 1.9 Green Ratio (g/C) 0.55 0.56 0.56 0.48 0.48 0.23 0.23 0.23 Capacity ( c ), veh/h 399 1037 1034 492 11111111111 1712 768 449 411 233 Volume -to -Capacity Ratio (X) 0.124 0.286 0.286 0.000 0.438 0.090 0.042 0.182 0.172 Back of Queue ( Q ), ft/In ( 95 th percentile) 9.9 60.6 58.6 0 109.6 16.7 8 34.9 24.4 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.4 2.3 2.3 0.0 4.3 0.7 0.3 1.3 0.7 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.04 0.00 0.00 0.00 0.00 0.000.00 0.12 0.00 Uniform Delay ( d i ), s/veh 7.3 6.8 6.8 0.0 10.0 8.3 17.6 18.9 18.1 Immm ncremental Delay ( d 2 ), s/veh 0.1 0.1 0.1 0.0 0.1 0.0 0.0 0.1 0.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 C"I'll",��'ll""I'll"'ll",'ll""I'll""I'll",'ll""I'll""I'llI ontrol Delay d s/veh ( ) 7.3 6.8 6.8 0 0 10 1 8 3 17 19 0 18 3 (LOS) Level of Service Los A A A B A B B B "IlA roach s/veh /LOS PpDelay, 6.9 A 9.9 A 17.� B 18.7 B Intersection Delay, s/veh / LOS 9.4 A Multimodal Results EB NONE= WB NB SB Pedestrian LOS Score � LOS 1 s4 B 1 88 B 2 41 B 2.27 B BIc cIe LOS Score LOS Y 102 A A 0.52 A 0.68 A itr III Illvnumda, AR IIII'.ud° h Il11::Re em�drr.d:�. IK� '5r, St w is "Id'a rshnm 7 i3."6 m �iw�rd�er� /2 tl,�1 ��'"1 .'!!6. Rr'" III N#9N 79 327 HCS7 Signalized Intersection Intermediate Values Appendix G General Information III Intersection Information III ".J A,11 � `* - Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area TypeOther T R L Junsdiction IDOT Time Penod PM PHF 0.95 ,1a 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Penod 1 7.00 , 9 Intersection IL 62 LINNE�AN F Ie Nae 20212 LIN P.Xus 1.000 0.984 1.000 Project Description 61666 HQ 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 �i i I `I,T, +"' Demand Information 1.000 EB 1.000 WB 1.000 NB SB Approach Movement L T R L T R L T R L T R Deand V weh/n ( ) 1.000 47 558 4 0 713 9 4 5 71............................. 36 21��l��������������������������������������������������������� Signal Information 1.000 1.000 ,, , r � :, ������������������������������������������������ ������ ��������������������������������������������� ����������� �������������������������������������������� ��''����''����''����''����''����'����������������������������������l��������������������������������������������������������� , 4#bU ycle, s 59.5 Re erence Phase 2 1.000 1.000 1.000 we- 1.000 Offset, s 0 Reference Point End,,,, Green 17 1o" 28.8 14.0 0.0 0.0 0.0 1.000 I 1.0001.000 p On Yellow Left -Turn Adjustment Factor (fir) 0 0 �I 11 Force Mode Fixed F zed Simult. Gao N/S On Red 0.0 5 �.5 0 .0 0.0 0.0 0.716 ax Saturation Flow/ Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (fHv9) 0.922 0.969 1.000 0.984 0.977 0.984 1.000 0.984 1.000 0.953 0.610 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IlArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 1.000 1.000 1.000 0.952 1.000 1.000 1.000 1.000 1.0001.000 1.000 Left -Turn Adjustment Factor (fir) 0.952 0.000 0.952 0.000 0I'll.867 0.815 0.716 0.000 Right -Turn Adjustment Factor (fRr) 0.997 0.997 0.000 0.847 0.000 0.815 0.854 0.854 Left -Turn Pedestrian Adjustment Factor (fipb) 1.000 1.000 1.000 0.938 Right -Turn Ped -Bike Adjustment Factor (fRpb) 1.000 1.000 0.936 1.000 Work Zone Adjustment Factor (f.Z) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DDI Factor (fDDI) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1668 3651 26 1781 3533 1585 762 339 424 1277 52 938 Proportion of Vehicles Arriving on Green (P) 0.03 0.56 0.56 Incremental Delay Factor (k) 0.04 0.04 0.04 0Em / Movement Groups EBL EBT/RBT/R iHHii)1=ir L6I'll.0 6.0.Green Ratio (g/C) 0.55 0.56 0.43 048 .23 0.23 Permitted Saturation Flow Rate (sp), veh/h/In 667 0 825 0 1389 1277 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 30.8 0.0 28.8 0.0 14.0 14.0 Permitted Service Time (g,), s 20.6 0.0 26.5 0.0 12.1 13.5 Permitted Queue Service Time (gps), s 0.8 0.0 0.0 2.9 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 2.0 0.0 Queue Service Time Before Blockage (gfs), s 0.3 Protected Right Saturation Flow sR wehhln g ( ), 0 Protected Right Effective Green TIIe R s g (gR), 0.0 Multimodal EB WB NB SB Pedestrian FW / Fv 0.972 0.000 1.198 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs / Fdeiay 0.000 0.070 0.000 0.083 0.000 0.115 0.000 0.115 Pedestrian Mcorner / Mc. B�� �Ieti �ti Y 1126 58 5°°"s""7"°°°°°°°°°°° °°°°°°°°°"s""s°"s""°11 7 "s""o 4"s""°9 74 17.40 469 74 17 40 BIC CIe F / FV 11 YIN 3 64 0:53 3 ""6""4 0 8s , 3 84 0 03 1111111 3 84 0 19 1111 Copw yrkjh +'1 20 ;,N W..hlshod rsku V of III IlIaHd, ,, ,AH 111 ug ht III"w scN.gded, 11 HS I',, &mot 'hi'&Man "'.P 8,5 Gencmatet! . e/` OV 12R,A:26R 0 1141PH 80 328 HCS7 Signalized Intersection Results Graphical Summary General Information File Name 202°1°°°62 LIN PM.Xus Intersection Information Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jur sd, ct, oh ID T O rp Time Period PM PHF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersection IL 2 LINNEMAN File Name 202°1°°°62 LIN PM.Xus Pro'ect Descri ticn 1 p CLOUD H Q Demand Information EB WB APP roach Movement L T R L T R eand( V weh/a ) 47 558 4 0 III 713 0 Signal Information �, „w U Vu Cycle, s 59.5 Reference Phase 2 Offset, s 0 Reference Point End Green I 1.7 28.8 ...................................................... 14.0 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 3 0 4.5 4 5 0 0 0.0 F r M oce ode FX ed im N S ult. Gap /S On Red ......................................................................................................................................................................... 0.0 1.5 1.5 00 0 Movement Group Results EB WB Approach Movement L T R L T R Back of Queue ( Q ), ft/In ( 95 th percentile) 9.9 60.6 58.6 0 109.6 16.7 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.4 2.3 2.3 0.0 4.3 0.7 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.04 0.00 0.00 0.00 0.00 0.00 Control Dela d s/ven Y ( )� 7.3 0.8 0 8 0 0 10 1 8 3 LVI f Service L e e o Se ce ( OS) A A A B A A roach Dela s/veh /LOS PP Y� 0 9 A 9.9 A Intersection Delay, s/veh / LOS 9.4 0.4 7.3 2.3 6.8 2.3 6.8 1.3 0.7 18.3 19.0 8.3 0.7 10.1 4.3 0 NB L T 8 0.3 0.00 176 B 17 6 Illi 17.6 1 0.3 B G7 0 Appendix G SB L T R 11 2 36 SB L T 34.9 24.4 1.3 0.7 0.12 0.00 190 18.3 BB B 11 I ��p'�d�mu�tl�W D' r,ltr III Il1orkW,a ,, WWW II'I',u� hts lR Ilw. s�;,,u°rivell. I WW '; ci'� War l W r 'lld�„r: on '7 ,5 Gen u�.'tecl 7/20!° 021 . "W 107 III',p 329 ° n,m ' .''N W,�u�d°�dr a u�+ No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�.up'�,d�rkoit ,+) 20!�!!l Llln'fl°lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldlivMon 7 3.5 Gencrated: 7/201M,l 1MG7 111:1M 82 330 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period PM PHF 0.95° ��, Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 U . Intersection lL 62 LINNEhAN @ i1. F le Name 2032 NB 62 LlN Ph Xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L m''11''I'm ��������������������������������������������������������������� 11111111111 T 111111111111 R Demand V weh/� ( ) 49 584 5 1 747 fig 10 5 75 2 37 ������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������ Signal Information ������������������������������������������������������ �� �����1����l���l����������������� ��� ����������������������������������������������� ������ �������������������������������������������� ������������������������������������������������������������������������������������������������ �������������������������������������������������������������������������������������������������������������������������� ���������������������������������������������������������l���������������������������������������������������������� Cycle, s 61.6 Reference Phase 2 �� L� we 4#b Offset, s 0 Reference Point End Green 0.1 a .... 1.7 �` .. 30.6 a' � 14.3 0.0 0.0 �o� � a Uncoordinated Yes imult. Gap E/W S'll11 On Yello w 3.0 0.0 4.5 4.5 0.0 0.0 __, Fixed Simult. Gap N/S On Red 0.0 .... 0.0.... 1.5 1.5 0.0 0.0,tion G 11 7 '. it" EB WB NB SB ment L T R L T R L T R L T R h/h 49 584 5 1 747 69 10 5 6 75 2 37 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 10 4 2 3 2 2 6 50 P111 ed / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 33 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 225 0 115 0 0 0 300 0 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 1111111111111111 45 45 45 45 45 45 45 45 45 Boom= Phase Information EBL EBT 0*� NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 ..20.0 20.0 Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 4.5 4.5 Red Clearance Interval (R�), s 0.0 1.5 0.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 8 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min Off Off Dual Entry No Yes No Yes Yes Yes Walk (Walk), s 0.0 0.0 mm 7.0 0.0 Pedestrian Clearance Time (PC), s 0.0 0.0 20.0 0.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Wldtn / lslana � Curn 0 0 No 0 0 No 0 0 No 0 0 No Width Outside / Blke Lane � Shoulder ft ° 12 5 0 2.0 12 5 0 2 0 12 5 0 2.0 12 5 0 2 0 Pedestrian Sl nal Occu 1ed Parkin Signal p 9 IVo 0.50 .. 0 50 No 0.50 Nc 0.50 .,;:w'IdrmaW".."NW..Nnm'sryodm:,n'Id'III rnmmmWr,m, J'" , Ah lll'W'.umP Wry III m!,rw�'omed, IWW SI',, ,�Ww+,'motb idcr�Wm^.m'n P 8,5 �mmyw�mwm�,tec!, 7 md'.�,20 "W n:25� 511113 83 331 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" " , G �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period PM PHF 0.95° ��, Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 U "6""'2 . Intersection lL2 LINNEhAN @ i1. F le Nae 2032 NB LlN Ph Xus Project Description CL Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L m''11''I'm ��������������������������������������������������������������� 11111111111 T 111111111111 R Demand V weh/� ( ), 49 584 5 11 1 747 fig 10 5 75 2 37 ������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������ Signal Information ������������������������������������������������������ �� �����1����l���l����������������� ��� ����������������������������������������������� ������ �������������������������������������������� ������������������������������������������������������������������������������������������������ �������������������������������������������������������������������������������������������������������������������������� ���������������������������������������������������������l���������������������������������������������������������� Cycle, s 61.6 Reference Phase 2 �� L� we 4#b Offset, s 0 Reference Point End a .... �" .. a' � �o� � a Green 0.1 1.7 30.6 14.3 0.0 0.0 Uncoordinated Yes imult. Gap E/W S'll11 On Yello w 3.0 0.0 4.5 4.5 0.0 0.0 �� 'IV' Force Mode........................................................ Fixed Simult. Gap N/S On Red 0.011111111111111 ..... 0.0.... 1.5 1.5 .............................................................. 0.0 ............................................................... 0.0 .............................. G 11 ,. Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 3.0 8.0 6.0 Phase Duration, s 4.8 38.3 3.1 36.6 20.3a Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 Max Allow Headway ( MAH), s 3.0 6.2 3.0 6.2 4.2 Queue Clearance Time ( g s ), s 2.9 8.0 2.0 10.9 2.6 Green Extension Time ( g e ), s 0.0 20.2 0.0 19.7 0.4 Phase Call Prohaplllt Y 0.59 1 00 0 02 1.00 0.91 Max Out Probability 0.00 0.22 0.00 0.24 0.00 Movement Group Results EB WB NB "IllApproach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 "IlAdjusted Flow Rate ( v), veh/h 52 310 310 1 786 73 22 79 41 "IlAdjusted Saturation Flow Rate ( s ), veh/h/In 1668 1841 1835 1781 1766 1585 1533 1274 990 Queue Service Time ( g s ), s 0.9 6.0 6.0 0.0 8.9 1.5 0.0 3.2 2.0 Cycle Queue Clearance Time (g � ), s 0.9 6.0 6.0 0.0 8.9 1.5 0.6 3.8 2.0 Green Ratio ( g/C ) 0.54 0.52 0.52 0.50 0.50 0.50 0.23 0.23 0.23 Capacity ( c ), veh/h 392 965 962 437 1753 787 441 400 229 Volume -to -Capacity Ratio (X) 0.132 0.322 0.322 0.002 0.448 0.092 0.050 0.197 0.179 Back of Queue ( Q ), ft/In ( 95 th percentile) 11.6 80.2 77.5 0.2 118.5 17.7 9.9 39.1 26.3 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.4 3.1 3.1 0.0 4.6 0.7 0.4 1.5 0.8 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.05 0.00 0.00 0.00 0.00 0.000.00 0.13 0.00 Uniform Delay ( d i ), s/veh 7.6 8.4 8.4 8.1 10.1 8.2 18.4 19.9 19.0 Incremental Delay ( d 2 ), s/veh 0.1 0.1 0.1 0.0 0.1 0.0 0.0 0.1 0.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d s/veh ( ) 7.7 8 5 8 5 8 1 10 1 8 2 18 4 20 0 19.11 1 L''''''''j (LOS) evel of Service Los A A A A B A l���������������������������������������������������������� B B B ........................................................... "IlA roach s/veh /LOS PpDelay, 8 4 A 10 o A 18 4 B 19 7 B trsection Delay, s/veh /LOS IrB 10.1 B timodal Results EB WB NB SB estrian LOS Score LOS 1 65 B 1 88 B 2143 B 2127 B cIe LOS Score LOS .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. 1 A 20 A 0.52 A 0.69 AMMMMMMMM �`rw,�r!�,�dgh �" °ME' 11 Whin °dr rsft� ritr 111 IlIorhla, AH III,I'. gh Il11::Re em��rr.�:�. IK� '5r, St w is "Id'a w� hni 7 i3."6 me�iwwrp� r�7/2012021 .'!! �R 1113M 84 332 HCS7 Signalized Intersection Intermediate Values General Information T Approach Movement L Intersection Information Agency GHA T Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other rl l l n Ju sd ct o IDT O TIn P rl e e od PM PHF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection IL 62 LINNE IAN FHe Name 2032 NB 62 LIN PM.xus 0.984 Project Description CLOUD HQ Dhlf tion T Approach Movement L Demand (v ), veh/h R Signal Information T Cycle, s 61.6 Reference Phase Offset's 0 Reference Point Uncoordinated Yes Simult. Gap E/W Force Mode Fixed Simult. Gap N/S Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (flu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) Appendix G EB WB NB SB LT'l""I'll'llI "I'l""I'll""I'll'll""I"ll""I'll""I'll",'ll""Ill'I'll""I'l'll,'ll""I'll""I'll",'ll""I'll""II "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll"I "I'l""I'll""I'l'll""I'll""I'll",'ll""I'll"I "I'l""I'll""I'll'll""I'll""I'll,'ll""I'll"I "I'l""I'll""I'll'll""I'll""I'll",'ll""I',l""I R L T R L T R L T R 49 584 5 1 747 69 10 5 6 75 2 37 ����������������������������������������� ���������������������������������������������������������� ������������������������������������������������������������ ���������������������������������������������������������l����������1����l���l�������������������� ����l����������������������������������������������� �������������������������������������������������������� ������������������������������������������������������������������������������������������������������������������� ������������������������������������������������������������������������������������������������������������������� ��������������������������������������� - - - y J I I1 .. En 2 d1��::�................................................................................................. 111111111111111111111111�Green 0.1 1.7 30.6 14. OnYellow 3..0 0....0 4...5 4......5 n Red 0.0 0 1.5 1.5 O L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.922 0.969 1.000 0.984 0.977 0.984 1.000 0.984 1.000 0.953 0.610 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 0.952 0.000 0.873 0.820 0.715 0.000 0.997 0.997 0.000 0.847 0.000 0.820 0.854 0.854 1.000 1.000 1.000 0.938 1.000 1.000 0.935 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1668 3645 31 1781 3533 1585 730 365 438 1274 51 939 003 012 052 000 050 050 023 023 023 0.23 0.23 0.23 0.04 0.04 ii 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R Lost Time (L) 3.0 6.0 Green Ratio (g/C)0.54 0.000 0.52 Permitted Saturation Flow Rate (sp), veh/h/In 645 0 Shared Saturation Flow Rate (ssb), veh/h/In 0.50 Permitted Effective Green Time (gp), s 31.3 0.0 Permitted Service Time (g,), s 21.7 0.0 Permitted Ueue Service Time s s Q (gp ), 0.8 1274 Time to First Blocka e f s g (g ). D.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow (sR), veh/h/In Protected Right Effective Green Time (gR)... siiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillilillillilI Multimodal WBT/R EB NBT/R Pedestrian FW / Fv SBT/R 0.972 0.000 Pedestrian Fs / Fdeiay 6.0 6.000 0.078 Pedestrian Mcorner / Mc. 0.50 le BicycBis sle �ti f de 0.23 1047199 l���������������������������O'��'���5�5 F / FV 1388 11111 3.04 1274 C:e% oma 0� + 0d' ;`N W..Pnhiid rskq ';'V , AH III' ug ht III"w m crivd,,mm„�. 5i� DSIII mnm0, WBL WBT/R NBL NBT/R SBL SBT/R 3.0 6.0 6.0 0.000 6.0 0.50 0.50 0.23 0.115 0.23 804 0 1388 18.19 1274 3.64 1.04 0 0.20 30.6 0.0 e/, ()12 1 1:25.05 14.3 14.3 24.4 0.0 12.3 13.7 0.0 0.0 3.2 0.0 0.0 112 0 0 0.4 0 0.0 WB 11198 0.0 0.000 0. 00082 992.58 7.82 354 071 !�������� ........................................................................................... 85 NB SB 1.710 0.000 11557 0.000 0.000 0.11"6""" 0.000 0.115 4"6113.37 1s119 4s3°.37 18.19 3.64 1.04 3.54 0.20 m wencratec!L e/, ()12 1 1:25.05 I1111PH 333 HCS7 Signalized Intersection Results Graphical Summary General Information Intersection Information Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other ID T Jurl sdl ctl oh O erlod Time Period PM PHF 0 95 Urban StreetIL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection IL 62 I INNEMAN File Name 2032"°°N°B"°°62° LIN PM.xus Prosect Descri tlon 1 p CLOUDH Q Demand Information EB WB NB APP roach Movement L T R L T R L T Demand V )weh/h ( 49 584 5 1 747 69 10 5 Signal Information VIII � IIII Cycle, s 61.6 Reference Phase 2 4.. x Offset, s 0 Reference Point Green 0.1 1 7 30.6 14.3 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4 5 4 5 0 0 0 0 �I Force Mode Fixed Simult. Ga N/S Oh Red 0.0 0.0 15 15 00 00 Movement Group Results EB WB NB Approach Movement L T R L T R L T Back of Queue ( Q ), ft/In ( 95 th percentile) 11.6 80.2 77.5 0.2 118.5 17.7 9.9 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.4 3.1 3.1 0.0 4.6 0.7 0.4 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.05 0.00 0.00 0.00 0.00 0.00 0.00 Control Dela d s/ven Y( ) 1.1 8.5 8.5 8 1 10 1 8 2 18 4 LSI f ry� L e e o Service (LOS) A A A A B A B A roach Dela s/veh Los PP Y g 4 A 1010 A 18 4 B Intersection Delay, s/veh / LOS 10.1 0.4 7.7 3.1 8.5 3.1 8.5 1.5 0.8 19.1 20.0 8.2 0.7 10.1 � 4.6 8.1 M 0 18.4 1 0.4 R 6 G7 Appendix G SB L T R 75 2 11 SB L T 39.1 26I'll I'll .3 11 1.5 0.8 0.13 0.00 20.0 19.1 B B 111111111111111111 19 B B 11 CopydghW D ° n,m .''N Und°idr a ut+ r,ltr III Il1orkW,a ,, WWWIII'I',u� htsIllRw. scu°rivell.11 WW '; W II W r 'lldor: on 7 8,5 Gen r.'tecl 7/2012021 .25.05 III'::q 334 No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1�up',��rko+) 20 !l Lllnfl°lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 WS I"' 84roots lldlivMon 7 13. 5 Gencrated: 7/201M,l 12&115 111:1M 87 335 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" " , G �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period PM PHF 0.95° #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1> 7.00 U . Intersection lL 62 LINNEMAN @ i1. F ie Name 2032 TOT 62 LlN P Xus Project Description CL Demand Information EB WB NB SB pproach Movement "IllA����������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� L T R L T R L T R L T R Deand V weh/ 49 596 5 1 753 75 10 5 93 2 37 Signal Information ������������������������������������������������������ �� ����������1����l���l����������������� a ��� ����������������������������������������������� ������ �������������������������������������������� ������������������������������������������������������������������������������������������������ ������������������������������������������������������������������������������������������������������������������ ��������������������������������������������������������� ����������������������������������������������������������������������������������l����������������������������������������������������������������������������� Cycle, s 62.3 Reference Phase 2 - , 4#b Offset, s 0 ��� Reference Point �� End,,, Green 0.1 4.. 1.7 31.1 14.5 0.0 Uncoordinated Yes S��� imult. Gap E/W On, Yello w 3.0 0.0 4.5 4.5 0.0 0.0 �� Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 1.5 1.5 0.0 0.0 G 11 7 its. Traffic Information NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 49 596 5 1 753 76 10 5 6 93 2 37 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 10 4 2 3 2 2 6 50 Ped / Bike / RTOR, /h 0 0 0 0 0 0 50 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 33 3 3 3 3 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 225 0 115 0 0 0 300 0 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 45 45 45 45 45 45 45 45 45 Phase Information EBL EBT **� NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 15.0 55.0 ..20.0 20.0 Yellow Change Interval (l), s 3.0 4.5 3.0 4.5 4.5 4.5 Red Clearance Interval ( R�), s 0.0 1.5 0.0 1.5 1.5 1.5 Minimum Green ( Gmin), s 3 15 3 15 8 8 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Min Off Min Off Off Dual Entry No Yes No Yes Yes Yes Walk (Walk), s 0.0 0.0 7.0 0.0 Pedestrian Clearance Time (PC), s Him 0.0 Him 0.0 = 20.0 0.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Width � lslana � Curn 0 0 No 0 0 No 0 0 No 0 0 No Width Outside � Bike Lane / Shoulder tt P 11 5 0 2.0 12 5 0 2 0 12 5 0 2 0 12 5 0 2 0 Pedestrian Sl nal Occu 1ed Parkin Signal p 9 No o.50 No o.50 No 0.50 No 0.50 C:o,ydr Ijhd +) 20 ":!l Un" hii a : ku Vd' of III Illrnm da,, AH 111 ght III cromed, 11 dd S I',, &motb hdcr Adm^ n "'.P 8,5 113encrr, to L a/ md'.V20 1 n.,":.t. n9 1143 88 336 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information °" ", G'' �#'.11111]' Agency GHA Duration, h 0.250 "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other I Jurisdiction IDOT Time Period PM PHF 0.95° #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1> 7.00 U . Intersection lL 62 LINNEMAN @ i1. F le Nan1e 2032 TOT 62 LlN P Xus Project Description CL Demand Information EB WB NB SB pproach Movement "IllA����������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� L T R L T R L T R L T R Deand V weh/ 49 596 5 1 753 78 10 5 93 2 37 Signal Information ������������������������������������������������������ �� ����������1����l���l����������������� ��� a ����������������������������������������������� ������ �������������������������������������������� ������������������������������������������������������������������������������������������������ ������������������������������������������������������������������������������������������������������������������ ��������������������������������������������������������� ����������������������������������������������������������������������������������l����������������������������������������������������������������������������� Cycle, s 62.3 Reference Phase 2 - , 4#b Offset, s 0 Reference Point End,,, 4.. Green 0.1 1.7 31.1 14.5 0.0 Uncoordinated Yes S��� imult. Gap E/W On, Yello w 3.0 0.0 4.5 4.5 0.0 0.0 �� Force Mode Fixed Simult. Gap N/S On Red Ill0.0 0.0 1.5 1.5 0.0 0.0 G 11 7 its. Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 8.0 6.0 Phase Duration, s 4.8 38.8 3.1 37.1 20.5 20.5 Change Period, ( Y+R � ), s 3.0 6.0 3.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 3.0 6.2 3.0 6.2 4.0 4.0 Queue Clearance Time ( g s ), s 2.9 8.1 2.0 11.0 2.6 6.6 Green Extension Time ( g e ), s 0.0 20.6 0.0 20.0 0.4 0.4 Phase Call Propaplllt Y 0:59 1.00 0 02 1 00 0.94 0.94 Max Out Probability 0.00 0.23 0.00 0.25 0.00 0.00 ======MiM Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 "IlAdjusted Flow Rate ( v), veh/h 52 317 316 1 793 80 22 98 41 "IlAdjusted Saturation Flow Rate ( s ), veh/h/In 1668 1841 1835 1781 1766 1585 1532 1274 990 Queue Service Time ( g s ), s 0.9 6.1 6.1 0.0 9.0 1.7 0.0 4.0 2.1 C... ycle Queue Clearance Time (g � ), s 0.9 6.1 6.1 0.0 9.0 1.7 0.6 4.6 2.1 Green Ratio ( g/C ) 0.54 0.53 0.53 0.50 0.50 0.50 0.23 0.23 0.23 Capacity ( c ), veh/h 390 969 966 433 1762 790 441 399 230 Volume -to -Capacity Ratio (X) 0.132 0.327 0.327 0.002 0.450 0.101 0.050 0.245 0.179 Back of Queue ( Q ), ft/In ( 95 th percentile) 11.6 83 80.2 0.2 121 19.8 10 50 26.8 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.4 3.2 3.2 0.0 4.7 0.8 0.4 1.9 0.8 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.17 0.00 Uniform Delay ( d i ), s/veh 7.7 8.5 8.5 8.1 10.1 8.3 18.6 20.4 19.2 Incremental Delay ( d2 ), s/veh0.1 0.1 0.1 0.0 0.1 0.0 0.0 0.1 0.1 Initial Queue Delay ( d3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d s/veh ( ) 7 7 8 5 8 5 8 1.................................................. 10 2 8 3 18 20 5 19 3 Level of Service LOS (LOS) A A A A B A B C ,������������l���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,���ll,��� B "IlA roach s/ve11 /LOS PpDelay, 8 5 A 10.0 A 18.6 li B 20 2 C Intersection Delay, s/veh / LOS 10.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score LO5wmwmwm 1 s5 B 1 88 B 2143 B 2 27 B BIcIe LOS Score LOS Y 1 05 A 1.21 A 0.12 A 0.72 A itr III Illvnumda, AH IIII'.ud° ht Il11::Re em�drr.d:�. IK� '5r, St w is id'a w� hni 7 i3."6 m��iw�rd�er� /2 tl,�1 ��'"1 . I'' : III N#9N 89 337 HCS7 Signalized Intersection Intermediate Values Appendix G General Information III Intersection Information III ".J A,11 � `* - Agency GHA Duration, h 0.250 Analyst ..........Area DB Analysis Date Jul 20, 2021 Type T Other L Junsdiction IDOT Time Penod PM PHF 0.95 ,1a 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Urban Street IL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Penod 1 7.00 , Intersection IL 62 LINNEMAN F Ie Nae 2032 TOT 62 LIN P.Xus 1.000 0.984 1.000 Project Description 61666 HQ 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 �i i I `I,T, +"' Demand Information 1.000 EB 1.000 WB 1.000 NB SB Approach Movement L T R L T R L T R L T R Deand V weh/n ( ) 1.000 49 596 5 1 153 76 10 5 37 9""'3 2���������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� Signal Information 1.000 1.000 ������������������������������������������������������� � �����1����l���l����������������� ��� ������������������������������������������������ ������ ��������������������������������������������� ���������������������������������������������������������''����''����''����''����''����'���������������������������������� 1.000 s 62.3 Reference Phase 2 1.000 11 1.000 Lane Utilization Adjustment Factor (fiu) 4#b, Offset, s 0 Reference Point End,,, Green 0.1 4.. 1.7 1. aJ 1.000 1.000 �o� I 1.0001.000 p On Yellow i�i��!��06YCIe. Left -Turn Adjustment Factor (fir) 0 ����,�,Q I 11 Force Modeed F zed Simult. Gao N/S On 0.0 Red11 0.0 .5 .5 0.0 0.0 ax Saturation Flow/ Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (fHv9) 0.922 0.969 1.000 0.984 0.977 0.984 1.000 0.984 1.000 0.953 0.610 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IlArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 1.000 1.000 1.000 0.952 1.000 1.000 1.000 1.000 1.0001.000 1.000 Left -Turn Adjustment Factor (fir) 0.952 0.000 0.952 0.000 0I'll.873 0.819 0.715 0.000 Right -Turn Adjustment Factor (fRr) 0.997 0.997 0.000 0.847 0.000 0.819 0.854 0.854 Left -Turn Pedestrian Adjustment Factor (fipb) 1.000 1.000 1.000 0.938 Right -Turn Ped -Bike Adjustment Factor (fRpb) 1.000 1.000 0.935 1.000 Work Zone Adjustment Factor (f.Z) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DDI Factor (fDDI) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 1668 3645 31 1781 3533 1585 730 365 438 1274 51 939 Proportion of Vehicles Arriving on Green (P) 0.03 0.53 0.53 0.00 0.50 0.50 0.23 0.23 0.23 0.23 0.23 0.23 Incremental Delay Factor (k) 0.04 0.04 Em 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost 6I'll.0 3.0 6.0 6.0 6.0 Green Ratio (g/C) 0.54 0.53 0.50 0.50 0.23 0.23 Permitted Saturation Flow Rate (sp), veh/h/In 641 0 794 0 1388 1274 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 31.8 0.0 31.1 0.0 14.5 14.5 Permitted Service Time (g,), s 22.1 0.0 24.7 0.0 12.4 13.9 Permitted Queue Service Time (gps), s 0.9 0.0 0.0 4.0 Time to First Blockage (gf), s 0.0 0.0 0.0 0.0 2.2 0.0 Queue Service Time Before Blockage (gfs), s 0.4 Protected Right Saturation Flow sR wehhln g ( ), 0 Protected Right Effective Green Tlrrle R s g (gR), 0.0 Multimodal EB WB NB SB Pedestrian FW / Fv 0.972 0.000 1.198 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs / Fdeiay 0.000 0.078 0.000 0.083 0.000 0.117 0.000 0.117 Pedestrian Mcorner / Mc. BIc cle cti de Y 1052.50 6 99 .........'......'9-.97 35 7 83 464 44 18 37 "4........-...6..4 44 1s 37 Bic cle F / FV 11 Y 3.64 0.53. "64 0.11 11111 3.64 0°.04 1111111 3.54 0-23y 1111 C:ew ,y m gM +'1 20dV ;,N W..�hlshod rsku Vd' of III IlIaHd,��m„ ,�� H 111 ug ht III"w �.��riN.gdd,�, d, I HS S I',, &m+Mmo�t 'hi' ����an "'.P ��,5 � e n�wm�, tet! . e/` OV 12 11� 1. ";'�k59 1113rfi 90 338 HCS7 Signalized Intersection Results Graphical Summary General Information Intersection Information Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other ID T Jurl sdl ctl oh O erlod Time Period PM PHF 0 95 Urban StreetIL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1 7.00 Intersection IL 62 LINNEMAN Fiie Name 2032 TOT 62 LIN PM.xua Prosect Descri ticn 1 p CLOUD H Q Demand Information EB WB NB APP roach Movement L T R L T R L T Demand V )weh/h ( 49 593 5 1 753 73 10 5 Signal Information VIII � IIII Cycle, s 62.3 Reference Phase 2 4.. x Offset, s 0 Reference Point Green 0.1 1 7 31.1 14.5 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 3.0 0.0 4 5 4 5 0 0 0 0 �I Force Mode Fixed Simult. Ga N/S Oh Red 0.0 0.0 15 15 00 00 Movement Group Results EB WB NB Approach Movement L T R L T R L T Back of Queue ( Q ), Win ( 95 th percentile) 11.6 83 80.2 0.2 121 19.8 10 Back of Queue ( Q ), veh/In ( 95 th percentile) 0.4 3.2 3.2 0.0 4.7 0.8 0.4 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.05 0.00 0.00 0.00 0.00 0.00 0.00 Control Delay d s/ven ( ) 71,11" 7 8.5 8.9 8 1 10 2 8 3 18 3 LVI fL e e o Service ( OS) A A A A B A B A roach Dela s/veh /LOS PP Y g 5 A 10.0 A 18 3 g Intersection Delay, s/veh / LOS 10.3 0.4 7.7 3.2 8.5 3.2 8.5 1.9 0.8 19.3 20.5 8.3 0.8 10.2 � 4.7 8.1 M 0 18.6 1 0.4 R 6 G7 Appendix G SB L T R 93 2 11 SB L T 50 26.8 11 1.9 0.8 0.17 0.00 20.5 19.3 C B 20 2 B 1 11 I ��p'�d�mu�tl�W �:,i ' r,ltr III Il1orkW,a ,, WWW II'I',u� hts lR Ilw. s�;,,u°rivell. I WW '; 9� W II W r 'lld�„u�: on '7 ,5 Gen u�.'tecl 7/2012021 , i"33 59 Ill,p 339 ° n,m ' .''N W.�u�d°�dr a u�+ No errors or warnings exist. --- Messages --- Appendix G --- Comments --- 1.up�,d�rkoit �,) 20!�!!l Lllnfl°lvcrsibll of III:::: IoHda, AH lll:Ughts lRoservock 11 IS I"' 84roots lldliivMon 713. 5 Gencrated: 7/201M,l 123M 1111M 92 340 93 341 4MEGe�71ntersection neral Information te Information ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Analyst DB tersection IL 62 @ SITE ................................................................................................................................................................................. Agency/Co. GHA ........................................................................................................................................................................................................................................................................................................................................................................................................ .................................................................................................................................................. Jurisdiction ........................................................................................................................................... I DOT ............................................................................................................................................................................................................................ Date Performed 7/21/2021 East/West Street IL 62 ALGONQUIN RD ................................................................................................................................................................................. Analysis Year 2032 .................................................................................................................................................. North/South Street SITE/STORAGE ........................................................................................................................................................................................................................................................................................................................................................................................................ Time Analyzed AM TOTAL ........................................................................................................................................... Peak Hour Factor ............................................................................................................................................................................................................................ 0.92 ................................................................................................................................................................................. Intersection Orientation East-West ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,...................,,,,............................................................,...... Analysis Time Period (hrs) 0.25 ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Project Description CLOUD HQ Lanes ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. J 4 1, I I +Y f r Major Street: East-West Vehicle Volumes and Adjustments .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................. ................................................................................................................................................... ............................................................................................................................................ Approach Eastbound Westbound Northbound Southbound ................................................................................................................................................................................. Movement U L T R U L T R U L T R U L T R ................................................................................................................................................................................. .......................... ............................................................... Priority 1U 1 2 ............................... 3 ................................................................................................................................................................. . ............................... 4U 4 5 6 7 . ............................... I 8 ............................... ........................,,,, 9 ............................................................................................... 10 11 12 ................................................................................................................................................................................. Number of Lanes 0 1 2 0 0 1 2 1 0 1 ................................................................. 0 1 0 1 ................................................................................................................................................................................. .......................... ............................................................... Configuration L T ............................................................... TR ................................................................................................................................. ................................ L T R ................................I LR ...............................I........................................................... ............................... L ............................... R ................................................................................................................................................................................. Volume (veh/h) 0 50 600 4 0 4 329 14 5 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,-.................................. 3 11 43 ........................................................................................................................................................................................................... ................................ ................................ , Percent Heavy Vehicles (%) 3 3 ............................... ................................ ................................. .................................. ................................ I............................... ................................ 3 3 3 ,..............................,, ...............................I ........................,,,, 3 ............................................................................................... 3 3 ................................................................................................................................................................................. Proportion Time Blocked ................................................................. Percent Grade (%) 0 0 ................................................................................................................................................................................. Right Turn Channelized No ............................................................................................................................................... No ............................................................................................................................................................................................................................................................................................................................E.............................................................. Median Type I Storage ......................................................................................................................................................................................................................................................................................................................................................................... Left y 4 Critical and Follow-up Headways ........................................................................................................................................................................................................... .............. ................. ................................ , Base Critical Headway (sec) 4.1 ............................... ................................ ................................. .................................. ................................ ,............................... . ............................... 4.1 7.5 . ............................... I ...............................I ...........................I 6.9 ............................................................................................. 7.5 6.9 ................................................................................................................................................................................. Critical Headway (sec) 4.16 4.16 7.56 ............................................................... 6.96 7.56 6.96 ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ Base Follow-Up Headway (sec) 2.2 2.2 3.5 ................................I ........................,,,,, 3.3 ................................................................................................. 3.5 3.3 ................................................................................................................................................................................. Follow-Up Headway (sec) 2.23 2.23 3.53 ............................................................... 3.33 3.53 3.33 Delay, Queue Length, and Level of Service ........................................................................................................................................................................................................... ................................ ................................ , Flow Rate, v (veh/h) 54 ............................... ................................ ................................. .................................. ................................ ,............................... . ............................... 4 . ............................... I 9 ...............................I ...........................I ............................................................................................. 12 47 ................................................................................................................................................................................. Capacity, c (veh/h) 1175 920 411 ............................................................... 492 830 ........................................................................................................................................................................................................... ................................ ................................ , We Ratio 0.05 ............................... ................................ ................................. .................................. ................................ ,............................... . ............................... 0.00 . ............................... I 0.02 ...............................I ........................,,,, ............................................................................................... 0.02 0.06 ................................................................................................................................................................................. 95% Queue Length, Q95 (veh) 0.1 0.0 0.1 ................................................................. 0.1 0.2 ........................................................................................................................................................................................................... ................................ ................................ , Control Delay (s/veh) 8.2 .................................................................................................................................. ...............................,............................... . ............................... 8.9 . ............................... I 13.9 ...............................I ........................,,,, ..............................,, ............................... 12.5 ............................... 9.6 ................................................................................................................................................................................. Level of Service (LOS) A A B .................................................................. B A Approach Delay (s/veh) 0.6 0.1 13.9 10.2 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS�N TWSC Version 7.8.5 Generated: 7/21/2021 7:18:24 AM 2032 TOT I L 62 -SITE AM.xtw 93 341 94 342 4MEGe�71ntersection neral Information te Information ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Analyst DB tersection IL 62 @ SITE ................................................................................................................................................................................. Agency/Co. GHA ........................................................................................................................................................................................................................................................................................................................................................................................................ .................................................................................................................................................. Jurisdiction ........................................................................................................................................... I DOT ............................................................................................................................................................................................................................ Date Performed 7/21/2021 East/West Street IL 62 ALGONQUIN RD ................................................................................................................................................................................. Analysis Year 2032 .................................................................................................................................................. North/South Street SITE/STORAGE ........................................................................................................................................................................................................................................................................................................................................................................................................ Time Analyzed PM TOTAL ........................................................................................................................................... Peak Hour Factor ............................................................................................................................................................................................................................ 0.92 ................................................................................................................................................................................. Intersection Orientation East-West ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,...................,,,,............................................................,...... Analysis Time Period (hrs) 0.25 ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Project Description CLOUD HQ Lanes ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ J 4 1, I YfIr Major Street: East-West Vehicle Volumes and Adjustments .............................................................................................................................................................................................................................................................................................................................................................................................................................................................................. ................................................................................................................................................... ............................................................................................................................................ Approach Eastbound Westbound Northbound Southbound ................................................................................................................................................................................. Movement U L T R U L T R U L T R U L T R ................................................................................................................................................................................. .......................... ............................................................... Priority 1U 1 2 ................................ 3 ................................................................................................................................................................. . ............................... 4U 4 5 6 7 . ............................... I 8 ............................... ........................,,,, 9 ............................................................................................... 10 11 12 ................................................................................................................................................................................. Number of Lanes 0 1 2 0 0 1 2 1 0 1 ................................................................. 0 1 0 1 ................................................................................................................................................................................. .......................... ............................................................... Configuration L T ................................ TR .................................................................................................................................................................................................. L T R ...............................I LR ...............................I............................ .............................................................. L _ ............................... R ................................................................................................................................................................................. Volume (veh/h) 0 23 637 1 0 0 794 6 0 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,-.................................. 1 12 56 ........................................................................................................................................................................................................... ................................ ................................ , Percent Heavy Vehicles (%) 3 3 ............................... ................................ ................................. .................................. ................................ I............................... ................................ 3 3 3 ,..............................,, ...............................I ........................,,,, 3 ............................... ................................ , 3 ............................... 3 ................................................................................................................................................................................. Proportion Time Blocked ................................................................. Percent Grade (%) 0 0 ................................................................................................................................................................................. Right Turn Channelized No ............................................................................................................................................... No ............................................................................................................................................................................................................................................................................................................................E.............................................................. Median Type I Storage ......................................................................................................................................................................................................................................................................................................................................................................... Left y 4 Critical and Follow-up Headways ........................................................................................................................................................................................................... .............. ................. ................................ , Base Critical Headway (sec) 4.1 ............................... ................................ ................................. .................................. ................................ ,............................... . ............................... 4.1 7.5 . ............................... I ...............................I ...........................I 6.9 ............................................................................................. 7.5 6.9 ................................................................................................................................................................................. Critical Headway (sec) 4.16 4.16 7.56 ............................................................... 6.96 7.56 6.96 ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ Base Follow-Up Headway (sec) 2.2 2.2 3.5 ................................I ........................,,,,, 3.3 ................................................................................................. 3.5 3.3 ................................................................................................................................................................................. Follow-Up Headway (sec) 2.23 2.23 3.53 ............................................................... 3.33 3.53 3.33 Delay, Queue Length, and Level of Service ........................................................................................................................................................................................................... ................................ ................................ , Flow Rate, v (veh/h) 25 ............................... ................................ ................................. .................................. ................................ ,............................... . ............................... 0 . ............................... I 1 ...............................I ...........................I ............................................................................................. 13 61 ................................................................................................................................................................................. Capacity, c (veh/h) 764 891 646 ............................................................... 303 569 ........................................................................................................................................................................................................... ................................ ................................ , We Ratio 0.03 ............................... ................................ ................................. .................................. ................................ ,............................... . ............................... 0.00 . ............................... I 0.00 ...............................I ........................,,,, ............................................................................................... 0.04 0.11 ................................................................................................................................................................................. 95% Queue Length, Q95 (veh) 0.1 0.0 0.0 ................................................................. 0.1 0.4 ........................................................................................................................................................................................................... ................................ ................................ , Control Delay (s/veh) 9.9 .................................................................................................................................. ...............................,............................... . ............................... 9.0 . ............................... I 10.6 ...............................I ........................,,,, ..............................,, ............................... 17.4 ............................... 12.1 ................................................................................................................................................................................. Level of Service (LOS) A A B .................................................................. C B Approach Delay (s/veh) 0.3 0.0 10.6 13.0 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS�N TWSC Version 7.8.5 Generated: 7/21/2021 7:20:10 AM 2032 TOT IL 62 -SITE PM.xtw 94 342 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �. `.11111]' i C I I A enc GHA Duration h 0.250 g Y "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period AM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1> 7.00 °r. Intersecti"o"n" IL 1111 62 BUSS"E F"Ile" N"a"me" 2021 62 "BUS A Xus Project Description CL OUD HQ Demand Information EB WB NB SB "IllAL pproach Movement T R L T R L T R L T "J�R Dema"nd" V welh/n 3"78" 32"5" 85 2"�"6" � 6 1"99 2"95" 140" 6"1" 5021111111 6 ( ) IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII I I I I I 9 120.0 Reference Phase 2 h"�; - ®•h M , T_"'�' Cclesi na norma io�-�� �'lg n Green 3.6�... 3.2...G 60.9 7.3....a 24.0 ... 0.0 _ Offset, s 0 Reference Point Be i��� Uncoordinated No Simult. Ga E/W On Gap Yellow 3.0 3.0 4.5 3.0 4.5 0.0 Force Mode Float Simult. Gap N/S On Red 0.0 ,.., 0.0.. 1.5 0.0 9.5 0.0 �: ax Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 378 325 85 216 16 199 295 140 61 502 6 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 6 16 25 13 33 20 20 17 2 5 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1. 00 1.00 1.00 1.00 1.00 1.00 1.00 L 1.00 1.00 1.00 1.00ane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 0 75 205 0 75 295 0 150 100 0 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 35 35 35 35 35 35 35 35 35 35 35 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s30.0 14.4 44.4 26.4 62.4 13.2 49.2 Yellow Change Interval (Y), s 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 3 3 3 3 3 3 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry Yes No Yes No Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 street wl"a""tn � lslana � �ur� o o No 0 o No 0 o No 0 o No WidthlOuts"Ia"e"/"Blke"Lan"e"/"Sa"o"ul"aer ft" 1"2" 5".0 20 12 5.0" 2"1 12 51)" 2".0 12" 50" 2"0 Pedestria"n" Signal Occupied Parkin P No 0" 50" N'O'" 0.50 N"o 0" 50" N"o 0.50 g p 9 ....... C:cw ,yrkjM +) 20 `N U nshod a : k" Vd' of III IllssNs, ,, AH 111w gh III h!,rrored, 11 dd S I',, &motb hdcr Adm^ n "'.P 8,5 Gencratesd. a/ md'.V2 1 1.,1,&39 1143 95 343 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �- `. 11111]i C I I A enc GHA Duration h 0.250 g Y W u "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period AM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1> 7.00 U Intersecti"o"n" IL 1111 62 BUSS"E F"Ile" N"a"me" 2021 62 "BUS A Xus Project Description CL OUD HQ Demand Information EB WB NB SB "IllAL pproach Movement T R L T R L T R L T"J� R Dema"nd" V welh/n 3"78" 32"5" 85 2"�"6" 16 1"99 2"95" 140" 6"1" 5021111111 6 ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII I I I I I 9 120.0 Reference Phase 2 ,"�; - ... M , T-"'�' Cclesi na norma io�-���'lg n Green 3.6�... 3.2...G 60.9 7.3....a 24.0 ... 0.0 _ Offset, s 0 Reference Point Be i��� Uncoordinated No Simult. Ga E/W On Gap Yellow 3.0 3.0 4.5 3.0 4.5 0.0 "aseum Float Simult. Gap N/S On Red 0.0,.., 00.. 15 00 95 0.0 Ill,�: axL EBT WBL WBT NBL NBT SBL SBT e2 1 6 7.3 1.0 3.0 1.1 3.0 1.1 4.0 Phase Duration, s 30.0 10.3 40.3 12.8 73.1 6.6 66.9 Change Period, ( Y+R � ), s 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 5.5 3.0 5.5 3.0 0.0 3.0 0.0 Queue Clearance Time ( g s ), s26.0 7.7 8.4 9.5 4.1 Green Extension Time ( g e ), s 0.0 0.0 8.1 0.3 0.0 0.0 0.0 Phase" Call" Pro"pa"pl"llt" 1" OO" 0" 95 1.00 1.01)" 0.8"$ Y Max Out Probability 1.00 0.38 0.06 0.00 0.01 MovementGroup Results EB "I'l""I'll""I'll'll""I'll""I'll",'ll""I'll"'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll""I'll",'ll""I'll,'ll""I'll""I'll",'ll""I'll""I'll",'ll""I�������������������� .............WB NB SB "IllApproach Movement L T R L T R L T R L T R Assigned Movement 4 14 3 8 18 5 2 12 1 6 16 "IlAdjusted Flow Rate ( v), veh/h 398 342 89 227 17 209 311 147 64 268 267 "IlAdjusted Saturation Flow Rate ( s ), veh/h/In 1724 1409 1457 1625 1196 1527 1527 1397 1781 1826 1818 Queue Service Time ( g s ), s 12.5 24.0 5.7 6.4 1.2 7.5 3.6 5.4 2.1 7.1 7.2 Cycle Queue Clearance Time (g �), s 12.5 24.0 5.7 6.4 1.2 7.5 3.6 5.4 2.1 7.1 7.2 Green Ratio ( g/C ) 0.20 0.28 0.28 0.29 0.32 0.61 0.56 0.62 0.54 0.51 0.51 Capacity ( c ), veh/h 690 397 226 930 378 519 1706 866 656 926 922 Volume -to -Capacity Ratio (X) 0.577 0.862'11111111111 0.396 0.245 0.045 0.404 0.182 0.170 0.098 0.289 0.289 Back of Queue ( Q ), ft/In ( 95 th percentile) 240.2 472 109.2 126 19.2 128.1 60.7 85.6 37.5 130.9 126.9 Back of Queue ( Q ), veh/In ( 95 th percentile) 9.2 16.7 3.6 4.6 0.6 4.4 2.1 3.0 1.5 5.0 5.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 6.29 0.53 0.00 0.26 0.43 0.000.57 0.38 0.00 0.00 Uniform Delay ( d i ), s/veh 43.4 40.9 34.3 32.9 28.5 11.3 7.2 9.7 13.3 10.7 10.9 Incremental Delay ( d 2 ), s/veh0.8 16.6 0.4 0.1 0.0 0.2 0.2 0.4 0.0 0.8 0.8 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela" d" s/ve"a" 44" 2 57"v 34" 8 32.9" 2"8.5" 11.5" 7.4 1"O" 1" 13 3" 1"1".5 1"1".7" Y( ) Level" of Service LOS" D" C" C" C B A" B B" B" B" (LOS) "IllA" roa"ca""" s/ve"a"/LOS 5a".i N" 33.2" C" 9 3 A" 11.8" B PpDelay, IrB trsection Delay, s/veh /LOS 26.3 C MMMMMMMMjMM timodal Results EB WB NB SB estria"n LOS Score" l 0"5 2 4"5 B" 2" 29" B 2" 41 B" 2 25 B cle 1OSScore / LOS 1" 10 A" 0" 75" A 04" A 0 9"8A ........................................................................................................................................................................................................................................................................................................................ rm!, rmuk W tl'm' N W.,NuW°dr°,gq+ iitr III IIlvn�mda, AR IIII'.ud° h II11::Re em�drr.d:�. IWW '5r, Strii w is "Id'a rshnm 7 i3."6 m �iw�rd��r�7/2012021 :rW III N#W 96 344 HCS7 Signalized Intersection Intermediate Values Appendix G General Information EBL EBT/R WBL WBT/R NBL Intersection Information Agency GHA Lost Time (L) Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other r r I n Ju sd ct o ID T O Tr P rl e e od AM PHF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersecti"o"n" IL 02 BUSS"E F"I e" N"a"me" 2021 62 "BUS AM.Xus 0 Project Description CLOUD HQ � " § "r''T, ,'' l����������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� I Dnhlf tion EB WB NB SB Approach Movement L T R L T R L T R L T R Desna"nd" v veh/h 3"78" 32"5" 85 2"1"6" 16 1"99 2"95" 140" 6"1" 502J 6 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIII lu������������IIIIIIIIII IIIIIIIII I IIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIII Signal Information z ;;,. "" Reference b * � Offslet, s 120 0 Reference Point Begin � 7 �� 0 �1 � T-,,,�,,Green 3.6).... 3.2..IG 60.9 7.3....E �. Uncoordinated No Simult. Gap E/W On 24 0.0 0 0.0 Yellow 3.0 3.0 4.5 3.0 4.5 Force Mode Float Simult. Ga N/S On Red 0.0 0.0 1.5 0.0 1.5 0 6 ax 11 71 4 P .. ,.., .... .. .. Saturation Flow/ Delay L T R L T R L T 7M1.000 R Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (fHv9) 1.000 0.953 0.875 0.805 0.899 0.743 0.844 0.844 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Area Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 0.952 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 Left -Turn Adjustment Factor (fir) 1.000 1.000 0.952 0.000 0.952 0.000 0.952 0.000 Right -Turn Adjustment Factor (fRr) 0.000 0.847 0.000 0.847 0.000 0.847 0.996 0111111111 "I'll" .996 Left -Turn Pedestrian Adjustment Factor (fipb) 1.000 1.000 1.000 1.000 Right -Turn Ped -Bike Adjustment Factor (fRpb) 1.000 1.000 1.000 1.000 Work Zone Adjustment Factor (f.Z) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DDI Factor (fDDI) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 0 3535 1409 1457 3251 1196 1527 3053 1397 1781 3601 43 Pr""' "" rti n "" f Veh°icles Arriving on Green P 0 00 0 20 0 20 0 06 0 29 0 29 0 os 0 75 0 56 0 03 0 68 0.51 P g () in"�rernenta� Dea� Factorr"k"i" 0"'.11 0.37 0.04 iii 0.04 iii 0.04 0.04 0.50 11, 0.50 0.04 11 0.50 11, 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C) 0.20 0.28 0.29 0.61 0.56 0.54 0.51 Permitted Saturation Flow Rate (sp), veh/h/In 1172 807 0 746 0 1069 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 0.0 26.0 0.0 62.9 0.0 60.9 0.0 Permitted Service Time (g,), s 0.0 11.5 0.0 53.7 0.0 60.9 0.0 Permitted Queue Service Time (gps), s 1.8 3.6 0.0 Time to First Blockage (gf), s 24.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before s " Blockage (gfs), " " """'" Pi rotectedRight (SR),veh h In 1409 1195 1397 "t " " l" " R" " Protected Right EffectiveGreenTlne(g)5 " 9.8 "" 3.5 " 7.3 Multimodal EB WB NB SB Pedestri"a"n F,, / FV" 1 710 0 000" 1.557" 0" 000 1 710 0 0"00" 1.557 0" 000" Ped'estri"a"nFs / "'Fdeia Y 0.000 0.14"6""' 0.000 0.13 0.000 0.099 0.000 0.10 Pedestrian Mcorner / Mcw BIo cte cti �ti 410.00 Y B. i.cycl.e...F`"../...F...........................................................................................................................................-3.:.64.... Copw , rma M� + 0d' ;`N W..Pnhiid rskq ';'V , ,,AH III' ug ht III"w s cried,, d, i� III mnm, 38.40 571.95 30.59 1117.64 11.68 1014.59 14.57 0. 61 3.64 0.28 3 64 0.55 _3.64 0.49 I HS S I',, &motb iiii+LrMm^.mn "'.P ,5 m wencratemM, e/` ()d 1 "R id 1:,4&39 III1V 97 345 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information 4 AA i II Agency GHA Duration, h 0.2°50 u. Analyst DB Analysis Date Jul 20, 2021 Area Type Other w µ Junsdiction IDOT Time Period AM PHF 0.95 Urban StreetIL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Penod 1 7.00 F Intersection AL2 BUSSE FIIe Nae 202°1°°°61112 BUS AM.Xus Project Description CLOUD HQ Demand Information EB WB NB SB AL T R L T R L T R L T R Demand v veh/ 378 125 85 216 16 199 295 140 61 502 6 pproach Movement ( )r Signal Information W10 Offslet, s 120 0 Reference Point ,,,,,Begin Reference 0 Green 3.6�.... 3.2..IG 60.9 7.3....1 Uncoordinated No Simult. Gap E/W On 24 0.0 0 0.0 Yellow 3.0 3.0 4.5 3.0 4.5 Force Mode Float Simult. Ga N/S On Red 0.0 0.0 1.5 0.0 1.5 0 0 sx Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 240.2 472 109.2 126 19.2 128.1 60.7 85.6 37.5 130.9 126.9 Back of Queue (Q ), veh/In (95 th percentile) 9.2 16.7 3.6 4.6 0.6 4.4 2.1 3.0 1.5 5.0 5.1 Queue Storage Ratio ( RQ) ( 95 t percentile) 0.00 6.29 0.53 0.00 0.26 0.43 0.00 0.57 0.38 0.00 0.00 Control Delay d s/veh 44 2 57 5 34 8 12 9 28 5 11 5 7 4 10 1 13 3 11.5 11.7 ( ) L V I f ry L D B B A : B B B e e o Service (LOS) C C C A roach Dela s/veh /LOS 50 3 33 2 C 9 3 A 11 8 8 PP Y Intersection Delay, s/veh / LOS 26.3 C 9.2 = 44.2 16.7 ® 57.5 11.5 74 10.1 T1 T 3 4.4 28.5 1& 0.6 32.9 4.6 34.8 3.6 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummghW iP ° n,m .''N Und°idr a ut+ r,ltr III II1orkW,a ,, W WWIII'I',u� htsIllRw. scu°rivell.11 'Idor: on 7 8,5 Gehl r=utecl 7/2012021 3%:M39 III',p 346 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- N!uphwrmght ) 2021 Un�ier : ity of III III irrmala, uilkh IlIRIights Reserved, 11 WS I"' Streets 'h1i r:�w; n "7 8.� i erue�rait & M0�I2021 1 4&39 III„5 99 347 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �. `.11111]' i C I I A enc GHA Duration h 0.250 g Y "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period AM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 Intersecti"o"n" 1L 62 BUSS"E F"Ile"N"a"me" 2032 N"B"62""B"U"S"A XUS Project Description CL OUD HQ Demand Information EB WB NB SB "IllAL pproach Movement T R L T R L T R L T R Dema"nd" V weh n 391" 340 89" 228" � 7 208 309" 146" 6"7 554 7 ( ) IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII I I I IIIIIIIII 9 120.0 Reference Phase 2 r"�; - h M Ccles �� Signal Information " �� g n Green 3.9�... 3.3...G 60. 7.6....a ...� 0.0 __ Offset, s 0 Reference Point Be i��� �� 1111111111111 Uncoordinated No Simult. Ga E/W On Gap Yellow 3.0 3.0 4.5 3.0'11111111111 4.5 0.0 71 a ..... 4V le 11] Force Mode Float Simult. Gap N/S On Red 0.0 0.0 1.5 0mml,.0 1.5 0.0, �-1).1111111111111 ax Traffic Information EB WB NBSB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 391 340 89 228 17 2081111111111111 30911111111111111 146 67 554 7 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1 90 900 1900 1900 1900 1900 1900 1900 10 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 6 16 25,111,111,111,1111I 13 33 20 201,111,111,111,1111I 17 2 5 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 "IlArrival Type (AT) 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1.00 1.001.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 0 75 204..4.4 mmmmm 295 0 150 100 0 Grade (Pg), % 0 0 Speed Limit, mi/h 35 35 3i4*4 35mmmm 35 35 Phase Information EBL EBT SBL SBT Maximum Green (Gmax) or Phase Split, s 30.0 1 13.2 49.2 Yellow Change Interval (l), s 4.5 3.04.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 3 3 33 3 3 Start -Up Lost Time ( It), s2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off mmmMin Off Min Dual Entry Yes No Yes No Yes No Yes ;ed lk (Walk)s 7.07.0 7.0 7.0 estrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 ltimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 MMMMNo 25 0 No 25mmmmmmmmmm 0 No 25mmmmmmmmmmm 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 street wlat"n"/ I"Sla"n"a /"C"u"rn o o No 0 o No 0 o No 0 o No Width Outs"iIa"e"/" Bike" Lan"e"/"Sa"o"ul"aer ft" 1"2" 5" 0 2 0" 12 5 0" 2" 1 12 5 1)" 2" 0 12" 5 0" 2" 0 Pedestria"n" 5"I" n"al"" Occu" 1ed" Parkin P No 0" 50" N"o 0 50 N"o 0" 50" N"o 0.50 Signal p 9 11113 � a/m �.,;AH III'w'.dmP h III m!,�rv'e d. IWW SI',, "wd�+,'mm"t hdcr '�Wa n "'.P 8,5 �mmym�mwratemd. d'.V2 "W 1.'Wd;p: nod :w'Id�mad".."N W..Nn'sryod:,n'lid III mnm Wn, , 100 348 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �- `.11111]' i C I I A enc GHA Duration h 0.250 g Y "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period AM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 Intersecti"o"n" 1L 62 BUSS"E F"Ile"N"a"me" 2032 N"B"62""B"U"S"A XUS Project Description CL OUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" V wehn 391" 340 89" 228" 17 208 309" 146" 6"7 554 7 ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII I I I IIIIIIIII 9 120.0 Reference Phase 2 ,"�; - h M Ccles �� Signal Information " �� g n Green 3.9�... 3.3...G 60. 7.6....a ...� 0.0 __ Offset, s 0 Reference Point Be i��� �� 1111111111111 Uncoordinated No Simult. Ga E/W On Gap Yellow 3.0 3.0 4.5 3.0'11111111111 4.5 0.0 71 a ..... 4V le 11] Force Mode Float Simult. Gap N/S On Red 0.0 0.0 1.5 0mml,.0 1.5 0.0, �-1).1111111111111 ax Timer Results EBL EBT WBL WBT72.4 776761 Assigned Phase 4 3 8 Case Number 7.3 1.0 3.0 Phase Duration, s 30.0 10.6 40.6 Change Period, ( Y+R � ), s 6.0 3.06.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 5.5 3.0 5.5 3.0 0.0 3.0 0.0 Queue Clearance Time ( g s ), s26.0 7.9 8.8 10.0 4.3 Green Extension Time ( g e ), s 0.0 0.0 8.5 0.3 0.0 0.0 0.0 Phase" Call" Pro"pa"pl"llt" 1" OO" 0" 96" 1.00 1 Ol)" 0 9"0 Y Max Out Probability 1.00 0.56 0.08 0.00 0.01 Movement Group Results EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Assigned Movement 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v), veh/h 412 358 94 240 18 219 325 154 71 "Il296 295 Adjusted Saturation Flow Rate ( s ), veh/h/In 1724 1409 1457 1625 1196 1527 1527 1397 1781 1826 1818 Queue Service Time ( g s ), s 13.0 24.0 5.9 6.8 1.2 8.0 3.9 5.7 2.3 8.2 8.3 Cycle Queue Clearance Time (g c), s 13.0 24.0 5.9 6.8 1.2 8.0 3.9 5.7 2.3 8.2 8.3 Green Ratio ( g/C ) 0.20 0.29 0.28 0.29 0.32 0.60 0.55 0.62 0.53 0.50 0.50 Capacity ( c ), veh/h 690 402 225 938 384 496 1691 862 646 915 910 Volume -to -Capacity Ratio (X) 0.597 0.889 0.415 0.256 0.047 0.441 0.192 0.178 0.109 0.323mm M mm 0.324 Back of Queue ( Q ), ft/In ( 95 th percentile) 248.2 505.4 114.2 133 20.2 135.9 65.6 90.4 41.8 150.6 146.3 Back of Queue ( Q ), veh/In ( 95 th percentile) 9.5 17.9 3.8 4.8 0mm �.6 4.7 2.3 3.2 1.6 5.8 5.9 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 6.74 0.56 0.000.27 0.46 0.00 0.60 0.42 0.00 0.00 Uniform Delay ( d i ), s/veh 43.6 41.0 34.3 32.8 28.1 11.7 7.5 9.9 13.6 11.3 11.5 Incremental Delay ( d 2 ), s/veh 1.0 20.3 0.5 0.1 0.0 0.2 0.3 0.5 0.0 0.9 0.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela" d" s/ve"a" 44" 1 w 34".7 32 8" 2"8 1 11.9" 7.8" 1"O" 3 13" 12" 3" 1"2" 4" Y( ) Level" of Service LOS" D" C" C" C B A" B B" B" B" (LOS) "IllA" roa"ca""" s/ve"a" /LOS 52"v4 N" 33 1 C" 9 A" 1"2" 5 B PpDelay, Intersection Delay, s/veh /LOS 27.0 C 7icycle odal Results EB WB NB SB m=m==T ria"h LOS Score" l 0"5 2 4" B" 2" 29" B 2" 41 B" 2 2"7 B 1 OS"Score /LOS 1" 12 A" 0" 78" A o" A" 1" 0"3 A wW q, emu k W tl'd' NW.,NuW°dr `, gq+ iitr III IIIorhla, AH IIII'.ud° h II11::Re em�drr.d:�. IWW '5r, Strii w is "Id'a rshnm 7 i3."6 m �iw�rd�er�7/2012021 :rW .5 1113M 101 349 HCS7 Signalized Intersection Intermediate Values General Information T R Intersection Information Agency GHA L Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other rl l l n Ju sd ct o ID T O TI P rl e e od AM PHF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection iL 52 BUSSE F, e Name 2032 NB 62 BUS AM.Xus 0.899 Project Description CLOUD HQ I l��������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� Dnhlf tion EB APP roach Movement L T R e Dmand V wehn 191 340 Signal Information I Cycle, s ���� 120.0 ���� Reference Phase ���� 2 ����� ['' ,,; Offset, s 0 Reference Point Begin Green 3.9 Uncoordinated No Simult. Gap E/W On �....Wl�l�ow... .....3.....0 'F �������,'�� ���ll����I'll����I'll��,'lI'll'll����I'll����I'll����I'll����I'll��,'ll����I'll��I ��,',����,',���������������������������������������� ��������������������..��m������������������������������������������������������������������������N�������������������������������������� �����������������������������������n������������������ �������PQ....��������������������� �����6������ o ce ode loat S ult. Gao /S O Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) 0.0 III 1.5 III 0.0 III 1.5 Appendix G NB SB l T R l T R 208 309 146 67 554 7 L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.953 0.875 0.805 0.899 0.743 0.844 0.844 0.867 0.984 0.961 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 0.952 0.000 10 3 0.952 0.000 7.5 0.952 0.000 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilillilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliillI Multimodal 0.000 0.847 iiiiiiiiiiiiiiiiiiiiiillillillillillillillilillillillillillillilliillillillillillillillillillilli���illillillillillillilliillI NB 0.000 0.847 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillillilillillillillillillilillilI 0.000 0.847 1.710 0.000 1.557 0.996 0.996 1.000 1.557iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillilillillilillilIiiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilliillillillillillillillillillI 0.000 1.000 Pedestrian Fs l Faeiay 0.000 0.146 0.000 1.000 0.000 0.099 1.000 0.108 Pedestrian Mcorner / Mc. 1.000 1.000 1.000 400 00 38 40 577.01 30 37 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0 3535 1409 1457 3251 1196 1527 3053 1397 1781 3598 45 0.00 010 0 20 0 06 0 29 0 29 0 09 0 74 0 55 0.03 0.67 0.50 0.13 ii 0.40 0.04 0.04 0.04 0.04 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (L) 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C) 0.20 0.28 0.29 0.60 0.55 0.53 0.50 Permitted Saturation Flow Rate (sp), veh/h/In 1158 797 0 708 0 1055 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 0.0 26.0 0.0 62.1 0.0 60.1 0.0 Permitted Service Time (g,), s 0.0 11.0 0.0 51.8 0.0 60.1 0.0 Permitted Queue Service Time (gps), s 2.0 4.6 0.0 Time to First Blockage (gf), s 24.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s rotected Right saturation Flow sR wehn�ln g ( ), PllillillilliillillillillillillilliillillillllllI 1409 1195 1397 Protected Right Effective Green TIn1e R s g (gR), 10 3 3 9 7.5 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilillilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliillI Multimodal IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIillillillillillillilliillillillillillillillillilli���illillillillillillillilliillillililI EB iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillI WB iiiiiiiiiiiiiiiiiiiiiillillillillillillillilillillillillillillilliillillillillillillillillillilli���illillillillillillilliillI NB SB iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillillilillillillillillillilillilI Pedestrian FW l Fv 1.710 0.000 1.557 0.000 1.710 0.000 1.557iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillilillillilillilIiiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilliillillillillillillillillillI 0.000 Pedestrian Fs l Faeiay 0.000 0.146 0.000 0.137 0.000 0.099 0.000 0.108 Pedestrian Mcorner / Mc. Bic �1e �b db Y 400 00 38 40 577.01 30 37 11o7149 11.95 1o01.80 14.95 BIc cle F / FV Y 3 94 0 63 3 54 0 29 3.54 0.58 3154 0 55 C:cw ,yHgM +'1 20dV;,N W..�pn�"shod rsku'Vd'of III Ill�nrvm �,���„,SAH 111'pught III"w �.��riN.gdd,�,d, 11H SIII "�p�+,'mo�t 'hi' ����an "'.P ��,5 �»encr�,tec!. e/` Op 12 � 1.�p9� 551141p, 102 350 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information 4 AA i II Agency GHA Duration, h 0.2°50 u. Analyst DB Analysis Date Jul 20, 2021 Area Type Other w µ Junsdiction IDOT Time Period AM PHF 0.95 Urban StreetIL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1 7.00 F Intersection lL 62 BUSSE Fle Nae 2032 NB 62 BUS AM.Xus Project Description CLOUD HQ Demand Information EB WB NB SB Immmm AL T R L T R L T R L T R Demand v veh�n 391 140 89 128 17 208 309 146 67 554 7 pproach Movement ( )r Signal Information W z N. 0. Reference Phas e, s Offslet, s 120 0 Reference Pointe ,,,,,Begin Green 3.9�.... 3.3..IG 60.1 7.6....1 i Uncoordinated No Simult. Gap E/W On 24 0.0 � 0 0.0 Yellow 3.0 3.0 4.5 3.0 4.5 Force Mode Float Simult. Ga N/S On Red 0.0 0.0 1.5 0.0 1.5 6.0 sx Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 248.2 505.4 114.2 133 20.2 135.9 65.6 90.4 41.8 150.6 146.3 Back of Queue (Q ), veh/In (95 th percentile) 9.5 17.9 3.8 4.8 0.6 4.7 2.3 3.2 1.6 5.8 5.9 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 6.74 0.56 0.00 0.27 0.46 0.00 0.60 0.42 0.00 1""6.00 Control Dela d s/veh......................................................... 44.5 51 34 7 12 8 28 1 11 9 7.8 10 13 5 12 3 12.4 Y( ) LVl f ry� L o B A B B B B e e o Service (LOS) C C C A roach Dela s/ven LO5 514 331 9 A 115 8 PP Y� Intersection Delay, s/veh / LOS 27.0 1 C 5.9 5.8 1.6 12.4 12.3 13.6 9.5 044.6 17.9a ® 61.4 0' A L.r1s� r; 11.9 7.8 10.3 T� T 3.2 4.7 28.1 0.6 32.8 4.8 34.7 3.8 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummghW iP ° n,m .''N UinW°idr a ut+ ' III Il1orkla, U III',gW', hts IIlRes c,rurell 11 aider Won "7 8,5 Gehl ratecl 7/2012021 . :M55 114�:"N 351 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- �N!uphwrmght 0) 2021 Un�iersitd'� f IIIl III irrmala, uilkh lIRIights Reserved, 11WSI"' Streets 'h1i r:�w;:wro "78.� i erue�raite M0�I2021 1�,M55III„5N 104 352 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �. `.11111]' i C I I A enc GHA Duration h 0.250 g Y "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period AM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1> 7.00 °r. Intersecti"o"n" IL 1111 62 BUSS"E F"Ile" N"a"me" 2032 TOT"62 "B"U"S A" Xu"S" Project Description CL OUD HQ Demand Information EB WB NB SB "IllAL pproach Movement T R L T R L T R L T R Dema"nd" V wehn 422 340 1"00 2"54" 2"3 208 309" t59" 7"3 554 7 ( ) IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII I I I IIIIIIIII z ;;,. 9 120.0 Reference Phase 2 h"�; - ®•h M Ccles �� Signal Information ls� hr,-�- 'lg n Green 4.2�... 3.2...G 59. 8.4....a ...� 0.0 __ Offset, s 0 Reference Point Be i��� Riement No Simult. Ga E/W On Gap Yello4V w 3.0 3.0 4.5 3.0 4.5 0.0, Float Simult11 . Gap N/S On Red 0.0 0.0 15 00 1.5 0.0 �: k G < a I'llk0a tion EB WB NB SB L T R L T R L T R L T R Demand (v), veh/h 422 340 100 254 23 208 309 159 73 554 7 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 B11, ase Saturation Flow Rate (s°), veh/h1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), %6 16 25 13 33 20 20 17 2 5 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 0 75 205 0 75 295 0 150 100 0 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 35 35 35 35 35 35 35 35 35 35 35 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 30.0 14.4 44.4 26.4 62.4 13.2 49.2 Yellow Change Interval (l), s 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R,), s 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 3 3 3 3 3 3 3 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.02.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry Yes No Yes No Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 1111110001111111011= EM Him Him Him E= E= Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Widt"n"/ I"sla"n"d /"C"u"rn 0" 0 N"o 0 0" No" 1) 0" Nc 1)" 0" Nc Width Outs"Ila"e"/" Blke" Lan"e"/"Sh"o"ul"aer ft" 1"2" 5" 0 2 0" 12 5 0" 2" 0 12 5 0" 2" 0 12" 5.0" 2" 0 Pedestria"n" S"I" n"al"" Occu" 1ed" Parkin P No 0".50" N"o 0.50 N"o 0".50" N"c 0.50 Signal p 9 �.�:cw5,�,ydr ]5� +) 20`1 W..�hlshod r:k�'V f III II1aNd� ,, �rhH III'Ugh III h!,rw�ored, 1H SI',, "��w�+,'mot 'hder��m^""'.P r�,5 GencratesL 712(V2 021 1:5M6 105 353 .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. HCS7 Signalized Intersection Results Summary Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �- `.11111]' i C I I A enc GHA Duration h 0.250 g Y "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period AM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1> 7.00 U Intersecti"o"n" IL 1111 62 BUSS"E F"Ile" N"a"me" 2032 TOT"62 "B"U"S A" Xu"S" Project Description CL OUD HQ Demand Information EB WB NB SB "IllAL pproach Movement T R L T R L T R L T R Dema"nd" I� wehn 422 340 1"00 254" 2"3 208 309" 159" 7"3 554 7 ( ), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII I I I IIIIIIIII W z ;;,. �....: 9 120.0 Reference Phase 2 ,"�; - ... M Ccles �� Signal Information y',-�- 'lg n Green 4.2�... 3.2...G 59. 8.4....a ...� 0.0 __ Offset, s 0 Reference Point Be i��� @iie No Simult. Ga E/W On Gap Yello4V w 3.0 3.0 4.5 3.0 4.5 0.0, Float Simult. Gap N/S On Red 0.0 0.0 15 00 1.5 0.0 �: k G < a k0a w" I'll EBL11 BT SBL SBT 4 3 8 5 2 1 6 Case Number 7.3 1.0 3.0 1.1 3.0 1.1 4.0 Phase Duration, s 30.0 11.4 41.4 13.4 71.3 7.2 65.2 Change Period, ( Y+R � ), s 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 5.6 3.0 5.6 3.0 0.0 3.0 0.0 Queue Clearance Time ( g s ), s26.0 8.7 9.6 10.1 4.6 Green Extension Time ( g e ), s 0.0 0.0 9.3 0.3 0.0 0.0 0.0 Phase" Call" Pro"pa"pl"llt" 1" OO" 0" 97" 1.00 1.01) 0.92 Y Max Out Probability 1.00 1.00 0.12 0.00 0.02 MMMMMMMMMMMMM Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 4 14 3 8 18 5 2 1211111111111111111 1 6 16 "IlAdjusted Flow Rate ( v), veh/h 444 358 105 267 24 219 325 167 77 296 295 "IlAdjusted Saturation Flow Rate ( s ), veh/h/In 1724 1409 1457 1625 1196 1527 1527 1397 1781 1826 1818 Queue Service Time ( g s ), s 14.2 24.0 6.7 7.6 1.7 8.1 4.1 6.3 2.6 8.5 8.6 Cycle Queue Clearance Time (g � ), s 14.2 24.0 6.7 7.6 1.7 8.1 4.1 6.3 2.6 8.5 8.6 Green Ratio ( g/C ) 0.20 0.29 0.29 0.30 0.33 0.60 0.54 0.61 0.53 0.49 0.49 Capacity ( c ), veh/h 690 404 226 960 395 491 1662 859 643 900 896 Volume-to-Capacity Ratio (X) 0.644 0.886 0.467 0.279 0.061 0.446 0.196 0.195 0.120 0.329 0.329 Back of Queue ( Q ), ft/In ( 95 th percentile)268 502.9 128.2 147.8 27.1 139.2 69 100.5 46.4 156.5 151.6 Back of Queue ( Q ), veh/In ( 95 th percentile) 10.2 17.8 4.3 5.4 0.9 4.8 2.4 3.5 1.8 6.0 6.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 6.71 0.63 0.00 0.36 0.47 0.00 0.67 0.46 0.00 0.00 Uniform Delay ( d i ), s/veh 44.1 40.9 34.1 32.5 27.4 12.1 8.1 10.1 14.0 11.9 12.0 Incremental Delay ( d 2 ), s/veh 1.6 19.7 0.6 0.1 0.0 0.2 0.3 0.5 0.0 1.0 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Dela" d" s/ve"a" 45" 7h"v 34.7 32 5 27 5" �"2.3 8.3" 1"O" "g 14 0" 12" 9" 1"3" 0" Y( ) Level" of Service LOS" D" C" C" C B A" B B" B" B" (LOS) "IllA" roa"ca""" s/ve"a" /LOS 52"v4 " 32 $" C" 11) 1 B" jj B PpDelay, Intersection Delay, s/veh / LOS 27.5 Multimodal Results EB WB NB Pedestria"h LOS Score" l 0"5 2 M=M==T4" B" 2" 29" B 241 B" BBI"c cl"e 1_OS" Score / LOS 1" 15" A" 0" 8 A 1 07" A" A Y wW q, emu k W tl'd' N W.,NuW°dr `, gq+ iitr 111 IIlvn�mda, AR IIII'.ud° h II11::Re em�drr.d:�. IWW ,'5r, Strii w is "Id'a rshnm 7 i3."6 m �iw�rd�er�7/2012021 �. III N#W 106 354 HCS7 Signalized Intersection Intermediate Values General Information Agency GHA 20, 2021 Area Type Analyst DB Analysis Date Jurisdiction IDOT Time Period Urban Street It RTE 61AL66N UIN Q Anal sisYear y intersection ll 32 BUSSE FII. Nae Project Descriptionl��������������������������������������������������������������������������������������������������� CLOUD HQ Intersection Information Duration, h 0.250 20, 2021 Area Type Other PHF 0.95 FAL 2011 Analysis Period 1 > 7 00 2 TOT 62 BUS AM.Xus L Appendix G Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand V wehn 422 340 100 214 23 208 309 159 13 554 mm 7 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII f llI lIlIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIIIIIIII I II IIIIIIIIIIII II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal Information "; t,tj - I , Cycle, s 120.0 Reference Phase 2 T R I � •�o 1, '`" " Offset° S L RefeYenCe PO1nt Begin Green 4.2 3.2 59.2 8.4 24.0 Uncoordinated No Simult. Gap E/W On Yellow 10 3.t1 415 310 4.5 F r M o ce ode Float 'lm N S ult. Gao /S O n Rea o°.o o.o �.5 0 0 � 5 Saturation Flow/ Delay Lane Width Adjustment Factor (fW) Heavy Vehicles and Grade Factor (fHv9) Parking Activity Adjustment Factor (fp) Bus Blockage Adjustment Factor (fbb) Area Type Adjustment Factor (fa) Lane Utilization Adjustment Factor (fiu) Left -Turn Adjustment Factor (fir) Right -Turn Adjustment Factor (fRr) Left -Turn Pedestrian Adjustment Factor (E Right -Turn Ped -Bike Adjustment Factor (fR Work Zone Adjustment Factor (f.Z) DDI Factor (fDDI) Movement Saturation Flow Rate (s), veh/h Proportion of Vehicles Arriving on Green (/ Incremental Delav Factor (k) L T R L T R L T R L T R 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.953 0.875 0.805 0.899 0.743 0.844 0.844 0.867 0.984 0.961 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000 1.000 1.000 1.000 0.000 0.952 0.000 0.110 0.952 0.000 29.79 0.952 0.000 985.93 15.43 0.000 0.847 0.11 0.000 0.847 3 64 0.000 0.847 IHS',, &motb t'i'me+oman 0.996 0.996 1.000 e/` ()d 1 R,A 1:5M6 1113V 1.000 107 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0 3535 1409 1457 3251 1196 1527 3053 1397 1781 3598 45 0 00 6 20 0.10 0 07 0 30 0 30 0 09 0 73 0 54 0.04 0.66 0.49 0.17 ii 0.39 0.04 0.04 0.04 0.04 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL EBT/R Lost Time (L) 6.0 Green Ratio (g/C) 0.20 Permitted Saturation Flow Rate (sp), veh/h/In 1130 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 0.0 Permitted Service Time (g,), s 0.0 Permitted 1eue Service Time s s Q (gp ), Pedestrian Mcorner / Mc. Time to First Blocka e f s g (g ). 24.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow (SR), veh/h/In 1409 P11 g (gR), rotected Right Effective Green Time R siiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliillilliillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillillillillillillillillillillilliillillillillillillilliillillillillillillilliillI SBL 10 4 Multimodal 3.0 EB Pedestrian FW / Fv 1.710 0.000 Pedestrian Fs / Fdeiay 0.000 0.146 Pedestrian Mcorner / Mc. 0.60 0.54 Bic �ie �b / db Y 400.00 3a.46 B�� ale F� � FV Y 3.�4 0. yIII mnm, 1055 0 WBL WBT/R NBL NBT/R SBL SBT/R 3.0 6.0 3.0 6.0 3.0 6.0 0.29 0.30 0.60 0.54 0.53 0.49 773 0 708 0 1055 0 26.0 0.0 61.2 0.0 59.2 0.0 9.8 0.0 50.6 0.0 59.1 0.0 2 6 417 0 0 00 00 0.0 0°.0 00 00 1195 1397 4 2 s.4 WB NB SB 1.557 0.000 1.710 0.000 1.557 0.000 0.000 0.136 0.000 0.101 0.000 0.110 590.64 29.79 1088.74 12.4 6 985.93 15.43 3.64 0.11 i 64 0.59 3 64 01111111111111 .55 IHS',, &motb t'i'me+oman "'.P ,5 m»encratemm. e/` ()d 1 R,A 1:5M6 1113V 107 355 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information 4 AA i II Agency GHA Duration, h 0.2°50 u. Analyst DB Analysis Date Jul 20, 2021 Area Type Other w µ Junsdiction IDOT Time Period AM PHF 0.95 Urban StreetIL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Penod 1 7.00 F Intersection IL 62 BUSSE FleNae 2032 TOT 62B°U°S°AM°:Xus Project Description CLOUD HO Demand Information EB WB NB SB AL T R L T R L T R L T R Demand v veh�n 422 140 100 154 23 208 309 159 13 554 mmmm 7 pproach Movement ( )r Signal Information W10 Offslet, s 120 0 Reference Point ,,,,,Begin Reference 0 Green 4.2�.... 3.2..IG 59.2 8.4....1 Uncoordinated No Simult. Gap E/W On 24 0.0 0 0.0 Yellow 3.0 3.0 4.5 3.0 4.5 Force Mode Float Simult. Ga N/S On Red 0.0 0.0 1.5 0.0 1.5 0 0 sx Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue (Q ), ft/In (95 th percentile) 268 502.9 128.2 147.8 27.1 139.2 69 100.5 46.4 156.5 151.6 Back of Queue (Q ), veh/In (95 th percentile) 10.2 17.8 4.3 5.4 0.9 4.8 2.4 3.5 1.8 6.0 6.1 Queue Storage Ratio (RQ) (95 th percentile) 0.00 6.71 0.63 0.00 0.36 0.47 0.00 0.67 0.46 0.00 0.00 C'o'ntrol Delay d s/veh 417"o. 34 7 32.5 27.5 12 3 8 3 10.6 14.0 12 9 13 0 ( ) LwI fry L B B A B B B B e e o Service (LOS) C C C A roach Dela s/veh LO5 514 32 8 101 B 131 B PP Y Intersection Delay, s/veh / LOS 27.5 C 10.2-= 45.7 17.8 ® 60.6 12.3 8.3 10.6 T214 T 3.5 4.8 27.5 0.9 32.5 5.4 34.7 4.3 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummghW iP ° n,m .''N UinW°idr a ut+ ' III Il1orkla, U III',gW', hts IIlRes c,rurell 11 'iIWor: Won 7 8,5 Gehl ratecl 7/2012021 3:50 56 III1��',1p 356 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- N:u ,!iwHght 0) 2021 .n�u iiew:wty of irrma,a, ilkh IRIightsllReserved, 11 WS I"' Streets 1111:r,:�on"78.5 i erie,.aite M0�I202 1!5M6 1:5M 109 357 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �. `.11111]' i C I I A enc GHA Duration h 0.250 g Y "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period PM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1> 7.00 U Intersecti"o"n" IL 1111 62 BUSS"E F"Ile" N"a"me" 2021 62 "BUS P Xus Project Description CL OUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" V weh/n 403" 15� 1"44 525" $"9 413 645" 130" 8"0 412 50" ( ) IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII f llI lIlIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIII III IIIIIIIIIIII II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal130.0 Reference Phase 2 r"�; - ... I Ccles � � �� Information 1 1, ym` - 'lg n Green 5.3 12.7 12.7.E 54. � 11.....d ...� 0.0 __ Offset, s 0 Reference Point Be i��� Uncoordinated No Simult. Ga E/W On 4 Gap Yellow 3.0 3.0 4.5 3.0 4.5 0.0 Imh/h Float Simult. Gap N/S On Red 0.0,.., 00.. 15 00 1.5 0.0 �: axation EB WB NB SB ement L T R L T R L T R L T R 403 356 144 525 89 433 645 130 80 422 50 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 6 8 3 2 3 2 10 4 5 Ped / Bike / RTOR, /h 0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1. 00 1.00 1.00 1.00 1.00 1.00 1.00 L 1.00 1.00 1.00 1.00ane Width (W), ft 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 0 75 205 0 75 295 0 150 100 0 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 35 35 35 35 35 35 35 35 35 35 35 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 31.2 26.0 57.2 37.7 57.2 15.6 35.1 Yellow Change Interval (l), s 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 15 3 15 315 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry Yes No Yes No Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 street wl"a""tn � lslana � �ur� o o No 0 o No 0 o No 0 o No Width Outs"ide"/"Bike"Lan"e"/"Sho"ul"aer ft" 1"2" 5"0 2 0" 12 5 0" 2"1 12 51)" 2"0 12" 5.0" 2".0 Pedestria"n" Signal Occupied Parkin P No 0" 50" N"o 0 50 N"o 0"150" N"o 0 50 g p 9 , AH 11111:: dmP h III m!,�rve d. H;S1ivr "wd�+,'mm"t 'hdcr�Wa n "'.P 8,5 �mmym�mwratemd. 712(V2021 1:5TM 1113M�.,;:w'id�mad".."N W..Nn'sryod:,n'lid III mnm Wn, 110 358 HCS7 Signalized Intersection Results Summary General Information Agency GHA Analyst DB Jurisdiction IDOT Urban Street IL RTE"6""'2""x" E" cON" uiN Q Intersection IL "Q.. BUSSE Project Description IIICLOUD HQ Intersection Information Demand Information Duration, h 0.250 Analysis Date Jul 20, 2021 Area Type Other Time Period PM PHF 0.95 Analysis Year EXISTING 2021 Analysis Penod 1 7.00 File Name 202°1°°°62 BUS M.xus 403 Demand Information WB R L EB A roach Movement PP 150 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 144 IIIIIIII�III III�II I L T Demand V wehh 6 Case Number 7.3 403 Signal Information 11.1 25.2�3.... ...... 0 ................�����.�..........4........... 5 ................................���� .....3������������������������������������ �����4����������������������������������0������������������������������������l��������������������������������������� 8.3 60.7 ����������������������������������������� CY s cle 130.0 Reference Phase 2 6.0 Max Allow Headway ( MAH), s Offsets 0 Reference PointBe in 9 Green 5.3 Uncoordinated 'F�������,'��r"��ll����I'll����I'll��,'��I'll��,,,'ll����I'll'll����I'll����I'll��,'ll����I'll��I No ���I'l����IF'll����I'll����I'll,'ll����I'll����I'llI Simult. Gap E/W ���I'l����I'll����I�,'�m'll��,'ll����I'll��,'ll����I'll����I'll����I����������������������������N�������������������������������������� On �����������������������������������n������������������ �����Yel.l.ow�� �����3.����0�������������� o ce ode Float S ult. Gao /S O �������Re�d����������������������� �����o�����o�������������� INB T R 413 641 130 Appendix G SB L T R 80 422 50 Timer Results WB R L T R 150 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 144 IIIIIIII�III III�II I 525 I 89 I".,.IG '12.7 6 Case Number 7.3 1.03.0 54.7 11.1 25.2�3.... ...... 0 ................�����.�..........4........... 5 ................................���� .....3������������������������������������ �����4����������������������������������0������������������������������������l��������������������������������������� 8.3 60.7 ����������������������������������������� �������"����'���'1111111111111111,''I'll� INB T R 413 641 130 Appendix G SB L T R 80 422 50 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 3 8 5 2 1 6 Case Number 7.3 1.03.0 1.1 3.0 1.1 4.0 Phase Duration, s 31.2 14.1 45.3 24.0 76.4 8.3 60.7 Change Period, ( Y+R � ), s 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 5.7 3.0 5.7 3.0 0.0 3.0 0.0 Queue Clearance Time ( g s ), s27.2 12 11.0 18.8 20.2 5.5 Green Extension Time ( g e ), s 0.0 0.2 14.0 0.8 0.0 0.1 0.0 Phase °Call"°°Pro°ba°bl�°int Y 1.00 100 100 100 0 95 252 MaX oUt Propa��l"t v 1.01 0.00 0 24 0 00 0.00 1535 Movement Group Results EB WB NB SB "IlApproach Movement "IlAssigned L T R L T R L T R L T R Movement4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v), veh/h 424 375 152 553 94 456 679 137 84 252 245 Adjusted Saturation Flow Rate ( s ), veh/h/In 1781 1535 1697 1766 1585 1767 1781 1485 1753 1826 1758 Queue Service Time ( g s ), s 14.2 25.2 9.0 16.8 5.4 18.2 9.3 4.9 3.5 9.7 10.3 Cycle Queue Clearance Time (g � ), s 14.2 25.2 9.0 16.8 5.4 18.2 9.3 4.9 3.5 9.7 10.3 Green Ratio (g/C) 0.19 0.36 0.29 0.30 0.34 0.60 0.54 0.63 0.46 0.42 0.42 Capacity ( c ), veh/h 690 545 278 1069 544 645 1927 930 442 768 740 Volume -to -Capacity Ratio (X) 0.615 0.687 0.544 0.517 0.172 0.706 0.352 0.147 0.190 0.328 0.331 Back of Queue ( Q ), ft/In ( 95 th percentile)267.2 412.8 180.1 298.7 94 297 149.6 79.9 67.4 189.4 190 Back of Queue ( Q ), veh/In ( 95 th percentile) 10.5 15.8 6.8 11.7 3.7 11.6 5.9 3.0 2.6 7.3 7.6 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 5.500.88 0.00 1.25 1.01 0.00 0.53 0.67 0.00 0.00 Uniform Delay ( d i ), s/veh 48.0 35.8 36.7 37.5 29.8 15.4 9.6 10.0 19.8 18.6 20.1 Incremental Delay ( d 2 ), s/veh 1.2 3.0 0.6 0.1 0.1 1.1 0.5 0.3 0.1 1.1 1.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 control Delay d s/ven ( ) 49.2 35.5 31.3 3715 10 3 15 5 10 1 10 3 19 9 19 8 21 3 Level of Service LOs (LOS) D B D D c B B B B B 11111111111111 c "IlA roach 's/veh LOs ppDelay, 44 3 17 3 7 12 4 B 20 4 c Intersection Delay, s/veh / LOS 26.8 C Multimodal Results EB WB NB SB Pedestrian LOS score /LOS 2 40 B 211 B 2.42 B 2 28 B Bicycle LOS Score............. �os Y 115 A 115 A 1.54 B 0.97 A itr III Il1orkla, AR IIII'.ud° h Il11::Re em�drr.d:�. IK� '5r, St w is "Id'a rshnm 7 !B,5 m �iw�rd�er� /2 tl,�1 ��'"1 ,' 5dn III N#9N 111 359 HCS7 Signalized Intersection Intermediate Values Appendix G General Information L T R Intersection Information Agency GHA L Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other rl" I" I" n Ju sd ct o ID T" O TI"" P rl e e od PM P"HF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1 7.00 Intersecti"o"n" IL 62 BUSS"E F"Ile" N"a"me" 2021 62 "BUS PM.Xus 1.000 Project Description CLOUD HQ I " § "r''T, ,'' l�������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� I Dnhlf tion EB WB NB SB Approach Movement L T R L T R L T R L T R Dema"nd" V weh/n 403" 350 1"44 525" $"9 433 045" 130" $"0 422 50 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII f llI lIlIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIIIIIIIII Signal Information ')z 1,,. 4 ... .�.�.�.�.�.�.�.�.�.��.�l.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.��.�.�.�.�.�.�.� ���������*��������4�����b����������I���IN�l, ���V,� " )...... A o a, ,yµ; 1 g n Green 5.3 12.7 54.7 11.-- ycle, s 130.0 Reference Phase Offset, s 0 Reference Point Be I 25.2 0.0 Uncoordinated No Simult. Ga E/W On p Yellow 3.0 3.0 4.5 3.0 4.5 0.0 Force Mode Float Simult. GaD N/S On Red 0.0 0.0 15 00 15 00 �01) 6 ax Saturation Flow/ Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (fHv9) 1.000 0.984 0.953 0.938 0.977 0.984 0.977 0.984 0.922 0.969 0.961 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IlArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 0.952 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.0001.000 1.000 Left -Turn Adjustment Factor (fir) 1.000 1.000 0.952 0.000 0I'll.952 0.000 0.952 0.000 Right -Turn Adjustment Factor (fRr) 0.000 0.847 0.000 0.847 0.000 0.847 0.963 0.963 Left -Turn Pedestrian Adjustment Factor (fipb) 1.000 1.000 1.000 1.000 Right -Turn Ped -Bike Adjustment Factor (fRpb) 1.000 1.000 1.000 1.000 Work Zone Adjustment Factor (f.Z) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DDI Factor (fDDI) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 0 3651 1535 1697 3533 1585 1767 3561 1485 1753 3206 378 Proportion of Vehicles Arriving on Green (P) 0.00 0.19 0.19 0.09 0.30 0.30 0.16 0.72 0.54 0.04 0.56 0.42 Incremental Delay Factor (k) 0.15 0.21 0.04 0.04 0.04 0.08 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL Em EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (t�) 6I'll.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C) 0.19 0.29 0.30 0.60 0.54 0.46 0.42 Permitted Saturation Flow Rate (sp), veh/h/In 869 917 0 894 0 749 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 0.0 27.2 0.0 56.7 0.0 54.7 0.0 Permitted Service Time (g�,), s0.0 11.0 0.0 44.4 0.0 54.7 0.0 Permitted Queue Service Time (gps), s 3.2 12.8 0.0 Time to First Blockage (gf), s 25.2 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s 'Protected" Right Flow sR weh n�In g ( ), 1535 1"586" 1485 Protected Right Gree"n" Tlnl"e" R" 5" g (g ) 21 0" 5 3" 1"1" 1 Multimodal EB WB NB SB Pedestrian FW / Fv 1.710 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Fdeiay 0.000 0.111 50 0.000 0.138 0.000 0.105 0.000 0.124 Pedestrian Mcorner / Mc. Bl� aleti lti Y 3s 69 4124 605 03 3162 1082 36 13 68 84155 21 s1 BI"c cl"e F / FV" Y 3 04 0 00" 3 04" 0" 00" 3 04 -. 3.04 0" 48" C:c%yHgM +'1 20dV;,N W..�hlshod rsku'Vd'of III Illa N a�a„,SAH 111 ug ht III"w �.��riN.gdd,�,d, IHSS ", "a��+Mmo�t 'hi"erM^aaa "'.P ��,5 �»ew�craatec�. e/` Od 12 �� 1:57%58114ap«I 112 360 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information AgencyGHA Duration, h 0.250 Analyst DB si Analys Date Jul 20, 2021 Area Type Other rl" i I".......... Ju sd ct o n O P r� e e od PM P"HF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year EXISTING 2021 Analysis Period 1> 7.00 Intersecti"o"n" IL 62 BUSS"E F"Ile" N"a"me" 2021 62 "BUS PM.Xus Project Description CLOUD HQ Demand I Information ftion EB WB NB SB AL pproach Movement L T R L T R L T R .......................... T R Dema"nd" ( v )r veh/h 403" 350 144 525" 8"9 413 645" 130" 80 12 50" Signal Information W')z �......iG y�: 1 ycle, s 130.0 Reference Phase Offsrot et, s 0 Reference Point Begin Green 5.3 12.7 54.7 11.1 25.2 P 0.0 Uncoordinated No Simult. Ga E/W On Yellow 3.0 3.0 4.5 3.0 4.5 0.0 Force Mode Float Simult. Ga N/S On Red 0.0 0.0 15 00 15 0� a r Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue ( Q ), Win ( 95 th percentile) 267.2 412.8 180.1 298.7 94 297 149.6 79.9 67.4 189.4 190 Back of Queue ( Q ), veh/In ( 95 th percentile) 10.5 15.8 6.8 11.7 3.7 11.6 5.9 3.0 2.6 7.3 7.6 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.00 5.50 0.88 0.00 1.25 1.01 0.00 0.53 0.67 0.00 0.00 Control Dela d s/veh 49 2 33 3 313 37 5 10 3 15 5 10 1 10.3 19.9 19.8 21.3 Y ( )� Lel f Service L o o o B B B B B e e o Se ce ( OS) C C A roach 'Dela 's/ve"n" LO5 4 3 3Z 7 12 4 8 20 4 c PP Y Intersection Delay, s/veh / LOS 11111 26.8 C 7.6 7.3 2.6 11 11 1 21.3 19.8 19.9 10.1 0 49.2 15.8 0 38.8 D OS ID 16.5 10.1 10.3 T 3 5.9 11.6 29.8 3.7 37.6 r1 11.7 37.3 6.8 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummghW iP ° n,m .''N Uind°idr a ut+ r,ltr III II1orkW,a ,, W WWIII'I',u�' htsIllRw. scu°rivell.11 3Wum eW r 'Ilder: on 7 8,5 Gehl r=tecl 7/2012021 15T8 III',p 361 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- �N!�pgwHght)1202 .n�u iiew:wty of irrma,a, ilkh IRIightsllReserved, 11 WS I"' Streets 1111:r,:�on"78.5 ierie,.aite M0�I202 1!5 58 I'M 114 362 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �. `.11111]' i C I I A enc GHA Duration h 0.250 g Y "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period PM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 Intersecti"o"n" IL 62 BUSS"E F"Ile" N"a"me" 2032 N"B" 62""B"U"S" P"" Xu"S" Project Description CL OUD HQ Demand Information EB WB NB SB "IllApproach Movement L T R L T R L T R L T R Dema"nd" v veh/n 420" 372 1""5"1 550" 9"3 453 "75" 135" 82 456 54" ( ) IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII f llI lIlIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIII III IIIIIIIIIIII II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal130.0 Reference Phase 2 ,"�; - ... M Ccles � � �� Information 6 1, nn, 'lg n Green 5.5 13.8 13.8 ff 9 � 11.....d ...� 0.0 __ Offset, s 0 Reference Point Be i��� Uncoordinated No Simult. Ga E/W On Gap Yellow 3.0 3.0 4.5 3.0 4.5 0.0,, Imh/h Float Simult. Gap N/S On Red 0.0,.., 00.. 15 00 1.5 0.0 �: nxation EB WB NB SB ement L T R L T R L T R L T R 420 372 151 550 93 453 675 136 82 456 54 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), % 2 6 8 3 2 3 2 10 4 5 Ped / Bike / RTOR, /h0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 mmm0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3"Mmmm 3 4mmm 3 3 4 3 Upstream Filtering (/) 1. 00 1.00 1.00 1.00 1.00 1.00 1.00 L 1.00 1.00 1.00 1.00ane Width (W), ft12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 0 75 205 0 75 295 0 150 1001,111,111,111I 0 Grade (Pg), % 0 0 0 0 Speed Limit, mi/h 35 35 35 35 35 35 35 35 35 35 35 Phase Information EBL EBT WBL WBT NBL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 31.2 26.0 57.2 37.7 57.2 15.6 35.1 Yellow Change Interval (l), s 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 15 3 15 315 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off Off Off Off Min Off Min Dual Entry Yes No Yes No Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 street wl"d""tn � Island � �ur� o o No o o No 0 o No 0 o No Width Outs"id"e"/" Bike" Lan"e"/"Sho"ul"der ft" 1"2" 5" 0 2 0" 12 5 0" 2" 1 12 51)" 2" 0 12" 5.0" 2".0 Pedestria"n" Signal Occupied Parkin P No 0" 50" N"o 0 50 N"o 0"150" N"o 0 50 g p 9 ,AH III'W'.umP h III m!,rw�o ed, 11 H;S I , "�W�+,'mm"t 'hder Man "'.P 8,5 Genc n tet! . a/ md'.V20 "W 1.,561.1"'1 IIf:' n.,;:w'idrmaW".."N W..Nu'Wryod:,q'lid III nnmWnn, 115 363 HCS7 Signalized Intersection Results Summary Appendix G General Information EB Intersection Information Agency GHA Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other rl l l n Ju sd ct o ID T O Tim P rl e e od PM PHF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersection IL 2 BUSSE File Name 2032 NB 62 BUS PM.xua "IlAssigned Movement4 Project Description (CLOUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand v veh�n 42o 372 111 550 93 413 671 136 82 416 54 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIA( IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII f llI lIlIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal Information z ;;,. ,, .. t �.... ..�� o 1, T", 111111111111111 g n Green 5.5 13.8 52.911.� ycle, s 130.0 Reference Phase rot 11 .. 4V Offset, s 0 Reference Point Begin 25.2 0.0 Uncoordinated No Simult. Ga E/W On p Yellow 3.0 3.0 4.5 3.0 4.5 0.0 Force Mode Float Simult. Ga N/S On Red 0.0 0.0 15 00 15 0 ax < Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 3 8 5 2 1 6 Case Number 7.3 1.0 3.0 1.1 3.0 1.1 4.0 Phase Duration, s 31.2 14.6 45.8 25.3 75.7 8.5 58.9 Change Period, ( Y+R � ), s 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH ), s 5.6 3.0 5.6 3.0 0.0 3.0 0.0 Queue Clearance Time (g S ), s 27.2 11.4 19.7 21.5 5.7 Green Extension Time ( g e ), s 0.0 0.2 14.6 0.8 0.0 0.1 0.0 Ph'ase�"Call Propaplllt 1 Oo 1 Oo 1.00 100 0.96 Y MaX oUt Propa��l"t 11Oo 0 Oo 0.2a o 00 0.00 v Movement Group Results "IlApproach EB WB NB SB Movement L T R L T R L T R L T R "IlAssigned Movement4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v), veh/h 442 392 159 579 98 477 711 143 86 273 264 Adjusted Saturation Flow Rate ( s ), veh/h/In 1781 1535 1697 1766 1585 1767 1781 1485 1753 1826 1758 Queue Service Time ( g s ), s 14.9 25.2 9.4 17.7 5.6 19.5 10.1 5.2 3.7 11.1 11.7 Cycle Queue Clearance Time (g � ), s 14.9 25.2 9.4 17.7 5.6 19.5 10.1 5.2 3.7 11.1 11.7 Green Ratio (g/C) 0.19 0.37 0.30 0.31 0.35 0.59 0.54 0.63 0.45 0.41 0.41 Capacity ( c ), veh/h 690 561 278 1081 552 631 1910 928 425 743 715 Volume -to -Capacity Ratio (X) 0.640 0.698 0.571 0.536 0.177 0.755 0.372 0.154 0.203 0.367 0.370 Back of Queue ( Q ), ft/In ( 95 th percentile)278.2 427.8 188.8 311.3 97.7 319.8 161.8 84.6 71 212.2 210.4 Back of Queue ( Q ), veh/In ( 95 th percentile) 11.0 16.3 7.1 12.2 3.8 12.5 6.4 3.1 2.8 8.2 8.4 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 5.700.92 0.00 1.30 1.08 0.00 0.56 0.71 0.00 0.00 Uniform Delay ( d i ), s/veh 48.2 35.1 36.6 37.4 29.4 16.3 10.0 10.1 20.7 20.2 21.6 Incremental Delay ( d 2 ), s/veh 1.6 3.2 0.7 0.2 0.1 2.2 0.6 0.4 0.1 1.4 1.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 c'o'ntrol Dela d s/ven Y( ) 49 8 3 4 37 3 37 6 2 5 1 5 10.6 10 5 20 8 21.6 23.1 (LOS) Level of Service LOS D B D D B B B C C C "IlA roach s/veh Lo"""s""" PpDelay, 4 4 I7 3 6 h 13 4 8 21.1 c Intersection Delay, s/veh / LOS 27.4 C Multimodal Results EB WB NB SB Pedestrian Los 'sco're Los 2 4 B 2 30 B 1.41 8 2 28 8 Bicycle LOS Score............. 1 os Y 118 A 11s A 1.59 8 1.00 A itr III Illvn�mda, H IIII'.ud° h Il11::Re em�drr.d:�. IK� '5r, St w is "Id'a w� hni 7 i3."6 m �iw�rd�er� /2 tl�12��'"1 '�: �. 4 1 III' N#� 116 364 HCS7 Signalized Intersection Intermediate Values Appendix G General Information L T R L Intersection Information Agency GHA T Duration, h 0.250 Analyst DB Analysis Date Jul 20, 2021 Area Type Other r I I n Ju sd ct o ID T O TI P rl e e od PM PHF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1 7.00 Intersecti"o"n" IL 02 BUSS"E F"Ile" N"a"me" 2032 N"B" 62 -B"U"S" P""" Xu"S" 0.984 Project Description CLOUD HQ I " § "r''T, ,'' l�������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������� I Dnhlf tion EB WB NB SB Approach Movement L T R L T R L T R L TR Dema"nd" V wehn 420" 372 1""5"1 55""0""'" 93 453 6"75" 136" 82 416 54 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII f llI lIlIIIIIIIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIIIIIIIII Signal Information ')z 1,,. 4 ... .�.�.�.�.�.�.�.�.�.��.�l.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.��.�.�.�.�.�.�.� ���������*��������4�����b����������I���IN�l, ���V,� " .�1.�.�.�.�.!�6.�.�.�.�.�.�.�.� )...... A o a, ,yµ; g n Green 5.5 13.8 52.9 11.-- ycle, s 130.0 Reference Phase Offset, s 0 Reference Point Be I 25.2 0.0 Uncoordinated No Simult. Ga E/W On p Yellow 3.0 3.0 4.5 3.0 4.5 0.0 Force Mode Float Simult. GaD N/S On Red 0.0 0.0 15 00 15 00 �01) 6 ax Saturation Flow/ Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (fHv9) 1.000 0.984 0.953 0.938 0.977 0.984 0.977 0.984 0.922 0.969 0.961 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IlArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 0.952 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.0001.000 3131 1.000 Left -Turn Adjustment Factor (fir) 1.000 1.000 0.952 0.000 1186 0I'll.952 0.000 3 54 0.952 0.000 0" 59" Right -Turn Adjustment Factor (fRr) 0.000 0.847 0.000 0.847 0" 5"1 1111 0.000 0.847 d, 0.963 0.963 Left -Turn Pedestrian Adjustment Factor (fipb) 1.000 � »ew�craatec�. 1.000 l 111 114ap«I 1.000 117 1.000 Right -Turn Ped -Bike Adjustment Factor (fRpb) 365 1.000 1.000 1.000 1.000 Work Zone Adjustment Factor (f.Z) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DDI Factor (fDDI) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 0 3651 1535 1697 3533 1585 1767 3561 1485 1753 3206 378 Proportion of Vehicles Arriving on Green (P) 0.00 0.19 0.19 0.09 0.31 0.31 0.1HO 0.54 0.04 0.54 0.41 Incremental Delay Factor (k) 0.17 0.22 0.04 0.04 0.04 0.50 0.Em / Movement Groups EBL EBT/R WBL WBT/RBT/R S6I'll.0 3.0 6.0 6.0 3.0 6.0 Green Ratio (g/C) 0.19 0.30 0.31 0.59 0.54 0.45 0.41 Permitted Saturation Flow Rate (sp), veh/h/In 848 902 0 861 0 727 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 0.0 27.2 0.0 54.9 0.0 52.9 0.0 Permitted Service Time (g,), s 0.0 10.3 0.0 41.1 0.0 52.9 0.0 Permitted U"e"Ue S"ervice Tl"e s" 5 Q (gp ), 3" 5 17 1 0 0 Tlme"to" Fi'rst'Blocka e" f S Blockage (gf), 25.2 6.0 0 0 0 0 0 0 0 0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturation Flow (SR), veh/h/In 1535 1585 1485 ht Effective Green Tie R s Protected Right g (gR), 12.3 5.5iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillilliillillillillillillilliillillillilliillillillillillillillillillillillillillilliillillillillillillilliillillillilliillillillillillillillillillillillillillilliillillillillillillilliillillillilliillillillillillillillillillillillillillilliillillillillillillilliillillillilliillillillillI �� � 11 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillillilillillillillillillillillilliillillillillillillilliilililllllllI Multimodal EB WB NB SB Pedestrian FW / Fv 1.710 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs / Fdeiay 0.000 0.150 0.000 0.138 0.000 0.106 0.000 0.125 Pedestrian Mcorner / Mc. BIS ��eti f de Y 3s 69 4124 61101 3131 1072 49 13 98 s13 92 1186 BI"c cl"e F / FV" 11 Y11111 3 54 0 59" 3 54" 0" 59" , 3 54 1" 1"0" 1111111 3.54 0" 5"1 1111 C:e%ya gM +'1 20dV;,N W..�hlshod rsku'Vd' of III Ilia H a�a„,SAH 111 ug ht III"w �.��riN.gdd,�, d, IHSS ", "a��+Mmo�t 'hi"erM^aaa "'.P ��,5 � »ew�craatec�. e/` Od 12 �� 1:56' l 111 114ap«I 117 365 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information AgencyGHA Duration, h 0.250 Analyst DB si Analys Date Jul 20, 2021 Area Type Other rl" i I".......... Ju sd ct o n O P r� e e od PM P"HF 0 95 Urban Street IL RTE 62 ALGONQUIN... Analysis Year NO BUILD 2032 Analysis Period 1> 7.00 Intersecti"o"n" IL 62 BUSS"E F"Ile" N"a"me" 2032 N"B" 62 -B"U"S" P"M".Xu"S" Project Description CLOUD HQ Demand I Information ftion EB WB NB SB Approach Movement L T R L T R L T R L T R Dema"nd" v veh/n 420" 372 151 550" 93 413 675" 130" 82 416 54" ( )r Signal Information W')z 2 INV, �...... 1 0 1I, � ,yg; g n Green 5.5 13.8 52.9 11.�� ycle, s 130.0 Reference Phase Offset, s 0 Reference Point Be I 25.2 0.0 Uncoordinated No Simult. Ga E/W On P Yellow 3.0 3.0 4.5 3.0 4.5 0.0 Force Mode Float Simult. Ga N/S On Red 0.0 0.0 15 00 15 0 ax 71 0 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue ( Q ), Win ( 95 th percentile) 278.2 427.8 188.8 311.3 97.7 319.8 161.8 84.6 71 212.2 210.4 Back of Queue ( Q ), veh/In ( 95 th percentile) 11.0 16.3 7.1 12.2 3.8 12.5 6.4 3.1 2.8 8.2 8.4 Queue Storage Ratio ( RQ) ( 95 th percentile) 0.00 5.70 0.92 0.00 1.30 1.08 0.00 0.56 0.71 0.00 0.00 C'o'ntrol Dela d s/vert 49.8 38.4 37.3 37.6 2.5 18.5 10 6 10.5 20.8 21.6 23.1 Y( ) L V l f" rvl L D" U" D" D B B" B e e o Service (LOS) C C C C A roach"Del"a" s/ve"n../.L0 S / LOS 44" 4 " 30 5" 18 4" 8" 11" 1 C" PP Y Intersection Delay, s/veh / LOS 27.4 1 C 8.4 8.2 2.8 11 11 1 23.1 21.6 20.8 11 0 49.8 16.E 0 38.4 D OS ID 18.5 10.6 10.5 T 6.4 12.5 29.5 3.8 37.6 r1 12.2 37.3 7.1 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummghW iP ° n,m .''N Uind°idr a ut+ r,ltr III II1orkW,a ,, W WWIII'I',u�' htsIllRe scu°rivell.11 WW F 8Wum eW r "dorwon 7 8,5 Gehl r=tecl 7/2012021 021 ' :,56. Wd III',p 366 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- �N!uphwrmght) 20°mtlUn��iier:itmd'ofIIIlIII iwmala,uilkhlIRIightsIIReserved, 11WSI"'tweet:s111ir,:�on"78.� i erie.aite M0�I2021 1!m6111111I'M 119 367 HCS7 Signalized Intersection Input Data Appendix G General Information 1111111111111''.. I'll, 11 Intersection Information "" G �. `.11111]' i C I I A enc GHA Duration h 0.250 g Y "IllAnalyst DB Analysis Date Jul20, 2021 Area Type Other 4"'`' I Jurisdiction IDOT Time Period PM PHF 0.95 #, Urban Street IL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Period 1> 7.00 °r. Intersecti"o"n" IL 1111 Q BUSS"E F"Ile" N"a"me" 2032 TOT"62 "B"U"S P" "XUS Project Description CL OUD HQ Demand Information EB WB NB SB "IllAL T R L T R L T R pproach Movement L T R Dema"nd" I� wehn 434" 372 1"65 585" 2"3 453"75" 142 $"5" 456 54" ( )l���������������������������������������������������������� III iIiI IIIIIIIII IIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII 9 130.0 Reference Phase 2 r"�; R - ... M , T_,,,�, Cclesi na norma io'lg n Green 5.7�... 13.9�G 51.��� 12.....d ...� 0.0 _ Offset, s 0 Reference Point Be i��� Uncoordinated No Simult. Ga E/W On Gap Yellow 3.0 3.0 4.5 3.0 4.5 71 a 0. 0,, Force Mode Float Simult. Gap N/S On Red 0.0 0.0 1.5 0.0 9.5 0.0 �: nx Traffic Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 434 372 165 585 23 453 675 142 85 456 54 Initial Queue (Qb), veh/h 0 0 0 0 0 0 0 0 0 0 0 Base Saturation Flow Rate (s°), veh/h 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Parking (Nm), man/h None None None None Heavy Vehicles (PHv), %2 6 8 3 2 3 2 10 4 5 Ped / Bike / RTOR, /h0 0 0 0 0 0 0 0 0 0 0 0 Buses (Nb), buses/h 0 0 0 0 0 0 0 0 0 0 0 0 Arrival Type (AT) 3 3 3 3 3 3 4 3 3 4 3 Upstream Filtering (/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Width (W), ft 12.0 12.0 ;41t 12.0 12.0 12.0 12.0 12.0 Turn Bay Length, ft 0 75 295 0 150 100 0 Grade (Pg), % 0 0 0 Speed Limit, mi/h 35 35 35 35 35 35 35 MENEEMENEEMENEEM Phase Information EBL EBT BL NBT SBL SBT Maximum Green (Gmax) or Phase Split, s 31.2 .7 57.2 15.6 35.1Yellow Change Interval (l), s 45 .. .0 4.5 3.0 4.5 Red Clearance Interval ( R�), s 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Minimum Green ( Gmin), s 15 3 15 3 15 3 15 Start -Up Lost Time ( It), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green (e), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Passage (PT), s 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode Off OffOff Off Min Off Min Dual Entry Yes No Yes No Yes No Yes Walk (Walk), s 7.0 7.0 7.0 7.0 Pedestrian Clearance Time (PC), s 20.0 20.0 20.0 20.0 1111110001111111011= EM Him Him 0000001M E= E= Multimodal Information EB WB NB SB 85th %Speed / Rest in Walk / Corner Radius 0 No 25 0 No 25 0 No 25 0 No 25 Walkway / Crosswalk Width / Length, ft 9.0 12 0 9.0 12 0 9.0 12 0 9.0 12 0 Street Wlat"n"/ I"Sla"n"a /"C"u"rn 0" 0 N"o 0 0" No 1) 0" No 1)" 0" No Width Outs"Ila"e"/" Bike" Lan"e"/"Sa"o"ul"aer ft" 1"2" 5" 0 2 0" 12 5 0" 2" 1 12 5 0" 2" 0 12" 5 0" 2" 0 Pedestria"n" S"I" n"al"" Occu" led" Parkin ° No 0".5o" N"o 0.50 N"o 0".50" N"c o.5o Signal p 9 , AH lll'W'.umP, hW III m!,rw�o ed, I WW S r „�Ww� of 'idcr �Wa n P 8,5 Gmyw�mwm�� tet! . 7 md'V2 "W 1.,w„�.2 W III3 n.,;:w'idrmaW".."N W..Nu'Wryod:,q'lid III nnmWnn, 120 368 HCS7 Signalized Intersection Results Summary General Information Agency GHA Analyst DB Ju ri i i n sdcto ID T O Urban Street iL°°°RTE""6""'2"""A"""'LON" ui°N Q Intersection IL 52 BUSSE Project Description IIICLOUD HQ Analysis Date Jul 20, 2021 Intersection Information I'llDurat11 ion, h 0.250 11 Area Type Other Time Period PM PHF 0.95 Analysis Year TOTAL 2032 Analysis Period 1 7.00 File Name 2032 TOT 62 BUS PM. xus Demand Information WB R L EB A roach Movement PP 372 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 165 IIIIIIII�lu������������IIIIIIIII I L T Demand V wehn 6 Case Number .., , 434 Signal Information 12.5 25.2 3 415 3.0 4.5 0 0 l.5 0.0 CY s cle 130.0 Reference Phase 2 6.0 Max Allow Headway ( MAH), s Offset, s 0 Reference PointBegin 3.0 Green 5.7 Uncoordinated No Simult. Gap E/W On Yellow 3.0 F r M o ce ode Float I� N S ult. Gao /S O n Red 0 0 NB L T R 413 671 141 Appendix G SB L T R 85 416 54 Timer Results WB R L T R 372 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 165 IIIIIIII�lu������������IIIIIIIII I 585 IIIIIIIIIIIIIII 23 IIIIIIIIIIII 1 6 Case Number .., , 13.9 51.7 12.5 25.2 3 415 3.0 4.5 0 0 l.5 0.0 1 5 NB L T R 413 671 141 Appendix G SB L T R 85 416 54 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 3 8 5 2 1 6 Case Number 7.3 1.03.0 1.1 3.0 1.1 4.0 Phase Duration, s 31.2 15.5 46.7 25.6 74.6 8.7 57.7 Change Period, ( Y+R � ), s 6.0 3.0 6.0 3.0 6.0 3.0 6.0 Max Allow Headway ( MAH), s 5.8 3.0 5.8 3.0 0.0 3.0 0.0 Queue Clearance Time ( g s ), s27.2 12 12.3 20.9 21.8 5.9 Green Extension Time ( g e ), s 0.0 0.2 15.0 0.8 0.0 0.1 0.0 Phase 'Call Prcbabilit Y 1100 1 00 100 100 0 96 273 MaX oUt Probaei�it v 1100 0.00 0 32 0 00 0.01 1535 Movement Group Results EB WB NB SB "IlApproach Movement L T R L T R L T R L T R "IlAssigned Movement4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v), veh/h 457 392 174 616 24 477 711 149 89 273 264 Adjusted Saturation Flow Rate ( s ), veh/h/In 1781 1535 1697 1766 1585 1767 1781 1485 1753 1826 1758 Queue Service Time ( g s ), s 15.4 25.2 10.3 18.9 1.3 19.8 10.5 5.5 3.9 11.4 12.0 Cycle Queue Clearance Time (g � ), s 15.4 25.2 10.3 18.9 1.3 19.8 10.5 5.5 3.9 11.4 12.0 Green Ratio (g/C) 0.19 0.37 0.31 0.31 0.36 0.59 0.53 0.62 0.44 0.40 0.40 Capacity ( c ), veh/h 690 565 285 1106 566 626 1879 926 422 726 699 Volume -to -Capacity Ratio (X) 0.662 0.693 0.609 0.557 0.043 0.762 0.378 0.161 0.212 0.375 0.378 Back of Queue ( Q ), ft/In ( 95 th percentile)287.7 425.6 205.1 327.7 22.7 327.1 169.8 89.2 74.9 217.7 215.4 Back of Queue ( Q ), veh/In ( 95 th percentile) 11.3 16.2 7.7 12.8 0.9 12.8 6.7 3.3 2.9 8.4 8.6 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 5.671.00 0.00 0.30 1.11 0.00 0.59 0.75 0.00 0.00 Uniform Delay ( d i ), s/veh 48.5 34.9 36.4 37.2 27.3 16.9 10.7 10.2 21.4 21.1 22.5 Incremental Delay ( d 2 ), s/veh 1.9 3.1 0.8 0.2 0.0 2.4 0.6 0.4 0.1 1.5 1.6 Initial Queue Delay (d s ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 C'o'ntrol Delay d s/ven ( ) 50.4 37 37 2 37.3 27 3 1g 3 112 10 6 215 22 6 2411 (LOS) Level of Service LOS D U B C B B B C C C "IlA roach s/veh LOs ppDelay, 4.� 3.011 141 B 23.0 c Intersection Delay, s/veh / LOS 27.9 C Multimodal Results EB WB NB SB Pedestrian LoS score / LOS 2 4 B 2 29 B""" 1141 B 2 28 B BicycleLOS Score ............. Y LOS 1 19 A 1 18 A 1.59 B 1.00 A itr III Illvnumda, � H IIII'.ud° h Il11::Re em�drr.d:�. IK� '5r, St w is "Id'a rshnm "7 i3."6 m iw rd r /2 tl,1 ��'" ' : ""+' III' N# 121 369 HCS7 Signalized Intersection Intermediate Values Appendix G General Information III Intersection Information III °' A'11` � "* - Agency GHA Duration, h 0.250 10 Analyst DB Analysis Date Jul 20, 2021 Area Type Other Jurisdiction IDOT Time Period PM PHF 0.95 "'1° Urban Street J��i�"�E������iiTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Penod 1 7.00 Intersection IL Q BUSSE Fl e Name 2032 TOT 62 BUS P Xus Project Description CL OUD HO III Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Deand V wehn 434 372 165 5s5 13 453 °°°°°°°°"6""'°75"°°°°° 142 s""'S 416 54 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII III IIIIIII I I IIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII Signal Information ,10 ";' * ..... ."" ............................... oq) 5 ._ k g n Green 5.7) 13.9�.1� 51.7 12. �� -_._ ... �_- yc e, s e erence ase Offset, s 0 Reference Point Be I 25.2 0.0 Uncoordinated No Simult. Ga E/W On p Yellowmmm 3.0 3.0 4.5 3.0 4.5 0.0 4V Force Mode Float Simult. GaD N/S On Red 0.0 0.0 15 00 15 00 ax Saturation Flow/ Delay L T R L T R L T R L T R Lane Width Adjustment Factor (fW) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles and Grade Factor (fHv9) 1.000 0.984 0.953 0.938 0.977 0.984 0.977 0.984 0.922 0.969 0.961 1.000 Parking Activity Adjustment Factor (fp) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bus Blockage Adjustment Factor (fbb) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 "IlArea Type Adjustment Factor (fa) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane Utilization Adjustment Factor (fiu) 1.000 0.952 1.000 1.000 0.952 1.000 1.000 0.952 1.000 1.0001.000 1.000 Left -Turn Adjustment Factor (fir) 1.000 1.000 0.952 0.000 0I'll.952 0.000 0.952 0.000 Right -Turn Adjustment Factor (fRr) 0.000 0.847 0.000 0.847 0.000 0.847 0.963 0.963 Left -Turn Pedestrian Adjustment Factor (fipb) 1.000 1.000 1.000 1.000 Right -Turn Ped -Bike Adjustment Factor (fRpb) 1.000 1.000 1.000 1.000 Work Zone Adjustment Factor (f.Z) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DDI Factor (fDDI) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Movement Saturation Flow Rate (s), veh/h 0 3651 1535 1697 3533 1585 1767 3561 1485 1753 3206 378 Proportion of Vehicles Arriving on Green (P) 0.00 0.19 0.19 0.10 0.31 0.31 0.17 0.70 0.53 0.04 0.53 0.40 Incremental Delay Factor (k) 0.19 0.22 0.04 0.04 0.04 0.14 0.50 0.50 0.04 0.50 0.50 Signal Timing / Movement Groups EBL Em EBT/R WBL WBT/R NBL NBT/R SBL SBT/R Lost Time (t�) 6I'll.0 3.0 6.0 3.0 6.0 3.0 6.0 Green Ratio (g/C) 0.19 0.31 0.31 0.59 0.53 0.44 0.40 Permitted Saturation Flow Rate (sp), veh/h/In 820 890 0 861 0 727 0 Shared Saturation Flow Rate (ssb), veh/h/In 0 Permitted Effective Green Time (gp), s 0.0 27.2 0.0 53.7 0.0 51.7 0.0 Permitted Service Time (g�,), s0.0 9.8 0.0 39.6 0.0 51.7 0.0 Permitted Queue Service Time (gps), s 4.2 17.4 0.0 Time to First Blockage (gf), s 25.2 0.0 0.0 0.0 0.0 0.0 0.0 Queue Service Time Before Blockage (gfs), s Protected Right Saturatlon Flow sR wehh�ln g ( ), 1535 11x1 14s5 Protected RI 11t Effective Green TIIe R s Right (gR), 22 5 5 7 12.5 Multimodal EB WB NB SB Pedestrian FW / Fv 1.710 0.000 1.557 0.000 1.710 0.000 1.557 0.000 Pedestrian Fs l Fdeiay 0111111 .000 ,111,1111, 0.111 50 0.000 0.137 0.000 0.107 0.000 0.127 Pedestrian Mcorner / Mc. Bi� ��e �b dti Y 3s7 69 42 24 625 86 30.68 1055.27 14.50 795.04 23.59 Bicycle 11 Y cle F� / FV 1111111 3.04 0.11 3104 0a7 11,111, 3.54 1110 1111111 3104 0.12 111, C:e%ya gM +'1 20dV;,N W..�hlshod rsku'Vd' f III Illa N a�a„,SAH 111 ug ht III"w �.��riN.gdd,�, d, 1H� SIII "a��+Mmo�t 'hi' ���am^aaa "'.P ��,5 � »ew�craatec�. e/` Od 12 �� 1.!'� .27 114ap«I 122 370 HCS7 Signalized Intersection Results Graphical Summary Appendix G General Information Intersection Information m AA Agency GHA Duration, h 0.250 u Analyst DB Analysis Date Jul 20, 2021 Area Type Other w µ Junsdiction IDOT Time Period PM PHF 0.95 Urban StreetIL RTE 62 ALGONQUIN... Analysis Year TOTAL 2032 Analysis Penod 1 7.00 F Intersection �L 62 BUSSE Fllm e Na e 2032 TOT 62B°U°S PM.xus Project Description CLOUD HQ Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Bemand v veh/n 434 372 115 585 13 453 375 142 85 456 54 ( )r Signal Information W10 Green 5.7�... 13. _._ yc e, s Reference ase rt 4 Offset, s 0 Reference Point Begin 9�.1� 51.7 12.5 �� 25.2 0.0 P. P Uncoordinated No Simult. Ga E/W On Yellow 3.0 3.0 4.5 3.0 4.5 0.0 Force Mode Float Simult. Ga N/S On Red 0.0 0.0 15 00 15 00 ax a Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Back of Queue ( Q ), Win ( 95 th percentile) 287.7 425.6 205.1 327.7 22.7 327.1 169.8 89.2 74.9 217.7 215.4 Back of Queue ( Q ), veh/In ( 95 th percentile) 11.3 16.2 7.7 12.8 0.9 12.8 6.7 3.3 2.9 8.4 8.6 Queue Storage Ratio (RQ) (95 th percentile) 0.00 5.67 1.00 0.00 0.30 1.11 0.00 0.59 0.75 0.00 0.00 C'o'ntrol Delay d s/veh 10 4 37 0 37 2 37 3 27 3 1 3 1 1 10 11 12 6 241 ( ) L w I fn L B U B B B B B e e o Service (LOS) C C C C A roach Dela s/veh LO5 4 6 07 0 141 B 23 0 PP Y Intersection Delay, s/veh / LOS 27.9 C 8.6 8.4 2.9 24.1 22.6 21.5 11.3 0 50.4 37.9 D OS ID 19.3 11.2 10.6 T 3.3 6.7 12.8 27.3 0.9 37.3 r1 12.8 37.2 ,rte 7.7 Queue mi Delay - Queue Storage Ratio < 1 Queue Storage Ratio > 1 CopyummghW iP ° n,m .''N Uind°idr a ut+ r,ltr III II1orkW,a,, W WWIII'I',u� hts IllRw.scu°rivell.11WW 123Wum eW r 'Ildbns: n 7 8,5 Gehl r=tecl 7/2012021 3:55.`17III',p 371 --- Messages --- Appendix G WARNING: Since queue spillover from turn lanes and spillback into upstream intersections is not accounted for in the HCM procedures, use of a simulation tool may be advised in situations where the Queue Storage Ratio exceeds 1.o. --- Comments --- �N!uphwrmght) 20°mtlUn��iier:itmd'ofIIIlIII iwmala,uilkhlIRIightsIIReserved, 11WSI"'tweet:s111ir,:�on"78.� i erie.aite M0�I2021 1!55.27III„'N 124 372 r,) GEWALT HAMILTON L I � ASSOCIATES, INC. Preliminary PUD Stormwater Management Report Mount Prospect Technology Campus Mount Prospect, Illinois Prepared For: C1oudHQ LLC 1212 New York Avenue NW, Suite 1000 Washington, DC 20005 Prepared By: g�pfEssrp Monica Hue, P.E. Jonathan Hagenow, EIT MONICA K =� HUE 625 Forest Edge Drive 062-071066' Vernon Hills, Illinois 60061 GHA Project #5253.100 August 27, 2021 373 Table of Contents 1 Introduction.......................................................................................................1 2 Existing Conditions...........................................................................................1 3 Proposed Stormwater Management................................................................1 4 Summary............................................................................................................3 List of Tables Table 1: Proposed Detention and Volume Control Summary....................................................... 2 List of Exhibits Exhibit 1 — Location Map Exhibit 2 — FEMA Flood Hazard Map Exhibit 3 — Drainage Exhibit List of Appendices Appendix A — Required Detention and Volume Control Calculations Appendix B — Provided Detention and Volume Control Calculations ii 374 Mount Prospect Technology Campus August 27, 2021 CHA Project #5253.100 Page 1 of 3 1 Introduction The following is a summary report of the preliminary stormwater management improvements proposed for the development of a technology campus at 1200 E. Algonquin Road in the Village of Mount Prospect, Illinois. This report includes documentation of the procedures, assumptions and data used to design the proposed stormwater management facilities in compliance with the requirements of both the Village of Mount Prospect and the Metropolitan Water Reclamation District (MWRD) Watershed Management Ordinance (WMO). The stormwater design uses the new Bulletin 75 rainfall data. 2 Existing Conditions The existing property at 1200 E. Algonquin Road is located in a separate sewer area of the Village of Mount Prospect. The site is currently occupied by United Airlines and contains several existing buildings, asphalt parking areas, interior drives, pedestrian pathways, and a detention pond as shown in Exhibit 1. The owner proposes to purchase the eastern portion of the United Airlines property as outlined in the exhibit. The detention pond at the east end of the site was built prior to 1972. Per MWRD Permit #1986-0760, this pond provides detention for a portion (25.78 acres) of the eastern end of the site. The control structure discharges stormwater from the pond east to an existing Village of Mount Prospect sewer on Linneman Road. Per MWRD Permit #2012-0282, the detention basin northwest of the property and south of Dempster only services the adjacent United Airlines property to the west. There is an existing parking lot at the southeast corner of Linneman Road and Dempster Street. There is no detention that services the parking lot. Per MWRD Permit #2006-0231, the detention pond south of this parking lot and east of Linneman Road only services business centers south and east of the pond. Exhibit 2 shows the FEMA Flood Hazard map for the site. There is no regulatory floodplain, wetlands, and riparian environments on or within 100 feet of the development. The site does not have sub -surface contamination. 3 Proposed Stormwater Management All existing structures, parking, and the detention pond within the Mount Prospect Technology Campus will be demolished and reconstructed. Three new buildings are proposed with associated parking lot and driveway improvements. In addition, the parking lot east of Linneman Road will be transformed into a substation yard. Detention and Volume Control Design As shown in Exhibit 3, six basins are proposed for detention and volume control storage. One basin at the western end of the redevelopment will have a high water level (HWL) higher than the five basins downstream. This is due to site grading and head needed to push stormwater to the east. The volume control is provided within 18' of soil media mix and 12" of surface storage within each basin. The AGEWALT�'i� HAMILTON ASSOCIATES, INC. 375 Mount Prospect Technology Campus August 27, 2021 CHA Project #5253.100 Page 2 of 3 surface storage of all basins is at 4:1 slopes. The detention and volume control storage for the upper basin (Basin #2) are between elevations 663.5 and 672. The detention and volume control storage for the remaining five lower basins are between elevations 659.5 and 668. The ultimate control structure for the six basins is at the same location as the control structure from the pond of the existing site, which will connect to existing Village storm sewer on Linneman Road. The proposed substation will have its own detention and volume control basin. The basin is also proposed to have 4:1 slopes. Volume control is provided in the bottom 12" of surface storage. The detention and volume control storage are between elevations 658 and 663. The table below summarizes the stormwater requirements and provided storage. Since the disturbance area is a complete redevelopment, regular MWRD Schedule D with Bulletin 75 rainfall data is used to compute the required detention volume. The allowable release rate for detention uses 0.20 cfs/acre within the Des Plaines River watershed. The ultimate control structures meet the allowable release rate of the project areas. Detention and volume control calculations are provided in Appendices A and B. Table 1: Proposed Detention and Volume Control Summary Stormwater Requirements 3 Building Layout Substation Project Area (AC 43.58 6.27 Impervious Area (AC 31.30 5.03 Volume Control (AC -FT) 2.61 0.42 Detention AC -FT 17.05 2.50 Total Storage (Volume Control + Detention) (AC -FT) 19.66 2.92 Potential Volume Control Storage Available Ac -FT 3.24 0.42 Potential Detention Storage Available Ac -FT 24.18 3.44 Total Potential Storage Available (Ac -FT) 27.42 3.86 The HWL of 672 for the upper Basin #2 is 3' below the adjacent finished floor elevation of the building. The HWL of 668 for the lower basins is 4' below the finished floor elevations of the ORD2 and ORD3 buildings. A soil report will be provided in the final engineering report to confirin there is at least 2' separation between the bottom of the volume control and seasonally high groundwater table. Overfl ows, A 100 -year emergency overflow route within the 3 -building site generally flows east, with discharge overtopping of the basins provided to Linneman Road. The proposed access drive to Linneman and the service drive north of ORD2 building will help provide a portion of the flood route. Any AGEWALT�'i� HAMILTON ASSOCIATES, INC. 376 Mount Prospect Technology Campus August 27, 2021 CHA Project #5253.100 Page 3 of 3 additional flow will need to be conveyed in large diameter pipes discharging to the Linneman Road right-of-way. Storm Sewer Desi New storm sewers will be sized to current storruwater standards using Bulletin 75 rainfall data. Within the 3 -building site, storm sewers are routed through several basins until it discharges to Basin #4. It then discharges to the ultimate control structure near Linneman Road. 4 Summary The preliminary stormwater management improvements proposed as part of the Mount Prospect Technology Campus site improvement project are designed to comply with the Village of Mount Prospect stormwater regulations and the MWRD WMO requirements for detention storage, volume control storage, and release rates. AGEWALT�'i� HAMILTON ASSOCIATES, INC. 377 Exhibit 1 Location Map 378 Exhibit 2 FEMA Flood Hazard Map 380 T- 00 M CL aca w I Exhibit 3 Drainage Exhibit 382 M x w W 9 CP zo a — ` zo :-C o< 14 1- W W 7 100 W 0. W 88CC8 �� iewc ° —------------ g .. o I , II my uwwtl ' I �W 3&� '� II ylpl I _ o ' I � yy 4 iii 0. Woo PUP �h�s�s� �W� � woz e o _ X am, zJ Lu moo p Yi! W 0 a I IF 0 2C90 QQ<¢ -- - as z ao ui F ,d Q 'OZ On II N O j 1 00 i\ p< C Z�� — oa w i 9 0. DW ua 1 01 W V ZL9 `�� 1 illll W llI O. 19 I I I mo 8 ��$ gN8 I Koos m i ises / Ohre OO�W �FSv / bNQ p N^3 Q OOpN pobb x, JS�N 2JSti^i � � 00 •. 000 � j 9g9g S � �y�pY S Appendix A Required Detention and Volume Control Calculations 384 COMPOSITE RUNOFF CURVE NUMBER (CN) PROJECT: Mt Prospect Tech Preliminary 3 Building Lavout PERMIT NUMBER: LOCATION: Mount Prospect TYPE OF AREA (SELECT WITH DROP-DOWN) X DETAINED AREA UNRESTRICTED AREA UPSTREAM AREA CONDITION (SELECT WITH DROP-DOWN) X PROPOSED CONDITION RUNOFF CURVE NUMBER DATE: 7/21/2021 MAJOR STORMWATER SYSTEM OTHER: EXISTING CONDITION Surface Description Hydrologic Soil Group (HSG) CN Area (acres) Product (CN)(Area) Impervious D 98 31.30 3067.40 Pervious Green Space D 80 12.28 982.40 TOTALS: 43.58 4049.80 COMPOSITE RUNOFF CURVE NUMBER Total Product 4049.80 Composite CN = _ -> Composite CN = 92.93 Total Area 43.58 385 ADJUSTED COMPOSITE RUNOFF CURVE NUMBER (CNADJ ) PROJECT: Mt Prospect Tech Preliminary 3 Building Layout PERMIT NUMBER: LOCATION: Mount Prospect DATE: 7/21/2021 DEVELOPMENT INFORMTION 1. Area Detained, A 43.580 2. Total Impervious Area 31.300 3. Composite CN 92.93 4. Volume Control Storage Provided, VCP 2.608 S. Depth of Rainfall, P 8.57 RUNOFF VOLUME (NRCS EQUATIONS) 1000 6. Maximum Retention, S S = CN — 10 0.76 7. Runoff Depth, Q D QD = (P — 0.25) 7.72 (p + 0.85) 1 8. Runoff Volume, VR VR = QDA 28.04 12ft VOLUME CONTROL STORAGE �:tyc4y acres ac -ft inches inches inches ac -ft 9. Volume Control Storage Required, VCR 2.608 ac -ft 10. Additional Volume Control Storage Provided 0.000 ac -ft ADJUSTED RUNOFF VOLUME 11. Adjusted Runoff Volume, VADA VADA = VR — VCP 25.429 12. Adjusted Runoff Depth, QADJ 7.00 13. Adjusted Maximum Retention, SAD 1.50 ADJUSTED COMPOSITE RUNOFF CURVE NUMBER 14. Adjusted Runoff Curve Number, CNAD 86.97 ac -ft inches inches 386 NOMOGRAPH: BULLETIN 75 RAINFALL DATA PROJECT: Mt Prospect Tech Preliminary 3 Building Layout LOCATION: Mount Prospect DEVELOPMENT INFORMATION 1. Detained Area 2. Curve Number 3. Actual Release Rate REQUIRED DETENTION VOLUME 4. Required Detention Volume NOMOGRAPH 0.800 0.700 U fa 0.600 U M PERMIT NUMBER: DATE: NOMOGRAPH: BULLETIN 75 7/21/2021 43.580 acres 86.97 8.716 cfs 17.047 lac -ft 0.300 0.200 0.100 0.00 cfs/ac 0.05 cfs/ac 0.10 cfs/ac 0.15 cfs/ac 0.20 cfs/ac 0.25 cfs/ac 0.30 cfs/ac 0.000 u u 50 55 60 65 70 75 80 85 90 95 100 Curve Number 387 COMPOSITE RUNOFF CURVE NUMBER (CN) PROJECT: Mt Prospect Tech Preliminary Substation Lavout PERMIT NUMBER: LOCATION: Mount Prospect TYPE OF AREA (SELECT WITH DROP-DOWN) X DETAINED AREA UNRESTRICTED AREA UPSTREAM AREA CONDITION (SELECT WITH DROP-DOWN) X PROPOSED CONDITION RUNOFF CURVE NUMBER DATE: 6/23/2021 MAJOR STORMWATER SYSTEM OTHER: EXISTING CONDITION Surface Description Hydrologic Soil Group (HSG) CN Area (acres) Product (CN)(Area) Impervious D 98 5.03 492.94 Pervious Green Space D 80 1.24 99.20 TOTALS: 6.27 592.14 COMPOSITE RUNOFF CURVE NUMBER Total Product 592.14 Composite CN = _ -> Composite CN = 94.44 Total Area 6.27 388 ADJUSTED COMPOSITE RUNOFF CURVE NUMBER (CNADJ ) PROJECT: Mt Prospect Tech Preliminary Substation Layout PERMIT NUMBER: LOCATION: Mount Prospect DATE: 6/23/2021 DEVELOPMENT INFORMTION 1. Area Detained, A 6.270 2. Total Impervious Area 5.030 3. Composite CN 94.44 4. Volume Control Storage Provided, VCP 0.419 S. Depth of Rainfall, P 8.57 RUNOFF VOLUME (NRCS EQUATIONS) 1000 6. Maximum Retention, S S = CN — 10 0.S9 7. Runoff Depth, Q D QD = (P — 0.2S)2 7.90 (P + 0.8S) 1 8. Runoff Volume, VR VR = QDA 4.13 12ft VOLUME CONTROL STORAGE �:tyc4y acres ac -ft inches inches inches ac -ft 9. Volume Control Storage Required, VCR 0.419 ac -ft 10. Additional Volume Control Storage Provided 0.000 ac -ft ADJUSTED RUNOFF VOLUME 11. Adjusted Runoff Volume, VADI VADA = VR — VCP 3.710 12. Adjusted Runoff Depth, QADI 7.10 13. Adjusted Maximum Retention, SADI 1.39 ADJUSTED COMPOSITE RUNOFF CURVE NUMBER 14. Adjusted Runoff Curve Number, CNADI 87.78 ac -ft inches inches 389 NOMOGRAPH: BULLETIN 75 RAINFALL DATA PROJECT: Mt Prospect Tech Preliminary Substation Layout LOCATION: Mount Prospect DEVELOPMENT INFORMATION 1. Detained Area 2. Curve Number 3. Actual Release Rate REQUIRED DETENTION VOLUME 4. Required Detention Volume NOMOGRAPH 0.800 0.700 U fa 0.600 U M PERMIT NUMBER: DATE: NOMOGRAPH: BULLETIN 75 6/23/2021 6.270 acres 87.78 1.250 cfs 2.497 lac -ft 0.300 0.200 0.100 0.00 cfs/ac 0.05 cfs/ac 0.10 cfs/ac 0.15 cfs/ac 0.20 cfs/ac 0.25 cfs/ac 0.30 cfs/ac 0.000 u u 50 55 60 65 70 75 80 85 90 95 100 Curve Number 390 Appendix B Provided Detention and Volume Control Calculations 391 opt 3 3 -Building Layout: Provided Detention Storage POND: Detention Basin JOB NO. 5253.100 PROJECT: FILE: Storage.xls DATE: 8/31/2021 Basin 1 - North, Dry Bottom Side Slopes 4 1 Area Elevation (ft) (ft') (ac) Average Area (ac) Incremental Storage (ac -ft) Cummulative Storage (ac -ft) Cummulative Storage (ac -ft) 665.00 3,396 0.078 0.00 28,859 0.663 0.110 0.11 0.00 666.00 6,229 0.143 0.706 0.11 667.00 0.177 0.18 667.00 9,163 0.210 0.29 0.795 0.80 0.245 0.25 36,592 668.00 12,197 0.280 1.50 0.53 0.886 0.89 669.00 40,610 0.932 2.39 0.980 Basin 2 - West, Dry Bottom Elevation (ft) (ft') Area (ac) Average Area (ac) Incremental Storage (ac -ft) Cummulative Storage (ac -ft) 666.00 28,859 0.663 0.00 0.706 0.71 667.00 32,676 0.750 0.71 0.795 0.80 668.00 36,592 0.840 1.50 0.886 0.89 669.00 40,610 0.932 2.39 0.980 0.98 670.00 44,728 1.027 3.37 1.075 1.08 671.00 48,946 1.124 4.44 1.173 1.17 672.00 1 53,265 1.223 1 5.62 Page 1 392 opt 3 Basin 3 - Center, Dry Bottom Elevation (ft) (ft) Area (ac) Average Area (ac) Incremental Storage (ac -ft) Cummulative Storage (ac -ft) 662.00 18,801 0.432 0.00 0.477 0.48 663.00 22,723 0.522 0.48 0.568 0.57 664.00 26,746 0.614 1.04 0.661 0.66 665.00 30,870 0.709 1.71 0.757 0.76 666.00 35,094 0.806 2.46 0.855 0.86 667.00 39,419 0.905 3.32 0.956 0.96 668.00 43,844 1.007 4.27 Basin 4 - East, Dry Bottom Elevation (ft) (ft) Area (ac) Average Area (ac) Incremental Storage (ac -ft) Cummulative Storage (ac -ft) 662.00 15,446 0.355 0.00 0.400 0.40 663.00 19,370 0.445 0.40 0.491 0.49 664.00 23,395 0.537 0.89 0.584 0.58 665.00 27,520 0.632 1.47 0.680 0.68 666.00 31,746 0.729 2.16 0.778 0.78 667.00 36,072 0.828 2.93 0.879 0.88 668.00 40,499 0.930 3.81 Page 2 393 opt 3 Basin 5 - South, Dry Bottom Elevation (ft) (ft) Area (ac) Average Area (ac) Incremental Storage (ac -ft) Cummulative Storage (ac -ft) 662.00 22,765 0.523 0.00 0.554 0.55 663.00 25,500 0.585 0.55 0.618 0.62 664.00 28,336 0.651 1.17 0.684 0.68 665.00 31,272 0.718 1.86 0.753 0.75 666.00 34,308 0.788 2.61 0.824 0.82 667.00 37,445 0.860 3.43 0.897 0.90 668.00 40,683 0.934 4.33 Basin 6 - SE, Dry Bottom Elevation (ft) (ft) Area (ac) Average Area (ac) Incremental Storage (ac -ft) Cummulative Storage (ac -ft) 662.00 29,584 0.679 0.00 0.720 0.72 663.00 33,149 0.761 0.72 0.803 0.80 664.00 36,814 0.845 1.52 0.888 0.89 665.00 40,580 0.932 2.41 0.976 0.98 666.00 44,447 1.020 3.39 1.066 1.07 667.00 48,414 1.111 4.45 1.158 1.16 668.00 1 52,482 1.205 5.61 Total Provided Detention: 24.18 Ac -FT Page 3 394 3 -Building Layout Provided Volume Control Storage CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft Provided Volume Control Total 3.24 Ac -Ft 395 Basin 1 Volume Type Surface Area (SF) Depth (Inches) Porosity Storage Volume Volume Provided VA: Surface Storage 3396 12 1.00 1.00xVA 3396 VB: Soil Media Mix 3396 18 0.25 0.50XO.25XVB 637 28859 Tota 1 0.09 CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft Provided Volume Control Total 3.24 Ac -Ft 395 Basin 2 Volume Type Surface Area (SF) Depth (Inches) Porosity Storage Volume Volume Provided VA: Surface Storage 28859 12 1.00 1.00xVA 28859 VB: Soil Media Mix 28859 18 0.25 0.50XO.25XVB 5411 Tota 1 0.79 CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft Provided Volume Control Total 3.24 Ac -Ft 395 Basin 3 Volume Type Surface Area (SF) Depth (Inches) Porosity Storage Volume Volume Provided VA: Surface Storage 18801 12 1.00 1.00xVA 18801 VB: Soil Media Mix 18801 18 0.25 0.50XO.25XVB 3525 Tota 1 0.51 CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft Provided Volume Control Total 3.24 Ac -Ft 395 Basin 4 Volume Type Surface Area (SF) Depth (Inches) Porosity Storage Volume Volume Provided VA: Surface Storage 15446 12 1.00 1.00xVA 15446 VB: Soil Media Mix 15446 18 0.25 0.50XO.25XVB 2896 Tota 1 0.42 CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft Provided Volume Control Total 3.24 Ac -Ft 395 Basin 5 Volume Type Surface Area (SF) Depth (Inches) Porosity Storage Volume Volume Provided VA: Surface Storage 22765 12 1.00 1.00xVA 22765 VB: Soil Media Mix 22765 18 0.25 0.50XO.25XVB 4268 Tota 1 0.62 CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft Provided Volume Control Total 3.24 Ac -Ft 395 Basin 6 Volume Type Surface Area (SF) Depth (Inches) Porosity Storage Volume Volume Provided VA: Surface Storage 29584 12 1.00 1.00xVA 29584 VB: Soil Media Mix 29584 18 0.25 0.50XO.25XVB 5547 Tota 1 0.81 CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft CF CF Ac -Ft Provided Volume Control Total 3.24 Ac -Ft 395 Detention Basins Substation: Provided Volume Control & Detention Storage Substation Basin - 4:1 Slopes, 16' Bottom Area Elevation (ft) (ft') (ac) Average Area (ac) Incremental Storage (ac -ft) Cummulative Storage (ac -ft) 658.00 14,637 0.336 0.00 0.422 0.42 659.00 22,134 0.508 0.42 0.595 0.60 660.00 29,731 0.683 1.02 0.771 0.77 661.00 37,429 0.859 1.79 0.949 095 662.00 45,228 1.038 2.74 1.129 1.13 663.00 53,126 1.220 3.87 Volume Control Detention Total 0.42 Ac -Ft 3.44 Ac -Ft 3.86 Ac -Ft (Elev 658-659) (Elev 659-663) Page 1 396 m�lj, , , 'l I 152 1 1 Subsurface Exploration airs d Geo -technical Engineering Report Mount lllI�)IIS ospect I ecllhIIS ology II II 1200 All g(.:)inqWin IRoad Mount Prospect, 11111inois ECS IPiroject Nuirrilbeir 16:13881 August 30, 2021 397 uuuuu S NAI E wo y h',;" SSI mdard lor Sefod..u'11 'EC Qn�IIU NkB EMN CN�6 a b�� G e o t e c h In II d r � C II C s t IP u c d c. n 'n Va a If (C 'i', S E n v Ii n" o @°`h n'n e n 11 tifl s, FaCHities August 30, 2021 Mr. Chris Warnke Vice President, Site Selection & Acquisitions Cloud HQ 1212 New York Avenue, NW Suite 1000 Washington, DC 20005 Email: CWarnke@CloudHQ.com ECS Project No. 16:13881 Reference: Report of Subsurface Exploration and Geotechnical Engineering Mount Prospect Technology Campus 1200 E Algonquin Road Mount Prospect, Illinois Dear Mr. Warnke: ECS Midwest, LLC (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above -referenced project. This report presents our understanding of the geotechnical aspects of the project along, the results of the field exploration and laboratory testing conducted, and our design and construction recommendations. It has been our pleasure to be of service to you on this project. We would like to continue our services during design and provide our services during construction to verify the assumptions of subsurface conditions made for this report. Please contact us should you have questions about the information contained in this report, or if we can be of further assistance to you. Respectfully submitted, ECS Midwest, LLC Saurabhh Saawant Geotechnical Staff Project Manager ssaawant@ecslimited.com A1 9�l+ylpAt ." DARIN MARTIN MACIOLEg mm 062-070070 Darin Maciolek, P.E. Principal Geotechnical Engineer DMaciolek(@ecslimited.com IL PE Renews 11/30/2021 Https://Ecslimited365.Sharepoint.Com/Sites/16Chicago/16 GEO Rept 100139/Job 13000 - 13999/13881 - Cloud HQ/Report Process Folder/13881 - Cloud HQ Geotechnical Report.Docx g Br u��l"-i°� ���a.lii[g.^ A.�.C, LutlP'A; I��w��4'a b, �II_i., N It ..,a 'V 8,41,2'/9,0366 o'. ('J,,CP9 P�mC.S C.,rVWDI "n� `¢'°u i4��t d, I'9mLS o ["('S HcJi EPda, � U PKS Md4\�0Hi iN',1..LC * U'S V' 11rdw ,sw , V R.Ca o l t.'d �o;°r�ut,l I+ ��t �°�:, LLP 0 E(m ' v *Ji a J'Y:ht tri, .I,, I..l..V�'l 398 Mount Prospect Technology Campus ECS Project No. 16:13881 TABLE OF CONTENTS August 30, 2021 Page EXECUTIVESUMMARY.......................................................................................................................1 1.0 INTRODUCTION............................................................................................................................2 2.0 PROJECT INFORMATION...............................................................................................................3 2.1 Project Location And Current Conditions.........................................................................................3 2.2 Proposed Construction.....................................................................................................................4 3.0 FIELD EXPLORATION AND LABORATORY TESTING..........................................................................5 3.1 Field Exploration...............................................................................................................................5 3.2 Subsurface Characterization.............................................................................................................5 3.3 Groundwater Observations..............................................................................................................6 3.4 Laboratory Services.......................................................................................................................... 7 4.0 Preliminary DESIGN RECOMMENDATIONS....................................................................................8 4.1 Foundations......................................................................................................................................8 4.1.1 Shallow Spread Footing..........................................................................................................8 4.1.1 Drilled Shafts.........................................................................................................................10 4.3 Slabs On Grade...............................................................................................................................13 4.4 Pavement Design Considerations...................................................................................................14 4.5 Stormwater Detention Basin..........................................................................................................17 5.0 SITE CONSTRUCTION RECOMMENDATIONS.................................................................................19 5.1 Subgrade Preparation.....................................................................................................................19 5.1.1 Stripping and Initial Site Preparation....................................................................................19 5.1.2 Demolition of Existing Structures.........................................................................................19 5.1.3 Existing Undocumented Man -Placed Fill..............................................................................20 5.1.4 Proofrolling...........................................................................................................................21 5.1.5 Site Temporary Dewatering..................................................................................................22 5.2 Earthwork Operations.................................................................................................................... 24 5.2.1 Engineered Fill Materials......................................................................................................24 5.2.2 Compaction...........................................................................................................................25 5.3 Foundation and Slab Observations................................................................................................28 5.4 Utility Installations..........................................................................................................................28 6.0 CLOSING.....................................................................................................................................29 APPENDICES Appendix A — Drawings & Reports • Site Location Diagram • Boring Location Diagram Appendix B — Field and Laboratory Operations • Reference Notes for Boring Logs • Boring Logs B-1 through B-12, D-1 through D-5 and P-1 through P-6 • Generalized Subsurface Soil Profiles • Subsurface Exploration Procedures: SPT • Laboratory Testing Procedures: Index Testing Appendix C — Supplemental Report Documents • Important Information about This Geotechnical -Engineering Report 399 Mount Prospect Technology Campus ECS Project No. 16:13881 EXECUTIVE SUMMARY August 30, 2021 Page 1 This Executive Summary is intended as a very brief overview of the primary geotechnical conditions that are expected to affect design and construction. Information gleaned from this Executive Summary should not be utilized in lieu of reading the entire geotechnical report. • ECS Recommends the planned structures can be supported by the following foundation types Option 1: The proposed structures may be supported by conventional shallow foundations consisting of column or strip footings bearing on competent native soils or well graded, granular engineered fill overlying competent native soils proportioned for a maximum net allowable soil bearing pressure of 4,000 psf. Option 2: The proposed structures be supported by drilled shafts (caissons) designed for a maximum allowable soil bearing pressure of 5,000 psf, bearing at approximately 20 feet below grade (approximately EL. 647 to 653 feet MSL ±). Please refer to the corresponding section for more details. ECS understands there is an existing basement (22 to 24 feet deep) at the northeast end of the site (Boring B-10 and B-11 may be located in the basement wall backfill). The undocumented fill extends to a minimum depth of 24 feet below grade in the vicinity of the existing basement. Concrete was encountered at approximately 24 feet below grade (expected to be basement footing). Please note that it will be necessary to extend the drilled shaft below the basement footings into the native soils. Additional soil borings will be required to confirm the native soil properties below the existing basement footing elevation on the northeast end of the site. The building floor slab thicknesses may be determined based on an assumed modulus of subgrade reaction of 150 to 100 pounds per cubic inch (pci) depending on the subgrade preparation alternative selected and the owners accepted level of risk of poor slab performance. We recommend the slabs be designed with a minimum thickness of 5 inches. The structural engineer should determine the actual slab thickness and steel reinforcing requirements. • It is recommended ECS review the design documents to evaluate consistency with our recommendations. • ECS is recommended to be retained for the construction materials testing to help facilitate proper implementation of our recommendations. 400 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 2 1.0 INTRODUCTION The purpose of this report is to provide geotechnical information for the design of foundations, floor slabs, pavements and stormwater detention basins for the proposed data center development. The recommendations developed for this report are based on project information supplied by you. ECS provided its services in accordance with ECS Proposal No. 16:20363 -GP, dated November 2, 2020, as authorized by Chris Warnke on July 7, 2021, and includes the Terms and Conditions of Service included therein. This report contains the procedures and results of the subsurface exploration and laboratory testing programs, a description of existing site conditions, engineering analyses, and geotechnical recommendations for the design and construction. The report includes the following items. • A brief description of the field and laboratory test procedures and the results of testing conducted. • A description of surface topographical features and site conditions. • A description of subsurface soil stratigraphy with pertinent available physical properties. • Records of the subsurface exploration (test boring logs). • Recommendations for site preparation and construction of compacted fills, including an evaluation of on-site soils for use as compacted fills and delineation of potentially unsuitable soils at the time of sampling. • Preliminary recommended foundation type(s). • Preliminary recommendations for the design and construction of soil -supported slabs. • Preliminary recommendations for the design of stormwater detention features. • Preliminary recommendations for pavement design, including a recommended design CBR value. • Considerations relative to groundwater control. 401 Mount Prospect Technology Campus ECS Project No. 16:13881 2.0 PROJECT INFORMATION 2.1 PROJECT LOCATION AND CURRENT CONDITIONS August 30, 2021 Page 3 The project site is located at 1200 East Algonquin Road in Mount Prospect, Cook County, Illinois. The site is bounded to the north by Dempster Street, to the south by East Algonquin Road, to the east by South Linneman Road and to the west by a United Airlines facility. The site location is shown below, and on the Site Location Diagram in Appendix A. Site Location The site is currently developed by the United Airlines Facility. The current facility includes four existing buildings of varying size and stories along with their associated parking lots and drive lanes. The site also contains a pond within the east -central portion of the site. The site was relatively flat, and based on the topographic plan prepared by Gewalt Hamilton Associates, Inc. dated August 11, 2021, the ground surface elevations at the site vary from approximately EL. 666 feet to EL. 674 feet MSL. 402 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 4 ECS conducted a site visit on 16 July, 2021. John Quinlan (United Airlines) provided the following information during the site visit: The 2 -story existing building on the east of the site has a basement on the eastern half of the building. The basement slab is approximately 10 to 12 feet below existing grade. A data center basement (2 below ground stories) is located below the parking lot at the northeast edge of the site. The basement slab is approximately 22 to 24 feet below existing parking lot pavement grades. 2.2 PROPOSED CONSTRUCTION We understand the development at the site will consist of a data center facility, which will include three buildings, associated parking lots and five detention basins. Building: At the time this report was written, the structure loads and finished floor elevations (FFE) were not available. The information listed below summarizes our understanding and assumptions of the structures and their loads. The settlement tolerance of the proposed structure was not provided. Based on similar type construction we assume the maximum tolerable building settlement is 1 inch total and % to % inch differential. Pavement: The development will also include paved parking and drive lanes. The design traffic was not provided to us. Therefore, it was necessary for us to arbitrarily select design traffic volumes. The information below summarizes our assumptions of the traffic. a uu a w - uu Light Duty 250 automobiles and 3 delivery trucks Heavy Duty 1,000 automobiles and 12 delivery trucks Site Grading: Based on the assumed floor elevation and considering the site topography when the borings were performed, it is assumed that approximately 4 feet or less of fill and cut will be needed to develop the floor elevation independent of subgrade preparation recommendations. If ECS' understanding of the project is not correct, especially if the structural loads or elevations are different, please contact ECS so that we may review these changes and revise our recommendations, as appropriate. 403 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 5 3.0 FIELD EXPLORATION AND LABORATORY TESTING 3.1 FIELD EXPLORATION The exploration procedures are described in greater detail in Appendix B including the insert titled Subsurface Exploration Procedures: SPT. ECS used a measuring tape/wheel to identify boring locations in the field relative to existing site features prior to mobilization of the drilling equipment. These staked locations were then referenced using a handheld GPS. The manufacturer states the typical expected accuracy for this GPS receiver, in an open sky, is 2 to 4 meters. The approximate as -drilled boring locations are shown on the Boring Location Diagram in Appendix A. Ground surface elevations, noted on the boring logs, were estimated from the topographic information on Google Earth. Ground surface elevations and boring locations determined without professional survey are approximate and may not be appropriate for final design. Prior to drilling our subcontracted driller contacted the State of Illinois Utility One -Call Center, JULIE, to clear and mark underground utilities in the vicinity of the project site. A private utility locator was also on site to clear and mark all underground utilities within a 5 -feet radius of the boring location. Twenty-three (23) test borings were advanced at the site on July 21 through July 28, 2021 by a subcontracted driller under the general guidance of ECS. Borings B-1 through B-9 and B-12 located in the proposed building areas were each advanced to an approximate depth of 54 to 65 feet below existing site grade. Borings P-1 through P-6 located in proposed pavement areas were each advanced to an approximate depth of 7% feet. Borings D-1 through D-5 located in proposed detention areas were each advanced to an approximate depth of 15 feet. The drill crew utilized a truck -mounted rotary drilling rig equipped with continuous flight, hollow stem augers to drill the borings. ECS understands there is an existing basement (22 to 24 feet deep) at the northeast end of the site (Boring B-10 and B-11 may be located within the basement wall backfill). The existing basement is located under the parking lot on the northeast of the site. The undocumented fill extends to a minimum depth of 24 feet below grade in the vicinity of the existing basement. Refusal was encountered at approximately 24 feet below grade (which may be the basement footing). ECS was instructed by United Airlines representatives to stop drilling upon encountering concrete. The drill crew backfilled the boreholes at the completion of drilling. Borehole backfill settlement or expansion can and will occur over time. Monitoring the boreholes after the initial drilling activities is not within our scope. Settlement of the borehole backfill can create a trip hazard which should be carefully monitored by the client or property owner. 3.2 SUBSURFACE CHARACTERIZATION The subsurface conditions encountered were generally consistent with published geological mapping. Listed in the following table is a generalized characterization of the soil strata encountered at the boring locations during the subsurface exploration. For subsurface information at a specific location, refer to the Boring Logs in Appendix B. A Generalized Subsurface Soil Profile (cross-section) of select borings is also included in Appendix B. 404 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 6 1. Standard Penetration Test The soil stratification shown on the boring logs represents the soil conditions at the actual boring locations. Variations in the stratification can occur between sample intervals and boring locations. The subsurface conditions at other times and locations on the site may differ from those found at the boring locations. If different site conditions are encountered during construction, ECS should be contacted to review our recommendations relative to the new information. 3.3 GROUNDWATER OBSERVATIONS The drillers observed the boreholes for the presence of measurable free water during drilling and at the completion of drilling. The table below lists the borings and approximate depths/elevations of groundwater level observations, where groundwater was encountered, during and upon completion of drilling. The groundwater level observations are also noted on the soil boring logs in Appendix B. 405 u SII �a Topsoil: 12 inches +/- Surface cover NA Asphalt: 4% to 6 inches +/- NA NA NA Gravel: 7 to 13 inches +/- FILL: (CL) Clay/ Sandy Clay Fill, brown to dark brown, moist, 0 to 3 IA (Observed at B-1, B-3, B-4, B-5, B-7, B-10, 1% to 4% 14 to 22 4 to 11 B-11, B-12, D-3, D-4, D-5, P-2, P-3, P-4, P-6) POSSIBLE FILL: (CL) Clay with sand/Sandy 0 to 3 IB Clay, brown, moist, hard 4% 14 to 22 6 to 11 (observed at B-8, B-9 and P-5) FILL: (SP/SM) Sand/Silty Sand, brown, 0 to 5% IC NA NA 6 moist, very loose FILL: (GP) Gravel with Silt, gray, moist, very WHO to 3 to 24 ID loose to loose NA NA 9 1 to 65 (CL) Clay, brown to gray, moist, firm to WOH to (end of boring) II hard 1 to 4% 13 to 24 60 (SP/SM/ML) Sand/ Silty Sand/Sandy Silt, 38 to 48 III brown and gray, moist to wet, loose to NA NA 13 to 111 dense 61 to 65 Weathered Limestone (end of boring) IV (encountered at B-2 and B-8) NA NA 56 1. Standard Penetration Test The soil stratification shown on the boring logs represents the soil conditions at the actual boring locations. Variations in the stratification can occur between sample intervals and boring locations. The subsurface conditions at other times and locations on the site may differ from those found at the boring locations. If different site conditions are encountered during construction, ECS should be contacted to review our recommendations relative to the new information. 3.3 GROUNDWATER OBSERVATIONS The drillers observed the boreholes for the presence of measurable free water during drilling and at the completion of drilling. The table below lists the borings and approximate depths/elevations of groundwater level observations, where groundwater was encountered, during and upon completion of drilling. The groundwater level observations are also noted on the soil boring logs in Appendix B. 405 Mount Prospect Technology Campus ECS Project No. 16:13881 August 30, 2021 Page 7 No measurable water was observed at Borings B-1, D-1, D-2, D-4, D-5, and P-1 through P-6. Based on the boring data, we estimate the static groundwater level to be at a depth of approximately 23 to 30 feet below the site surface at the boring locations (approximately EL. 651 to 636 MSL). Perched water was encountered at 7 to 12 feet below existing grade (approximately EL. 664 to 656 MSL). Variations in the long-term water table elevation may occur because of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors. Perched water conditions may also develop and/or exist at shallower depths seasonally, particularly within more permeable soil underlain by less permeable soil. 3.4 LABORATORY SERVICES The laboratory services performed by ECS for this project included classification and index property tests on representative soil samples. These tests included: • Moisture content (ASTM D2216) • Calibrated Penetrometer Resistance The laboratory procedures are described in greater detail in Appendix B including the insert titled Laboratory Procedures. The results of the laboratory tests are included on the boring logs in Appendix B. Each soil sample was visually classified on the basis of texture and plasticity using ASTM D2488, Standard Practice for Description and Identification of Soils (Visual -Manual Procedures) as a general guideline. After classification, the samples were grouped into the major zones noted on the boring logs in Appendix B. The USCS group symbols for each soil type are indicated in parentheses along with the soil descriptions. The stratification lines between strata on the boring logs are approximate; in-situ, the transitions may be gradual. The soil samples will be retained in our laboratory for a period of 60 days, after which, they will be discarded unless other instructions are received as to their disposal. 406 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 8 4.0 PRELIMINARY DESIGN RECOMMENDATIONS The following sections contain geotechnical design recommendations for foundations, soil supported slabs, and pavement. 4.1 FOUNDATIONS The proposed development includes 3 buildings namely CH -1, CH -2 and CH -3. Building CH -1: CH -1 is located on the west of the site. Borings B-1 through B-4 correspond to building CH -1. Both footing options, (shallow spread footing option and deep footings (drilled shaft) option) are applicable for building CH -1. Building CH -2: CH -2 is located on the southeast of the site. Borings B-5 through B-8 correspond to building CH -2. Both footing options, (shallow spread footing option and deep footings (drilled shaft) option) are applicable for building CH -2. Building CH -3: CH -3 is located on the northeast of the site. Borings B-9 through B-12 correspond to building CH -2. Both footing options, (shallow spread footing option and deep footings (drilled shaft) option) are applicable for building CH -2 in the region of soil borings B-9 and B-12. ECS understands there is an existing basement (22 to 24 feet deep) at the northeast end of the site (Boring B-10 and B-11 may be located within the basement wall backfill). The undocumented fill extends to a minimum depth of 24 feet below grade in the vicinity of the existing basement. Rfusal possibly on concrete was encountered at approximately 24 feet below grade (expected to be basement footing). Please note that it will be necessary to extend the drilled shaft below the basement footings into the native soils. Additional soil borings are recommended to confirm the native soil properties below the existing basement footing elevation at the northeast end of the site. Please find details of the applicable footing alternatives in the sections below. 4.1.1 Shallow Spread Footing The foundation analysis was conducted using the assumed floor elevation noted in the Proposed Construction section, the building area boring information, and the assumption the perimeter foundations will bear at approximately 3% feet below the finished exterior grade and interior footings in heated areas will bear approximately 2 feet below the floor surface. Provided subgrades and engineered fills are prepared as discussed herein and the maximum column and wall loads are as assumed in the Proposed Construction section of this report, the proposed structure can be supported by conventional shallow foundations: individual column footings and continuous wall footings bearing on suitable natural soils and/or engineered fill placed continuous from a suitable bearing native soil subgrade. The design of the foundation is recommended to utilize the following parameters: 407 Mount Prospect Technology Campus ECS Project No. 16:13881 August 30, 2021 Page 9 1. We recommend a structural engineer provide specific foundation details including footing dimensions, reinforcing, and other details. 2. The applied pressure in excess of the surrounding overburden soils above the base of the foundation, based on a factor of safety of 3. 3. Based on assumed structural loads and assumed bearing elevations. If final loads and bearing elevations are different, ECS must be contacted to update foundation recommendations and settlement estimates. Differential settlement is based on maximum column/wall loads and variability among the borings. Differential settlement can be re-evaluated once the foundation plans are available. Soils suitable for direct foundation support or as the subgrade for engineered fill and indirect foundation support should have parameters as noted in the following table or greater, unless otherwise recommended by ECS. Potential Undercuts: Most of the soils at the foundation bearing elevation(s) are anticipated to be suitable for support of the proposed structure. Based on the assumed foundation bearing elevations and anticipated elevations of bearing soil at the boring locations, undercut is expected to be needed. The target bearing soils for direct foundation support or as the subgrade for engineered backfill and indirect foundation support were encountered at the boring locations at the approximate depths below the surface and approximate elevations listed in the following table. Unsuitable bearing soil may be present at the bearing grade interpreted from the table, and additional excavation depth may be needed away from the boring locations. 408 Mount Prospect Technology Campus ECS Project No. 16:13881 August 30, 2021 Page 10 Where very loose, soft or otherwise unsuitable soils are observed at the footing bearing elevations, the unsuitable soils should be undercut and removed. We recommend ECS be retained to observe and test the foundation bearing grade as recommended in the Foundation and Slab Observations section. It is also recommended backfill of foundation undercuts be done as recommended in the Earthwork Operations section. Frost Depth: Footings should be placed at a depth to provide adequate frost cover protection. We recommend the perimeter footings be placed at a minimum depth of 3% feet below finished exterior grade. Interior footings in heated areas can be placed at a minimum of 2 feet below grade provided suitable bearing soils are present and the foundations will not be subjected to freezing weather either during or after construction. Bear footings beyond the building which will not have the benefit of building heat at least 4 feet below the finished ground grade. 4.1.1 Drilled Shafts Based on our understanding of the proposed development and the information provided by you and the structural engineer, the proposed structure can be supported on belled drilled shafts (caissons) bearing on suitable very stiff clay soils as described in the table below. 1. Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the foundation. 409 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 11 Please note that in the vicinity of Boring B-3 (and other locations at the site where similar firm clay soils were encountered, it will be necessary to extend the drilled shafts deeper to allow for excavation of the bell within suitable very stiff clay soils. ECS understands there is an existing basement (22 to 24 feet deep) at the northeast end of the site (Boring B-10 and B-11 may be located in the basement wall backfill). The undocumented fill extends to a minimum depth of 24 feet below grade in the vicinity of the existing basement. Please note that it will be necessary to extend the drilled shaft below the basement footings into the native soils. Additional soil borings will be required to confirm the native soils below the existing basement footing elevation on the northeast end of the site. Please note that sand seams were encountered at various depths throughout the site. Attempting to excavate the bell in granular soils (silt, sand, gravel etc.) will result in collapse of the bell, and loss of ground which could impact the slab on grade. Temporary casing will be necessary to seal off the granular soils and prevent sloughing. The temporary casing should be sealed at least 2 feet into the silty clay, with the top of the bell also at least 1 foot below the bottom of the casing. Design of Drilled shafts: The net allowable soil bearing pressure indicated in the table above refers to that pressure which may be transmitted to the foundation bearing soils in excess of the final minimum surrounding overburden pressure. The net allowable soil bearing pressure may be increased by up to 33 percent for transient loads, such as wind and earthquake/seismic. An oversize of 6 inches at the bell is required if no downhole camera observation is feasible. Reinforcing steel and concrete strength requirements for the drilled shafts should be determined by the Structural Engineer. Drilled shafts should be designed based on a minimum spacing of 3 feet between the perimeters of the bells. Drilled shafts designed based on minimum 3 foot spacing should not experience capacity reduction for group action. If the actual design requires closer shaft spacing, ECS can evaluate the effect of the closer shaft spacing on a case by case basis. Drilled Shaft Settlement: The belled drilled shafts bearing at a depth of about 20 feet below the current grade elevations (corresponding to about EL. 647 to 653 feet MSL ±) are estimated to have a post - construction total settlement of about 1 inch or less. Note that the settlement estimates only include the "geotechnical settlement". The structural engineer should also account for the elastic shortening of the foundation elements. Differential settlement is anticipated to be about %2 the total settlement or less. Drilled Shaft Installation: We recommend ECS observe drilled shaft construction. Due to the presence of sand/silty sand seams along the depth of the borings, full length temporary casing is recommended to reduce the potential for construction problems related to belling in the sand/silty sand, or heave/blow in of the shaft bottoms. Temporary Casing: The contractor should have sufficient temporary casing on site to avoid project delays and should be prepared to install the temporary steel casing by the telescoping method. For drilled shaft construction, it is important that temporary casing is sealed at least 2 feet into the cohesive clay to control water seepage and reduce the potential for construction problems associated with significant water seepage and sloughing or caving of soils during drilled shaft excavations. In the vicinity of Boring B-3 (and other locations at the site where firm clay soils were encountered), it will be necessary to extend the casing deeper, likely about 35 feet, (EL. 638 MSL+/-) to penetrate into the very stiff clay soils at this location. The contractor should have on site suitable lengths of casing to complete the excavations without delay. For safety purposes, temporary casing at all drilled shaft locations should extend 3% feet above the working surface. 410 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 12 Where applicable, while drilling into the granular soils, appropriate construction procedures should be implemented to reduce the potential for construction problems. The temporary casing must be twisted or vibrated ahead of the drilling to help maintain a stable excavation and stabilize the drilled shaft excavations. Sloughing and Drilled shaft Oversizing: For belled shaft construction, we anticipate belling operations will occur primarily in very stiff Clay soils (bottom of the belled circumference extending into the bearing soils). Although some sloughing of soils into the bell may occur from isolated sand/silty sand pockets above the very stiff clay, we anticipate the amount will not be significant provided proper construction and installation of temporary casing is implemented. ECS also recommends that the drilled shaft concrete be placed as soon as possible after the augers and belling equipment are removed from the excavation. The bottom of the bell excavation must be carefully cleaned following belling to remove sloughed soil which may have accumulated at the bottom. The contractor should have appropriate equipment on site to remove soil from the bottom of the bell. Although the presence of gas was not noted or reported during the explorations, past experience indicates the potential for gas leakage into drilled shaft excavations. We recommend the contractor should check for the presence of gas with an appropriate gas detection instrument and that applicable safety precautions be implemented if gas is detected. We do not anticipate that bottom inspection or hand cleaning of the bell will be practical. Therefore, the bell areas should be oversized by 15 percent or the bell diameter increased by 6 inches, whichever is less. To reduce the need for the bell oversize, observation of the drilled shaft bells can be performed with a down -hole camera. If the camera observations detect debris or inadequate formation of the bell, reinsertion of the belling bucket to correct the deficiencies can reduce the need for oversizing. With proper construction techniques and with the use of temporary steel casing sealed into less permeable zones, we believe the water seepage can be reduced sufficiently or can be removed and shaft concrete can be placed in the dry. Provided the water properly removed, our experience and research in the field indicates that the drilled shafts can be constructed by "free fall" placement of concrete without affecting the strength and quality of concrete. The concrete should "free fall" without hitting the sides of the casing or reinforcing. The use of a hopper or other suitable device is recommended to control concrete placement and direct it towards the center of the shaft. Casing Removal: One of the most critical aspects of installation of drilled shafts is removal of the casing. The temporary steel casing can be extracted as the concreting operation progresses. Specifically, concrete will tend to "arch" within the casing lining, creating the possibility of voids or discontinuities within the shaft of the drilled shaft. During concreting operations, we recommend special attention be paid to the pour and pull operations, to reduce creation of discontinuities within the shaft of the drilled shaft. The drilled shaft concrete should be placed in intimate contact with undisturbed natural soil. A positive head of concrete should be maintained prior to pulling out the temporary steel casing to reduce the potential for water and soil outside the steel casing from contaminating the concrete. To reduce the potential for arching, we recommend the drilled shaft concrete mix be designed for a slump of 5 to 7 inches. If tremie placement of concrete becomes necessary, we recommend a concrete slump of 7 to 9 inches. Drilled shaft Installation Procedures Review: Prior to start of drilled shaft construction, we recommend the drilled shaft foundation contractor submit shaft excavation procedures for review by the design team. The procedures should include the management of water seepage, necessary steps to prevent sloughing of granular or non -cohesive soils, telescoping method of casing and installation of temporary and permanent steel casing. ECS must observe the drilled shaft foundation excavations. 411 Mount Prospect Technology Campus ECS Project No. 16:13881 4.3 SLABS ON GRADE August 30, 2021 Page 13 Based on the boring information and assumed finished floor elevation, the soil at the subgrade elevation is expected to be clay fill, possible fill and native soil, which was found to have low blow counts and relatively high moisture contents, and engineered fill used to raise site grades. ECS understands there is an existing basement (22 to 24 feet deep) at the northeast end of the site (Boring B-10 and B-11 may be located within the basement wall backfill). The basement is expected to be removed and the excavation backfilled with engineered fill. Some undercut or repair of the subgrade is expected to be necessary in areas to develop a suitable floor slab sub -grade, especially if the subgrade is subjected to wet weather and/or construction traffic disturbance. Considering the anticipated slab loads and because complete removal and replacement of the existing fill may be cost prohibitive, and the owner may be willing to accept some risk, two alternatives for subgrade preparation in slab areas with varying anticipated cost and level of risk are provided as follows: Alternative 1 (Complete Removal and Replacement), and Alternative 2 (Partial Removal and Replacement). Please refer to section 5.1.3 for more details Based on the anticipated subgrade soils and floor loading, the following graphic depicts our general soil - supported slab recommendations. Concrete Slab M 00000 0000 00 0 00 000 0000000 I 0oo0o0 0O0 00000 0000 000 Compacted Subgrade (4) 1. Concrete Slab: Minimum 5 inches thick 2. Drainage Layer: Minimum 6 inches thick Vapor Retarder (in accordance with ACI 302) Granular Capillary Break/Drainage Layer (2),(3) 3. Drainage Layer Material: GRAVEL (GP, GW) having a maximum aggregate size of 1 inch, no more than 10 percent passing the No. 200 sieve and follow the recommendations of ACI 302. 4. Compacted Subgrade: Compacted to at least 95 percent of the maximum dry density per ASTM D1557. The structural engineer should determine the slab thickness and other requirements such as steel reinforcement. The design should include adequate construction joints, contraction joints and isolation joints in the slab to reduce the impacts of cracking and shrinkage. Refer to the ACI 302.1R04 Guide for Concrete Floor and Slab Construction for additional information regarding concrete slab joint design. Inclusion of welded wire fabric or an appropriate fiber mesh admixture is recommended to help control shrinkage cracking. We recommend slabs -on -grade be underlain by a granular drainage layer placed on a properly prepared subgrade as recommended in the Site Construction Considerations section. The granular material will serve as a capillary break, which if properly designed and installed can assist in more uniform curing of concrete. Inclusion of a vapor retarder should be considered if the building will contain moisture -sensitive floor coverings, equipment or materials. The vapor retarder will help reduce the potential of upward migration of water vapor from the soil into and through the concrete slab, which can contribute to excess humidity and microbial growth in the building. Where a vapor retarder is considered to help provide additional moisture protection, special attention should be given to the surface curing of the slabs to reduce uneven drying of the slabs and associated cracking and/or slab curling. The designer should consider the moisture 412 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 14 sensitivity of floor coverings and finishes, and the potential effects of slab curling and cracking when determining if the vapor retarder will be in direct contact with the slab or beneath a layer of granular fill. The use of a blotter or cushion layer above the vapor retarder may be considered for project specific reasons. Refer to ACI 302.1R04 Guide for Concrete Floor and Slab Construction and ASTM E 1643 Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs for additional guidance on these issues. Positive drainage around the perimeter of the proposed structures should be used to reduce the potential for water accumulation under the floor slab and foundation elements. Slope exterior grades adjacent to the building such that runoff is directed away from the building walls. Direct building downspouts away from the building walls/foundations. Direct slab and pavement surface runoff to appropriate stormwater infrastructure. Modulus of Subgrade Reaction: Provided the subgrade is prepared, and engineered fill and the granular drainage layer are placed as recommended in this report, design the slabs assuming an un -factored modulus of subgrade reaction, kvl, of: 0 150 psi/in for Alternative 1 • 100 psi/in for Alternative 2 These moduli of subgrade reaction values assumed are based on the recommended minimum drainage base thickness and correlation of index properties and soil type to historical 1 foot by 1 foot plate load tests. The modulus value used in design should be adjusted for areas larger than 1 foot by 1 foot. Slab Isolation: Isolate ground -supported slabs from the foundations and foundation -supported elements of the structure to reduce shear and bending stresses in the floor caused by differential movement between the foundations and slab. Where the structural configuration prevents the use of a free-floating slab, design the slab with suitable reinforcement and load transfer devices to preclude overstressing of the slab. Frost Susceptible Areas: Frost susceptible soils were encountered at the site. Exterior slabs and slabs in poorly or unheated areas may be subject to frost heave. To help reduce frost heave potential, consider additional insulation, installation of subgrade drainage, and/or replacement to the frost depth with non - frost -susceptible backfill. Slope pavement and ground surface grades away from the buildings and flatwork, to help reduce water infiltration and potential frost heave problems. 4.4 PAVEMENT DESIGN CONSIDERATIONS The following sections provide recommendations for pavements. Subgrade Characteristics: A California Bearing Ratio (CBR) test is commonly used to determine soil support parameters for pavement design. A CBR test or other appropriate test was not part of the scope for this project, so it was necessary to assume the CBR design value. Based on the borings, it appears the pavement subgrade soils will mostly consist of clay soils. The clay soil at the borings was found to have a very stiff consistency at the anticipated subgrade. We assumed a preliminary design CBR value of 3. The pavement design recommendations assume the subgrade consists of suitable materials evaluated by ECS, and the subgrade is prepared as recommended in the Subgrade Preparation and Earthwork Operations sections of this report. 413 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 15 The subgrade soils are frost susceptible. A reduced service life, increased pavement maintenance and associated costs should be expected where the frost susceptible silty and clayey soil is present. The risk associated with frost susceptible soils can be reduced by removal of frost susceptible soils within 2 feet of the finished pavement grade and replacement with properly drained low frost susceptible engineered fill. In areas where the pavement grade will be raised, low frost susceptible fill should be used. Additionally, undocumented existing fill is present in areas. Undocumented fill presents a risk of reduced service life, increased pavement maintenance and associated costs. The risk associated with undocumented fill could be reduced by removal of all or part of the undocumented fill and replacement with engineered fill. Use of a geogrid could also be considered to help improve pavement performance. Pavement Sections: The recommended minimum pavement sections listed in the table below are based on the anticipated usage at the project site and a 20 -year design service life, but were not developed based on specific traffic patterns, loading and resiliency factors, as those parameters were not provided by the design team. If the anticipated traffic will exceed that assumed in the Proposed Construction section, ECS should be contacted for revised pavement design recommendations; otherwise, increased pavement maintenance and a shortened pavement life should be expected. The preliminary pavement sections below are guidelines that may or may not comply with local jurisdictional minimums. 1. Section 420 of IDOT Standard Specification for Road and Bridge Construction. 2. Section 406 of IDOT Standard Specification for Road and Bridge Construction. 3. Section 351 of IDOT Standard Specification for Road and Bridge Construction. If crushed gravel or some other material is used in lieu of crushed stone, the material may have a lower structural coefficient and a thicker base may be required. In frequent and higher stress traffic areas, such as where trucks frequently turn, delivery areas, trash enclosure pads, and points of ingress or egress, the heavy duty rigid pavement is recommended to be used. All pavement materials and construction should be in accordance with the AASHTO Guide for Design of Pavement Structures, and the IDOT Standard Specifications for Highway and Structure Construction. If the pavements will be constructed early during site development to accommodate construction traffic, consideration should be given to the construction of designated haul roads, where thickened pavement sections are provided to accommodate the construction traffic, as well as the future in-service traffic. 414 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 16 ECS can provide additional design assistance with recommended pavement sections for haul roads if requested. We recommend the crushed granular base course be compacted to at least 95 percent of the maximum dry density obtained in accordance with ASTM D1557, Modified Proctor Method, within ±3 percent of the optimum moisture content value. The hot mix asphalt should be compacted to a minimum of 93 percent of the maximum theoretical density value. Rigid Pavements: We recommend an air -entrained concrete mix (compressive strength of at least 4,000 pounds per square inch at 28 days) for rigid pavement. Adequate construction joints, contraction joints and isolation joints should be provided in the areas of rigid pavement to reduce the impacts of cracking and shrinkage. Please refer to ACI 330R-92 Guide for Design of Concrete Parking Lots. The Guide recommends an appropriate spacing strategy for the anticipated loads and pavement thickness. It has been our experience that joint spacing closer to the minimum values results in a pavement with less cracking and better long-term performance. Control joint spacing should be determined in accordance with the current ACI code. Separation joints should be provided where pavement abuts fixed objects, such as the buildings and light poles. Weather Restrictions: Daily temperatures from mid-November to April can often stay below 407, limiting the days that asphalt placement can occur. In this region, asphalt plants may close during the months of December, January, and/or February if particularly cold weather conditions prevail. However, this can change based on year to year temperature fluctuations. Pavement Drainage: An important consideration with the design and construction of pavements is surface and subsurface drainage. Based on the estimated groundwater level, we consider surface water infiltration to be the main source of water to be considered for pavement design. The final pavement surface is recommended to be shaped or crowned to properly direct surface water to suitable on or off-site stormwater drainage infrastructure. The pavement subgrade should be properly sloped to avoid dips or pockets where water may become trapped. Dips in the subgrade can result in a "bathtub" effect, which may trap water. This trapped water can soften the subgrade and potentially heave the pavement during freezing weather. The subgrade in areas requiring undercut and backfill with granular soils are recommended to be graded to drain toward a drain tile. The drain tile should be sloped a minimum of %to 1 percent to discharge to nearby storm sewers, drainage ditches or other appropriate drainage facilities. Edge drains should be installed where site grades slope toward the pavement edge to reduce the potential for water to enter the base course layer. Edge drains should be sloped to the nearest appropriate drainage facility. Water that ponds on the subgrade surface can lead to deterioration of the subgrade soils, reduction of the base course support characteristics, and result in pavement heave during freezing conditions. Good drainage should help reduce the possibility of the subgrade materials being wet over a long period of time. To reduce the potential for shallow perched water to develop in areas of the site, install "stub" or "finger" drains around catch basins and in other low-lying areas of the parking lot to reduce the accumulation of water above and within the subgrade soils and aggregate base. As an alternative to the use of stub or finger drains, perforate existing manholes and storm sewer inlets with 1 -inch diameter holes at 2 -foot centers, cover the holes with a wire mesh and wrap the manhole/inlet with a non -woven geotextile to reduce migration of material into the manhole/inlet. The holes could be placed at 90 -degree intervals around the perimeter of the manhole, and the excavation around the manhole backfilled with free 415 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 17 draining granular materials. Consider installation of pavement edge drains or trench drains to reduce the accumulation of water within the base course and on the subgrade soils. Pavement Maintenance: A sound maintenance program should be implemented to help maintain and enhance the performance of pavements and help attain the design service life. A preventative maintenance program should be started early in the pavement life to be effective. The "standard in the industry' supported by research indicates that preventative maintenance should typically begin within 2 to 5 years of the placement of pavement. Seal joints and cracks with elastomeric caulk in a timely manner to help reduce water infiltration thru the pavement section into the base course layer, which may result in softening of the subgrade and deterioration of the pavement. Observe pavements for distresses, such as cracks, depressions and poor drainage, at least twice a year, typically once in the spring and once in the fall. Shrinkage cracking is common with asphalt and occurs with age. Development of cracks should be expected with normal exposure to weather, wear and age. These cracks may become larger when exposed to such things as weather and vegetation growth, so should be treated promptly. 4.5 STORMWATER DETENTION BASIN The soils tested at the anticipated bottom of the proposed detention system consisted of clay soils. The predominant site clay soils are considered to have relatively low infiltration rates. The construction and use of a wet detention basin is considered to be feasible at this site provided sands and silts are lined with clay. Construction of a liner is recommended to reduce lateral and/or vertical movement of water through the basin walls and bottom, particularly if a stable pool elevation is desired. Based on the boring information and laboratory test results the lean clay excavated to construct the pond is expected to be suitable for use as a clay liner. Testing of compacted samples of the soil to be used as liner material is recommended to check its suitability for use as a wet detention basin liner. Scarification and recompaction of the basin sidewalls and bottom, to help disrupt fissures or more permeable soil seams or lenses, is recommended before basin liner construction. A minimum 2 -feet -thick, compacted clay liner is recommended at the basin sides and bottom. Moisture content adjustment of the existing clay soils prior to placement and compaction is expected to be needed. Scarification and recompaction of basin walls and bottom, and construction of the clay liner are recommended to be observed and tested by ECS. Liner material is recommended to conform to include the properties listed below. 416 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 18 Clay liner material is recommended to be compacted at a moisture content 0 to 4 percent above the optimum moisture content and to a minimum of 95 percent of the maximum dry density determined by Standard Proctor (ASTM D698). Compact with a footed compactor weighing at least 25,000 pounds, operated continuously, in loose lift thicknesses not to exceed the smaller of 6 inches or the length of the teeth on the footed compactor used. The liner material must not contain deleterious materials. Materials considered deleterious include but are not limited to miscellaneous construction material, rubble fragments, wood fragments, material greater than 3 inches in nominal diameter, and hazardous materials. Based on the boring information, the clay soil encountered at the pond boring locations are anticipated to meet the liner recommendations. The clay is recommended to be mechanically processed, such as with discing, prior to compaction to break up clods of clay to no more than half the loose lift thickness in size. The clay liner, once placed, should be protected from desiccation caused by drying of the soil. The formation of desiccation cracks will increase the risk of water loss through the clay liner. Remove water that accumulates in excavations and other construction areas, along with unstable soil as soon as possible. Take measures to reduce seepage along conduits where inlet and outlet pipes are constructed. Typically accepted measures may include the use of granular filters, anti -seepage collars or bentonite. Provide erosion protection to protect the pond side slopes and embankments. The placement of a granular riprap and/or establishment of vegetation can be considered for erosion control within the pond and surrounding areas. The interior slopes of the ponds should be constructed at an inclination of 3:1 (Horizontal: Vertical) or flatter to help reduce the potential for instability related problems. If steeper slopes are required, then we recommend a slope stability analysis be conducted. 417 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 19 5.0 SITE CONSTRUCTION RECOMMENDATIONS 5.1 SUBGRADE PREPARATION The method of site preparation will depend on some factors that were unknown at the time this report was prepared, which may include weather before and during construction, the possibility of subsurface conditions not revealed by the borings, and the final details of the proposed development. 5.1.1 Stripping and Initial Site Preparation The subgrade preparation should include stripping vegetation, rootmat, topsoil, and other soft or otherwise unsuitable materials from the 10 -foot expanded building limits, 5 -foot expanded pavement limits, and 5 feet beyond the toe of engineered fills, where feasible. ECS is recommended to be retained to observe and document that topsoil and other unsuitable surficial materials have been removed prior to the placement of engineered fill or construction of structures. ECS does not recommend the subgrade soils remain exposed to the elements or construction traffic for a prolonged period of time as the subgrade may become disturbed and/or softened. Consideration should be given to leaving the existing pavement in-place and/or the subgrade approximately 1 foot above the final design subgrade as long as possible to help reduce disturbance of the subgrade soils (if feasible). 5.1.2 Demolition of Existing Structures ECS understands that the existing buildings will be demolished. We recommend the remnants of the existing structures and former structures (i.e., slabs, basement slabs, footings and associated excavation, etc.) be completely removed during demolition activities and backfilled with compacted engineered fill to the final design site grades. Special attention should be given to the protection of adjacent pavements, sidewalks, and hardscapes that are to be left in place. It has been our experience that many demolition contractors place the debris in excavations from the structure and cap with soil. These types of activities will not provide a suitable subgrade for foundations, slabs or pavements. The foundation contractor should mobilize appropriate equipment to remove and/or break up existing slabs and other obstructions without delay. The resulting excavations must be backfilled in lifts as described in the Earthwork Operations section of this report. Underground utilities to remain should be positively located, properly protected and supported prior to and during excavation and subgrade preparation activities. Underground utilities within the proposed building area should be relocated or removed and backfilled with engineered fill. The resulting excavations must be backfilled in lifts as described in the Earthwork Operations section of this report. It is recommended the demolition and backfilling operations at the project site be observed to check and document that work is performed as recommended herein, the backfill materials used are suitable materials, and the backfill is adequately placed and compacted. If removal of the existing building and pavements, and placement of engineered fill is not observed by ECS, consider additional test borings and/or test pits to evaluate the demolition backfill material and underlying subgrade soils prior to construction. 418 Mount Prospect Technology Campus ECS Project No. 16:13881 5.1.3 Existing Undocumented Man -Placed Fill August 30, 2021 Page 20 Existing undocumented fill was encountered at the boring locations to depths varying from approximately 3 to 5% feet below existing site grade. ECS understands there is an existing basement (22 to 24 feet deep) at the northeast end of the site (Boring B-10 and B-11 may be located in the basement wall backfill). The undocumented fill extends to a minimum depth of 24 feet below grade in the vicinity of the existing basement. Concrete was encountered at approximately 24 feet below grade (expected to be basement footing). Information regarding the placement and compaction of the existing fill is not known. The boring information suggests the fill contains rubble such as brick, concrete, cinders, asphalt and wood, and does not appear to have been placed with control. With undocumented fill there is an inherent risk for the owner that generally stems from the potential for unsuitable material to exist within the fill orto be buried bythe fill that was not found bythe boring exploration, which could go undetected. This risk of unforeseen conditions cannot be eliminated without complete removal of the existing fill but can be reduced by performing the recommended testing and evaluation. Using undocumented material for support would require acceptance of risk by the owner. It is not the geotechnical engineer's responsibility to accept the risk, but rather to inform others of the risk so that they may make a judgment as to what level of cost versus performance risk is acceptable to them. If available, documentation regarding the existing fill placement and compaction should be provided to ECS for review to help better determine potential risks. Test pits at this site may also be prudent to better check the composition of the existing fill and to better determine its suitability for support of the structure and the associated risks. Fill in Foundation Areas: ECS recommends complete removal and replacement of the existing fill beneath foundations r extension through the fill such as with a deep foundation system. Fill in Slab Areas: Considering the anticipated slab loads and because complete removal and replacement of the existing fill may be cost prohibitive, and the owner may be willing to accept some risk, two alternatives for subgrade preparation in slab areas with varying anticipated cost and level of risk are provided. • Alternative 1 (Complete Removal and Replacement): Completely remove the existing fill materials from slab areas and replace with engineered fill. Note that removal and replacement of the undocumented existing fill material would require excavations of approximately 3 to 5% feet below existing site grades (potentially deeper in unexplored areas of the project site). This option carries a low risk of poor slab performance but is anticipated to have the greatest construction costs of the alternatives presented. Temporary shoring of excavations may also be needed if excavations cannot be adequately sloped back. • Alternative 2 (Partial Removal and Replacement): Considering the anticipated relatively light floor loads, to reduce the depths of undercut, but also with a low to moderate risk of poor slab performance, the project team could consider removal of the existing undocumented fill material to a minimum depth of 2 feet below the final slab subgrade elevation and replacing it with granular engineered fill to help provide a more uniform subgrade. The undercut subgrade should be scarified and recompacted to at least 95 percent of the material's maximum dry density prior to placement of granular engineered fill. Granular fill such as well -graded crushed stone aggregate is recommended to be used. 419 Mount Prospect Technology Campus ECS Project No. 16:13881 5.1.4 Proofrolling August 30, 2021 Page 21 Prior to fill placement or other construction on subgrades, the subgrades should be evaluated by ECS. The exposed subgrade is recommended to be thoroughly proofrolled with construction equipment having a minimum axle load of 10 tons (e.g., fully loaded tandem -axle dump truck for clayey soils or a large vibratory smooth drum roller for sandy soils). The subgrade should be traversed with the proofroll equipment in two perpendicular (orthogonal) directions with overlapping passes of the vehicle. This procedure is intended to assist identification of yielding subgrade materials. Unstable or pumping subgrade areas identified during the proofroll should be repaired prior to the placement of subsequent engineered fill or other construction materials. Unstable subgrade repair methods, such as undercutting, or moisture conditioning and recompaction, or chemical stabilization, should be discussed with ECS to determine the appropriate procedures regarding the existing conditions causing the instability. Test pits may be excavated in unstable areas to explore the shallow subsurface materials and to help determine the appropriate remedial action to stabilize the subgrade. Seasonal reduction of the near surface soil strength can occur during wet times of the year (such as during the spring and fall months) or immediately following extended periods of rain. This may result in additional unstable or pumping subgrade areas. Some undercutting or repair of unstable subgrade soils should be anticipated during slab and pavement subgrade preparation. The method of subgrade repair or improvement chosen may be influenced by several factors such as weather and schedule, as well as the area, depth and nature of the unstable subgrade soils. Depending on these and other factors, potential subgrade repair methods are described below, but the actual depth of subgrade undercut and/or stabilization method should be determined at the time of construction. Some common subgrade repair methods include: Scarification and Compaction: Soils can be scarified, moisture conditioned (i.e., dried or wetted) to within a narrow range of the material's optimum moisture content and compacted. Scarification and compaction is generally most applicable where very shallow unstable conditions are encountered and at times when the soil can be properly dried or wetted to within a narrow range of the materials optimum moisture content. Undercut and Replacement: We recommend soft or yielding soils be evaluated in approximately 6 to 12 -inch intervals to help limit the volume of undercuts. If soft or yielding soils are identified, the contractor should remove only 6 to 12 inches of material at a time in the subject area and then proofroll/evaluate the undercut subgrade to determine if additional undercut is needed. This may take more time but could potentially reduce the removal of more soil than necessary. Use of a geogrid could also be considered to reduce undercut depths. A geogrid, if used, should be placed after underground work, such as utility construction, is complete. Do not operate equipment on the geogrid until after 1 foot of engineered fill is placed above it. Depending on the conditions at the time of repair, use of an aggregate engineered fill, such as crushed stone, crushed concrete or gravel, may be needed. Chemical Modification: Alternatively, if these soils cannot be stabilized by conventional methods, chemical modification of the subgrade soils, such as with lime, lime kiln dust, cement, cement kiln dust, or other materials, may be utilized to reduce the moisture content and/or provide additional stabilization. An experienced pre -qualified contractor that has successfully chemically modified similar -sized projects with similar soil conditions is recommended to be 420 Mount Prospect Technology Campus ECS Project No. 16:13881 August 30, 2021 Page 22 used. The soil modification procedure, such as determination of the type and quantity of additive, and mixing and curing procedures, should be evaluated before implementation. This evaluation may include testing the soil to check if an adverse chemical reaction could occur. The contractor should be required to minimize dusting or implement dust control measures, as required. For preliminary estimating purposes, the approximate incorporation rate (based on dry weight of soil) is typically in the range of 4 to 7 percent for hydrated lime or lime by-products, and 4 to 10 percent for Portland cement. Typically, the percentage needed is less for hydrated lime than other lime byproducts because the available calcium oxide content of lime by-products tends to be lower. Subgrade modification can result in the creation of an 'aquiclude' layer which will allow water to pond above the stabilized surface within the base course. Such water, if not drained properly, can freeze in cold weather potentially resulting in significant heave of the pavement. Alterations to the pavement sections to include additional drainage, such as an open - graded drainage aggregate layer, may be needed if a chemically modified subgrade is used. 5.1.5 Site Temporary Dewatering The contractor shall make their own assessment of temporary dewatering needs based upon the limited subsurface groundwater information presented in this report. Soil and groundwater conditions may vary between sampling intervals. If the contractor believes additional subsurface information is needed to assess dewatering needs, they should obtain such information at their own expense. ECS makes no warranties or guarantees regarding the adequacy of the provided information to determine dewatering requirements; such recommendations are beyond our scope of services. Dewatering systems are a critical component of many construction projects. Dewatering systems must be selected, designed, and maintained by a qualified and experienced (specialty or other) contractor familiar with the geotechnical and other aspects of the project. The failure to properly design and maintain a dewatering system for a given project can result in delayed construction, unnecessary undercuts, detrimental phenomena such as 'running sand' conditions, heaved subgrades, internal erosion (i.e., 'piping'), the migration of 'fines' down -gradient towards the dewatering system, localized settlement of nearby infrastructure, foundations, slabs -on -grade and pavements, etc. Water discharged from site dewatering systems are recommended to be discharged in accordance with all local, state and federal requirements. Surface Water: The surface of the site should be kept properly graded to enhance drainage of the surface water to appropriate discharge or storage areas during construction. We recommend that an attempt be made to enhance the natural drainage without interrupting its pattern. Significant unwatering of the existing pond is expected to be needed prior to earthwork operations. Additionally, significant removal of soft/wet soil after the unwatering could be needed prior to placement of engineered fill to raise site grades within the existing pond area. Subsurface Water: Groundwater observations are described in the Groundwater Observations section of this report. It appears the hydrostatic groundwater level at this site may be approximately 23 to 30 feet below the site surface at the boring locations (approximately EL. 651 to 636 MSL). Please note perched groundwater was encountered at 7 to 12 feet below existing grades (approximately EL. 664 to 656 MSL). Excavations for new conventional shallow foundations are not expected to extend below the groundwater level encountered at the boring locations. Based upon the results of the subsurface exploration and proposed construction, we believe construction dewatering at this site will be mainly to 421 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 23 remove accumulated runoff water and perched water. Strategies for addressing groundwater are discussed below. Strategies for Addressing Perched Groundwater: The typical strategy for addressing perched groundwater seepage into excavations and where excavations extend typically less than 1 to 2 feet below the water level, especially in areas containing primarily clay soils, is pumping from trench (or French) drains and sump pits with sump pumps which are backfilled with drainage aggregate such as AASHTO Size No. 57 Stone or open -graded bedding material. A typical sump pump drain (found in a sump pit or along a French drain) is depicted below. The inlet of the sump pump is placed at the bottom of the corrugated pipe and the discharge end of the sump is directed to an appropriate stormwater drain. SCUD PIPSA40SE TO U1504AASS 6"'G2,V,r 1,2µ_24" UAMETER SIOE SLOPE rWnC�,AAI (AS NE>Etz FOR ECE �E^ E't tEa "� ., �SH70 t 7 5704E AE6RE&ATESE14 EA.SdEI n, ., xi� . .. .fi REQ" kE�E. b12"a MIN, AS&PEASA'R"E BE7'ASRJ FERFMA Ei s PTFE 0XSOILS Sump Pit/Pump Conceptual Sketch A typical French drain consists of an 18 to 24 -inch wide by 18- to 24 -inch -deep bed of AASHTO No. 57 aggregate (or similar open graded aggregate) wrapped in a medium duty, non -woven geotextile and (sometimes) containing a 6 -inch diameter, Schedule 40 PVC perforated or slotted pipe. Actual dimensions should be determined during construction. After installation, the geotextile should be wrapped over the top of the aggregate and pipe followed by placement of backfill. The top of the drain should be positioned at least 3% feet below the design subgrade elevation. Drains should not be routed within the expanded building limits. Pumping wells or a vacuum system could also be used to address perched groundwater. These techniques often are only effective during the initial depletion of the perched water quantity and may quickly be ineffective at addressing accumulation of water from rain, snow, etc. Strategies for Addressing Long -Term Groundwater Levels: Where water control cannot be maintained with sump pumps, or where excavations extend more than 2 feet below the groundwater level, dewatering likely will require installation of a more specialized dewatering system, possibly in conjunction with tight sheeting to help cut off water bearing seams/layers. However, depending on location, driving of sheeting may not be possible due to shallow rock. Excavation to anticipated subgrade levels is expected to encounter the long-term water level, which can adversely affect construction below - grade. We recommend that groundwater be lowered to at least 3 feet below planned subgrades to reduce the potential development of an unstable subgrade. Techniques for lowering groundwater commonly include pumping from deep wells with down -hole submersible pumps, vacuum system dewatering (i.e., well points) and possibly eductor wells. These techniques are more complex than 422 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 24 pumping from sumps or drains and require engineered design. Lowering the static groundwater level can adversely affect nearby structures, utilities and other construction. We recommend a delegated design for dewatering and hiring a contractor specialized in design, installation and management of dewatering systems. ECS should be retained to review the delegated design before it is implemented. Dewatering should continue until earthwork operations and backfilling have extended sufficiently above the water table. The stabilized pumping rate for the temporary dewatering system is recommended to be established by calculation submitted in the delegated design. The actual dewatering flow rates should be measured during construction to confirm the adequacy of the delegated design. As is often the case, a saturated subgrade can exist even after the implementation of the strategies mentioned above. In these instances, adding supplemental dewatering such as French drains and sump pumping (described in the Strategies for Addressing Perched Groundwater subsection above) are often required. 5.2 EARTHWORK OPERATIONS 5.2.1 Engineered Fill Materials Product Submittals: Prior to placement of engineered fill, representative bulk samples (typically at least 50 to 100 pounds) of on-site and off-site borrow should be submitted to ECS for laboratory testing, which may include natural moisture content, organic content, grain -size distribution, Atterberg limits, and moisture -density relationships for compaction. Import material should be tested prior to being hauled to the site to determine if it complies with project specifications. Satisfactory Engineered Fill Materials: Engineered fills should consist of materials free of debris with the following engineering properties. Open -graded materials, such as coarser sands, and gravels (SP and GP), which contain increased void space in their mass may need to be encapsulated within a filter geotextile. If the fill is to provide low - frost susceptible characteristics, it must be classified as a clean GW, GP, SW or SP per Unified Soil Classification System (ASTM D-2487), and must be properly drained. Unsatisfactory Materials: Unsatisfactory engineered fill materials, which do not satisfy the requirements for suitable materials, include topsoil and organic materials (PT, OH, OL), frost susceptible silt (ML), and high plasticity soils elastic silt (MH) and fat clay (CH). 423 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 25 Pea gravel is not recommended to be used as engineered fill. Pea gravel has round/smooth characteristics, no fines and does not interlock when compacted, which makes it more susceptible to future movement and instability resulting in excessive and variable settlement. On -Site Borrow Suitability: On-site soil used as engineered fill must not contain more than 3 percent organic matter as determined by ASTM D2974, and must be free of frozen matter, deleterious materials, over -sized material (maximum 3 -inch particle diameter), or chemicals that may result in the material being classified as "contaminated." The on-site soil may be feasible to use as engineered fill during favorable weather conditions but should be further evaluated by ECS prior to its use. Additionally, the clay soils had relatively high moisture so drying of on-site soil prior to reuse is expected to be needed. Some conditions at the time of construction, such as wet or freezing weather, may preclude the use of on-site soil that have appreciable fines content (i.e., silt and clay), and use of "cleaner" on-site soil or an imported less moisture sensitive or less frost susceptible granular material may be needed. 5.2.2 Compaction Subgrade Benching: Fill material should be placed in horizontal lifts. Where fill materials will be placed to widen existing embankment fills, or placed up against sloping ground, the soil subgrade should be scarified, and the new fill benched and keyed into the existing material. Placement and compaction of fill is recommended to be on a 5 (H):1 (V) or flatter slope, or stepped or benched as required to flatten. Engineered fill Compaction: Engineered fill is recommended to be placed and compacted in appropriate thickness loose lifts as recommended below. Give as much importance to the moisture content requirements of the material as the density requirements during placement and compaction considering the moisture sensitivity of the soil. Compaction equipment suitable to the material type being compacted should be used. Sheepsfoot compaction equipment is typically suitable for the fine-grained soils (clays). A vibratory steel drum roller is typically used for compaction of coarse-grained soils (sands and gravels) as well as to help seal compacted surfaces. Vibratory compaction methods should be done with caution near the water table because an unstable subgrade condition could develop. Static compaction and thinner lifts may be needed near the water table. The maximum loose lift thickness depends upon the type of compaction equipment used and material being compacted. For isolated excavations around footing locations or within utility excavations, a hand tamper will likely be required. Listed below are generally recommended maximum loose lift thicknesses for compaction based on the utilized compaction equipment. 424 Mount Prospect Technology Campus ECS Project No. 16:13881 August 30, 2021 Page 26 1. Density testing during fill placement is important to check and document that the specified compaction is being achieved. In some cases, thinner lifts than noted above and/or more compaction energy may be needed to achieve the required degree of compaction. In confined areas such as utility trenches, portable compaction equipment and thin lifts of 4 inches or less may be required to achieve specified degrees of compaction. Engineered Fill Below Foundations: Unsuitable bearing soils encountered at the proposed foundation bearing grade or within the foundation influence zone are recommended to be removed to a suitable bearing subgrade and to a lateral extent, as conceptually shown below. The zone of the engineered fill placed below the foundations is recommended to extend 1 foot beyond the outside edges of the footings and from that point, outward laterally 1 foot for every 2 feet of fill thickness below the footing. Slope excavation as necessary for safety and stability 1 foot lateral for each 2 feet of 1 foot vertical undercut Minimum neered Fill Design Footing Level Undercut Subgrade Alternatively, backfill undercuts with lean concrete (f'c >_ 1,000 psi at 28 days) up to the original design bottom of footing elevation. The original footing is recommended to be constructed on top of the hardened lean concrete. If lean concrete is utilized the excavation is recommended to be 1 foot wider than the footing (6 inches on each side), as conceptually shown below, and the lean concrete should be allowed to sufficiently harden prior to placement of the foundation concrete. Use of lean mix concrete to limit lateral over -excavation may not be effective due to caving of excavation sidewalls where excavations extend into the granular soil. Note a zone of firm material is present at a few boring locations. Caution should be taken when selecting lean concrete backfill so that direct load transfer to the lower strength material does not occur. Adequate separation and/or a wider zone of lean concrete may be needed to adequately reduce the load on the lower strength materials. 425 Mount Prospect Technology Campus ECS Project No. 16:13881 Slope excavation as necessary for safety and stability Minimum 6 inches beyond edge of footing Lean Concrete Design Footing Level Undercut Subgrade August 30, 2021 Page 27 Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost -heaved soils, on excessively wet soils, or soils that are otherwise unstable. Borrow fill materials should not contain frozen materials at the time of placement, and frozen or frost -heaved soils should be removed prior to placement of engineered fill or other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned. Excavation Safety: Make and maintain excavations and slopes in accordance with OSHA excavation safety standards. The Contractor is solely responsible for designing and constructing stable, temporary excavations and slopes and should shore, slope, or bench the sides of the excavations and slopes as required to maintain stability of both the excavation sides and bottom. The Contractor's responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. In some cases, the use of shoring, bracing, or trench boxes may be required. ECS is providing this information solely as a service to our client. ECS is not assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. Excavation Instability: Excavation instability problems are expected to occur where granular soil is present or perched water is encountered. The instability problems will generally depend upon the excavation depth, length of time the excavations remain open, inclination of excavation sidewalls, magnitude and location of surcharges near the excavations, groundwater levels, and the suitability of the dewatering system. Bidding/Estimating Considerations: Contractors bidding or undertaking any work at the site should examine the results of the subsurface exploration, satisfy themselves as to the adequacy of the information for bidding and construction, make their own interpretation of the data, and consider the effect it may have on their cost proposal, construction techniques, schedule, and equipment capabilities. Furthermore, contractors should complete any additional fieldwork and exploration they deem necessary to properly prepare a cost proposal for the site work. Soil borings do not provide the same wide -scale view of the subsurface conditions that is obtained during site grading, excavation or other aspects of earthwork construction. Additional scope may be required to obtain more detailed subsurface information needed for earthwork bid preparation, which could include test pits to better understand the lateral and vertical extents of the subsurface materials of concern such as existing undocumented 426 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 28 fill. Even with this additional information, budget contingencies should be carried in construction to help cover potential variations in subsurface conditions. 5.3 FOUNDATION AND SLAB OBSERVATIONS Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the footing bearing level if the foundation excavations remain open for too long a time. Foundation concrete should be placed the same day that excavations are made. If the bearing soils are softened by surface water intrusion or exposure, the softened soils must be removed from the foundation excavation bottom immediately prior to placement of concrete. If the foundation concrete will not be placed soon after excavation and observation and testing of bearing grade, or if rainfall becomes imminent while the bearing soils are exposed, consider placement of a 2 to 3 -inch thick "mud mat" of "lean" concrete on the bearing soils before the placement of reinforcing steel to help protect the bearing material otherwise a recheck of the bearing grade may be needed. Footing Subgrade Observations: The recommendations of this report are predicated upon ECS checking the suitability of the in-situ foundation support soils during construction. The suitability of the actual bearing grade is recommended to be observed and tested to check that the soils are as indicated by the borings and are suitable to support the recommended maximum net allowable bearing pressure. Slab Subgrade Observation and Testing: Call on ECS to observe and test exposed subgrade within the expanded building limits prior to engineered fill placement and slab construction to check that adequate subgrade preparation has been achieved as recommended in the Subgrade Preparation section. 5.4 UTILITY INSTALLATIONS Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for support of utility pipes. The subgrade should be observed and tested by ECS to check the suitability of the materials encountered at the time of construction. Soft, loose or otherwise unsuitable materials encountered at the utility pipe subgrade elevation should be removed and replaced with suitable compacted engineered fill or pipe bedding material. Utility Backfilling: The granular bedding material should be at least 4 inches thick, but not less than that specified by the project drawings and specifications. Fill placed for support of the utilities, as well as backfill over the utilities, should satisfy the recommendations for engineered fill given in this report. Compacted backfill should be free of topsoil, roots, ice, or any other material designated by ECS as unsuitable. The backfill should be moisture conditioned, placed, and compacted as recommended in this report. 427 Mount Prospect Technology Campus August 30, 2021 ECS Project No. 16:13881 Page 29 ECS has prepared this report to guide geotechnical -related design and construction aspects of the project. We performed these services in accordance with the standard of care expected of professionals in the industry performing similar services on projects of like size and complexity at this time in the region. No other representation, express or implied, and no warranty or guarantee is included or intended in this report. The description of the proposed project is based on information provided to ECS. If this information is inaccurate, either because of our interpretation of the documents provided, or site or design changes that may occur later, ECS should be contacted so that we can review our recommendations and provide additional or alternate recommendations as may be required to reflect the proposed construction. We recommend ECS review the project's plans and specifications so that we may evaluate consistency of those plans/specifications with the intent of the geotechnical report recommendations. Field observations and quality assurance testing during earthwork and foundation installation are an extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our expertise throughout the geotechnical phases of construction, and to provide consultation and recommendations should issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report. 428 SlIte 11 ocation Diagiraim 113 o ir 11 in g 11 oca-doin Diagiraim 429 0 M 431 Ref it in INotes for Boiriling Logs 113 o ir 11 in g 11 ogs 1I3 I.. t1hirough B-12, IC: - .. tlhirouglh II::) .....5 and P.....:1. through IP 6 Geneirabized Subsurface SoH Pro-file Subsurface Exploration Procedures: SP I I1....alboira-toiry ...I...es'ding Procedures: Ilin...I...esfing 432 REFERENCE NOTES FOR BORING LOGS MATERIAL' 2 ........... DRILLING SAMPLING SYMBOLS & ABBREVIATIONS ......................w. .... ........ ........., .. SS Split Spoon Sampler PM Pressuremeter Test ASPHALT ST Shelby Tube Sampler RD Rock Bit Drilling WS Wash Sample RC Rock Core, NX, BX, AX CONCRETE BS Bulk Sample of Cuttings REC Rock Sample Recovery % PA Power Auger (no sample) RQD Rock Quality Designation % Q;e GRAVEL HSA Hollow Stem Auger TOPSOIL PARTICLE SIZE IDENTIFICATION VOID.............w. DESIGNATION ..... PARTICLE SIZES ........... �... Boulders 12 inches (300 mm) or larger BRICK Cobbles 3 inches to 12 inches (75 mm to 300 mm) 0 0 do AGGREGATE BASE COURSE Gravel: Coarse 3/ inch to 3 inches (19 mm to 75 mm) Fine 4.75 mm to 19 mm (No. 4 sieve to 3/4 inch) ri GW WELL -GRADED GRAVEL Sand: Coarse 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve) Medium 0.425 to 2.00 40 to No. 10 + gravel -sand mixtures, little or no fines mm mm (No. sieve) Fine a GPPOORLY-GRADED GRAVEL 0.074 mm to 0.425 mm (No 200 to No 40 sieve) �O Silt &Clay ("Fines") <0.074 mm (smaller than a No 200 sieve) o gravel -sand mixtures, little or no fines GM SILTY GRAVEL . ,....:::: gravel -sand -silt mixtures COHESIVE SILTS & CLAYS COARSE FINE RELATIVE GRAINED GRAINED GC CLAYEY GRAVEL UNCONFINED.... gravel -sand -clay mixtures z (° )s (%)s COMPRESSIVE SPT5 CONSISTENCY' AMOUNT /° ■ a ■ SW WELL -GRADED SAND STRENGTH, QP° (BPF) (COHESIVE) Trace <5 <5 a gravelly sand, little or no fines <0.25 <3 Very Soft SP POORLY -GRADED SAND 0.25 - <0.50 3-4 Soft With 10-20 10-25 gravelly sand, little or no fines 0.50 - <1.00 5 - 8 Firm Adjective 25-45 30-45 SM SILTY SAND 1.00 - <2.00 9-15 Stiff (ex: "Silty') sand -silt mixtures 2.00 - <4.00 16-30 Very Stiff SC CLAYEY SAND 4.00-8.00 31 -50 Hard^^..........^^ sand -clay mixtures >8.00> e a Very rd VELSs LE..... ML SILT ....,.^��, �, , ......., ..WATER � .... ...,..... non -plastic to medium plasticity .............. GRAVELS, SANDS & NON -COHESIVE SILTS WL (First Encountered) MH ELASTIC SILT SPT5 high plasticity DENSITY . WL (Completion) CL LEAN CLAY <5 Very Loose low to medium plasticity 5-10 Loose WL (Seasonal High Water) CH FAT CLAY 11 - 30 Medium Dense high plasticity 31-50 Dense 0_ WL (Stabilized) OL ORGANIC SILT or CLAY >50Very Dense non -plastic to low plasticity ^ . ......... ..:,rv„ .^, :^: �^^..........^ ^ OH ORGANIC SILT or CLAY.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,.,„^ FILL AND ROCK high plasticity PT PEAT � r � highly organic soils FILL POSSIBLE FILL PROBABLE FILL ROCK Classifications and symbols per ASTM D 2488-17 (Visual -Manual Procedure) unless noted otherwise. 2 T be consistent with general practice, "POORLY GRADED” has been removed from GP, GP -GM, GP -GC, SP, SP -SM, SP -SC soil types on the boring logs. 3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM -FILL)]. 4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf). 5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 Ib. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). "N -value" is another term for "blow count" and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B and need to be corrected if using an auto hammer. 6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed. Minor deviation from ASTM D 2488-17 Note 14. $Percentages are estimated to the nearest 5% per ASTM D 2488-17. Reference Notes for Boring Logs (1-29-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved 433 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-01 1 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration 010101010101010101010101010 SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955273.2 1086923.3 674.5 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d Qw a O H Q Q 1 J m ROD Q N Q � w REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[5"] 02.00 Concrete Thickness[10"]1-2-3 S-1 SS 18 14 (5) 5 1?0 (CL FILL) FILL, LEAN CLAY, trace gravel, trace sand, dark brown, moist, very stiff 04.50 (CL) LEAN CLAY, trace gravel, trace sand,5.6.7 S-2 SS 18 18 brown, moist, very stiff to hard 670 (13) 13 1_P0 5 0 3.25 S-3 SS 18 14 5.7.7 (14) 14 2a0 04.50 S-4 SS 18 18 665 4.5.8 (13) 13 19*0 10 01.75 (CL) LEAN CLAY, trace gravel, trace sand, S-5 SS 18 18 gray, moist, stiff 2-3-4 (7) •• 1T0 04.50 (ML) SILT, gray, moist, medium dense S-6 SS 18 18 660 5-6-6 (12) ,z 1AID 15 01.75 (CL) LEAN CLAY, trace gravel, trace sand, S-7 SS 18 16 gray, moist, stiff to very stiff, Sand seams 655 3 8 4 O 8 z 0*0 20 IF 01.75 S-8 SS 18 18 650 3-3-4 (7) zoo 25 O 3.00 S-9 SS 18 18 645 4-5-6 (11) „ 18*0 30 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) DRY BORING STARTED: Jul 202021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 202021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 43 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-01 2 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955273.2 1086923.3 674.5 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, trace sand, gray, moist, stiff to very stiff, Sand seams (CL) SANDY LEAN CLAY, gray, moist, S-10 SS 18 18 medium dense 640 s- (21) zi) �.00 35 Occasional sand seams. (SP -SM) FINE TO MEDIUM SAND with S-11 SS 18 18 SILT, trace gravel, brownish gray, moist,14 635 10 n $ 4 40 medium dense END OF DRILLING AT 40.0 FT 630- 45 625- 50 620- 55— 615- 60— THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 202021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 202021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 43 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-02 1 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955471.4 1087078.6 673.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d Qw a O H Q Q 1 J m ROD Q N Q � w REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Topsoil Thickness[12 ] 04.50 (CL) LEAN CLAY with SAND, trace gravel, 4-5-5 S-1 SS 18 16 (io) 101?0 brown, moist, hard 04.50 S-2 SS 18 18 4-5-6 (11) 11 1600 5 668 0 4.50 S-3 SS 18 18• 4-6-8 (14) 14 1 7.0 04.50 (CL) LEAN CLAY, trace gravel, trace sand, S-4 SS 18 18 gray, moist, hard to very stiff 4-5-5 (Zo) 10 1600 10 663 03.75 S-5 SS 18 18 3-4-5 (9) 9 16*0 Sand lenses from 28 to 30 ft. 01.50 S-6 SS 18 18 3-4-4 (s> a 1800 15 658 03.00 S-7 SS 18 18 3-4-5 (9) 9 1�?0 20 653 02.75 S-8 SS 18 18 3-5-5 (10) 10 2a0 25 648 03.25 S-9 SS 18 18 3-4-5 (9) 911!0 30 643 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 38.00 BORING STARTED: Jul 202021 CAVE IN DEPTH: 53.10 1 WL (Completion) 48.50 BORING Jul 202021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 43 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlilluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-02 2 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955471.4 1087078.6 673.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q J w m — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, trace sand, gray, moist, hard to very stiff 02.75 S-10 SS 18 18 4-5-6 (11) 11 2 1 35 638 Sand lenses from 28 to 30 ft. (SP -SM) FINE TO MEDIUM SAND with S-11 SS 18 18 SILT, gray, moist, medium dense 5-6-7 (13) 13 40 633 6-11-15 S-12 SS 18 16 (26) zs 45 628 (ML) SILT WITH GRAVEL, gray, wet, dense = 12-18-29 S-13 SS 18 18 (47) 47 50 623 (CL) LEAN CLAY, trace gravel, trace sand, S-14 SS 18 18 gray, moist, stiff 5-7-11 (18) i.zs 1180 55 618 8-11-14 .00 (SM) SILTY FINE SAND, gray, moist, S-15 SS 18 16 (25) 60 medium dense 613 (WR) WEATHERED LIMESTONE SAMPLED V AS [Weathered LIMESTONE] CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 38.00 BORING STARTED: Jul 202021 CAVE IN DEPTH: 53.10 1 WL (Completion) 48.50 BORING Jul 202021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 43 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-02 3 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955471.4 1087078.6 673.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (WR) WEATHERED LIMESTONE SAMPLED AS [Weathered LIMESTONE] 16-28-28 S-16 SS 18 12 (66) ss 65 608- END OF DRILLING AT 65.0 FT 70 603- 75 598- 80 593- 85 588- 90 583 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 38.00 BORING STARTED: Jul 202021 CAVE IN DEPTH: 53.10 1 WL (Completion) 48.50 BORING Jul 202021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 43 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlilluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-03 1 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration 010101010101010101010101010 SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955475.5 1087359.2 673.0 Cif — Plastic Limit Water Content Liquid Limit LL H F -i 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d Qw a O H Q Q 1 J m ROD Q N Q w — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Topsoil Thickness[14"] 04.50 S-1 SS 18 12 (CL FILL) FILL, SANDY CLAY, trace gravel, 5-6-8 14 e trace sand, dark brown, moist, hard (14) 1 (CL) LEAN CLAY with SAND, trace gravel, �a.so S-2 SS 18 18 brown, moist, hard 7 5-7-6 • (13) 13 160 5 668 04.50 S-3 SS 18 18 5-6-9 (15) ,s 1?0 0 4.50 S-4 SS 18 18 5-6-8 (14) 14 1E*0 10 663 03.00 (CL) LEAN CLAY with SAND, trace gravel, S-5 SS 18 18 gray, moist, very stiff 4-5-6 (11) ( 11 1To 02.75 S-6 SS 18 18 3-3-4 (7) 7 1A0 15 658 01.00 (CL) LEAN CLAY, trace gravel, trace sand, S-7 SS 18 18 gray, moist, stiff to firm z-2-3 (s) 5 1d*o 20 653 00.75 S-8 SS 18 18- WOH-1-1 (2) z 2;1.0 25 648 00.75 S-9 SS 18 18 WOH-WOH- WOH o 24*0 30 643 (0) CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 38.50 BORING STARTED: Jul 212021 CAVE IN DEPTH: 1 WL (Completion) 38.70 BORING Jul 212021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 43 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-03 2 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955475.5 1087359.2 673.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, trace sand, gray, moist, firm 03.00 (CL) LEAN CLAY, trace gravel, trace sand, S-10 SS 18 18 gray, moist, very stiff 3-4-5 (9) s 21.0 35 638 (SM) SILTY FINE SAND, trace gravel, gray, S-11 SS 18 18 moist, medium dense 5-7-9 (16) s 40 633- END OF DRILLING AT 40.0 FT 45 628- 50 623- 55 618- 60— 613 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 38.50 BORING STARTED: Jul 212021 CAVE IN DEPTH: 1 WL (Completion) 38.70 BORING Jul 212021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-04 1 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955320.1 1087477.3 672.5 Cif — Plastic Limit Water Content Liquid Limit LL H F -i 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d Qw a O H Q 1 J m ROD Q N Q � w REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Topsoil Thickness[16"] 03.00 S-1 SS 18 8 3 -4-5 -4- 9 22*0 (CL FILL) FILL, LEAN CLAY, trace gravel, trace sand, dark brown, moist, very stiff (CL) LEAN CLAY, trace gravel, trace sand, 04.00 S-2 SS 18 14 brown, moist, hard 668 2-3-3 (6) • 6 19.0 5 04.50 S-3 SS 18 18 5-5-7 (12) • 12 17.0 O 4.50 S-4 SS 18 18 663 6.7.7 (14) 14 zoo 10 (CL) LEAN CLAY, trace gravel, gray, moist, stiff to very stiff3.4.5 03.75 S-5 SS 18 18 (9) s 16*0 02.75 S-6 SS 18 18• 658 4.5.5 (10) 10 260 15 01.25 S-7 SS 18 18 653 2.3.5 (8) a 14*0 20 0 2.50 S-8 SS 18 18 648 2.3.4 (7) • 11.0 25 01.75 (CL) LEAN CLAY, trace gravel, gray, firm to S-9 SS 18 18 ver stiff Y 643 3-3-3 (6) 6 zd*o 30 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 38.00 BORING STARTED: Jul 212021 CAVE IN DEPTH: 51.60 1 WL (Completion) 31.50 BORING Jul 212021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-04 2 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955320.1 1087477.3 672.5 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, gray, firm to = very stiff 02.25 S-10 SS 18 18 638 3.5.5 (10) 10 zoo 35 03.50 S-11 SS 18 18 633 4-6-7 (13) 1?0 40 02.00 S-12 SS 18 18 628 4-5-5 (10) 10 zoo 45 02.50 S-13 SS 18 14 623 4-5-9 (14) 14 1900 50 0z.�s (CL) LEAN CLAY, trace gravel, gray, moist, S-14 SS 18 18 dense 618 11-16-18 (34) • 14*0 34 55 04.50 (CL) LEAN CLAY, trace gravel, trace sand, S-15 SS 18 18 gray, moist, hard xZ 613 19-28-32 (60) 1?0 sa 60 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 38.00 BORING STARTED: Jul 212021 CAVE IN DEPTH: 51.60 1 WL (Completion) 31.50 BORING Jul 212021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-04 3 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955320.1 1087477.3 672.5 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, trace sand, gray, moist, hard �a.so S-16 SS 18 18 (CL) SANDY CLAY, trace gravel, gray, 18-3D-46 65 moist, hard 608 (761 900 s END OF DRILLING AT 65.0 FT 603- 70 598- 75 593- 80 588- 85— 583- 90 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 38.00 BORING STARTED: Jul 212021 CAVE IN DEPTH: 51.60 1 WL (Completion) 31.50 BORING Jul 212021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlilluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-05 1 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1954899.5 1087875.8 672.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d Qw a O H Q 1 J m ROD Q N Q w — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[5"] 2-2-3 X2.50 Gravel Thickness[12"] S 1 SS 18 18 (CL FILL) FILL, LEAN CLAY, dark brown, (5) 5 2(?1) moist, very stiff 02.00 (CL) LEAN CLAY, trace gravel, brown, S-2 SS 18 18 moist, very stiff to hard 2.3.3 (6) 6 2_?0 5 667 2.50 S-3 SS 18 16 4.4.4 (8) s 2_?0 04.50 S-4 SS 18 18 4-5-6 (11) 10 10 662 03.75 (CL) LEAN CLAY with SAND, trace gravel, S-5 SS 18 18 gray, moist, very stiff 5-5-6 (11) „ 1�0 02.50 S-6 SS 18 14 4-4-5 (9) s 16• 0 15 657 02.00 S-7 SS 18 18 2-3-4 (7) 1�fo 20 652 2.00 S-8 SS 18 16 2.3.4 (7) •0 1it.0 25 647 (SM) SILTY FINE TO MEDIUM SAND, dark S-9 SS 18 14 gray, wet, loose 2-3-3 (6) 6 oo z 30 642 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 27.00 BORING STARTED: Jul 22 2021 CAVE IN DEPTH: 1 WL (Completion) 17.30 BORING Jul 22 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-05 2 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1954899.5 1087875.8 672.0 Cif — Plastic Limit Water Content Liquid Limit LL H F -i 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (SM) SILTY FINE TO MEDIUM SAND, dark gray, wet, loose 02.50 (CL) LEAN CLAY, trace gravel, gray, moist, S-10 SS 18 18 very stiff (13) 13) ( • 13 1F�0 35 637 511 SS 18 16 3-3-4 (z) •02.00 19.o 40 632- END OF DRILLING AT 40.0 FT 45— 627- 50 622- 55 617- 60— 612 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 27.00 BORING STARTED: Jul 22 2021 CAVE IN DEPTH: 1 WL (Completion) 17.30 BORING Jul 22 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSIS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlilluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-06 1 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955444.1 1087830.4 668.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d Qw a O H Q Q 1 J m ROD Q N Q w — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (SM FILL) FILL, SILTY SAND, trace gravel, brown, moist, loose 3-4-2 S-1 SS 18 12 (6) 6 3-3-3 (6) 6 S-2 SS 18 14 5 663 02.75 (CL) LEAN CLAY, trace gravel, brown, S-3 SS 18 18 moist, very stiff 3(9)5 9 21*0 01.75 (CL) LEAN CLAY, trace gravel, gray, moist, $-4 SS 18 18 stiff 2-3-3 (6) s 18*0 10 658 (SM/SC) SILTY/CLAYEY SAND WITH $-5 SS 18 16 GRAVEL, brown and gray, moist, medium 4-5-6 4 (11) „ 1510 dense 01.25 (CL) LEAN CLAY, trace gravel, gray, moist, $-6 $S 18 18 stiff to very stiff 3-3-4 (7) 7 1800 15 653 03.25 S-7 SS 18 18 3-5-7 (12) 12 20*0 20 648 02.00 S-8 $$ 18 18 3-4-5 (9) s 2;i 0 25 643 X1.75 S-9 SS 18 12 4-5-5 (10) 10 zoo 30 638 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 12.00 BORING STARTED: Jul 22 2021 CAVE IN DEPTH: 34.50 1 WL (Completion) 23.50 BORING Jul 22 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-06 2 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955444.1 1087830.4 668.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, gray, moist, stiff to very stiff 01.25 S-10 SS 18 16 5.7.9 (16) 16 190 (SP -SM) FINE TO MEDIUM SAND with 35 SILT, trace gravel, gray, moist, medium 633 dense (CL) LEAN CLAY, trace gravel, trace sand, gray, moist, very stiff, 02.75 S-11 SS 18 18 Possible limestone cobbles at 49 feet 5-7-8 (15) �0 40 628 0 3.00 S-12 SS 18 18 5.7.9 (16) • 16 1. 0 45 623 3.50 513 SS 18 12 6-40-21 (61) 1800 61 50 618— so S-14 SS Refusal encountered at 54.0 feet. 55 b13- END OF DRILLING AT 54.0 FT 60— 608 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 12.00 BORING STARTED: Jul 22 2021 CAVE IN DEPTH: 34.50 1 WL (Completion) 23.50 BORING Jul 22 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-07 1 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955468.1 1088141.9 667.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d Qw a O H Q Q 1 J m ROD Q N Q � w REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Concrete Thickness[41 2-2-2 02.25 (CL FILL) FILL, SANDY CLAY, trace silt, S-1 SS 18 14 brown, moist, very stiff (4) a 22*0 (CL FILL) FILL, LEAN CLAY, trace gravel, brown and black, moist, very stiff2-8-5 03.25 S-2 SS 18 18 (8) 8 2#0 (CL) LEAN CLAY, trace gravel, brown, 5 moist, very stiff to hard 662 04.25 S-3 SS 18 18 3 -4-5 (9) 9 2a0 04.00 S-4 SS 18 18 4.4.5 (9) s 1900 10 657 03.50 S-5 SS 18 18 .4. 4-4-4 -4-4 8 zi�o (CL) LEAN CLAY, trace gravel, trace sand, gray, moist, very stiff, 02.50 S-6 SS 18 18 a -s -s (Zo) • 0 16*0 15 Occasional sand seams from 18 to 20 ft. 652 02.00 S-7 SS 18 18 3-3-4 (7) zoo 20 647 03.50 S-8 SS 18 18 4.6.7 (13) 93 1?0 25 642- 03.25 S-9 SS 18 18 5-6-8 (14) 14 1510 30 637 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 15.00 BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 36.50 1 WL (Completion) 21.50 BORING Jul 27 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-07 2 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955468.1 1088141.9 667.0 Cif — Plastic Limit Water Content Liquid Limit cD w z z x o LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w d a O H Q 1 ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, trace sand, gray, moist, very stiff, 0'.25 Occasional sand seams from 18 to 20 ft. 4-4-4 S-10 SS 18 18 (S) a (ML) SILT with SAND gray, moist, loose 35 632—��o 10 -1a -2o S-11 SS 18 16 (38) ss 40 (SM) SILTY MEDIUM TO COARSE SAND, ELI 627 trace gravel, gray, moist, dense END OF DRILLING AT 40.0 FT 45 622- 50— 617- 55— 612- 60— 607 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 15.00 BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 36.50 1 WL (Completion) 21.50 BORING Jul 27 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 44 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-08 1 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1954917.5 1088147.1 671.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii Qw a O Q Q > J m ROD Q N Q � w REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[4.5i 04.50 Gravel Thickness[8"]4-4-5 S-1 SS 18 16 (9) 9 21.0 (CL POSSIBLE FILL) POSSIBLE FILL, LEAN CLAY with SAND, trace gravel, dark gray to dark brown, moist, hard3_4_s 04.50 S-2 SS 18 18 (9) 9 1800 (CL) LEAN CLAY with SAND, trace gravel, 5 brown, moist, hard 666 04.50 S-3 SS 18 14 3-4-6 (10) • 10 19.0 04.50 S-4 SS 18 18 4-5-6 (11) 1E*o 10 661 (CL) LEAN CLAY, trace gravel, gray, moist, very stiff to firm2_3_4 02.00 S-5 SS 18 14 (7) 19*0 0 1.25 S-6 SS 18 18 2-3-3 (6) 6 210 15 656 0.75 S-7 SS 18 18 3-4-4 (8) $ 14*0 20 651 04.25 (CL) LEAN CLAY with SAND, trace gravel, S-8 SS 18 18 gray, moist, hard to stiff 4-4-5 (9) s 20 25 646 Occasional wet sand seams. 02.00 S-9 SS 18 18 4_4_5 (9) s 22*0 30 641 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 18.50 BORING STARTED: Jul 23 2021 CAVE IN DEPTH: 53.50 1 WL (Completion) 30.50 BORING Jul 23 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-08 2 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration 010101010101010101010101010 SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1954917.5 1088147.1 671.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w a O Q > ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY with SAND, trace gravel, gray, moist, hard to stiff 02.25 Occasional wet sand seams. 4-5-7 S-10 SS 18 18 (12) 12 2a0 35 636 02.50 (ML) SANDY SILT, trace gravel, gray, S-11 SS 18 14 moist, very stiff 5-7-8 (15) 15 2(�0 40 631 02.25 S-12 SS 18 10 7.9.8 (17) 17 18*0 45 626 03.00 (CL) LEAN CLAY, trace gravel, gray, moist, S-13 SS 18 16 very stiff 9-10-10 (20, 201 _P0 50 621 3.75 S-14 SS 18 18 19-15-15 (30) 55 616 (ML) SILT, gray, moist, medium dense 27-46-67 S-15 SS 18 18 (113) 60 611 3 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAYBE GRADUAL SZ WL (First Encountered) 18.50 BORING STARTED: Jul 23 2021 CAVE IN DEPTH: 53.50 1 WL (Completion) 30.50 BORING Jul 23 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-08 3 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1954917.5 1088147.1 671.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLw H y~j } w Z ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q Q J w m — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (ML) SILT, gray, moist, medium dense Refusal encountered at 64.0 feet. S-16 SS 17 1790/11° (90/11") 65 606- END OF DRILLING AT 64.0 FT 70 601- 75 596- 80 591- 85 586- 90 581 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 18.50 BORING STARTED: Jul 23 2021 CAVE IN DEPTH: 53.50 1 WL (Completion) 30.50 BORING Jul 23 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-09 1 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955868.8 1087794.3 671.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w Qw a O Q Q > J m ROD Q N Q � w REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[5.5i 04.50 Concrete Thickness[8.5"]3.3.3 S-1 SS 18 14 (6) 6 14*0 (CL POSSIBLE FILL) POSSIBLE FILL, SANDY CLAY, trace gravel, brown, moist, hard 04.50 (CL) LEAN CLAY, trace gravel, brown,3.4.4 S-2 SS 18 16 moist, hard to very stiff (8) 6 1 -Po 5 666 04.50 0 S-3 SS 18 18 3-4-4 (8) • s 10 03.25 S-4 SS 18 18 3-4-5 (9) s 20*0 10 661 03.00 (CL) LEAN CLAY, trace gravel, gray, moist, S-5 SS 18 6 very stiff 7-5-4 S 49 (9) 1To Occasional silt seams from 18 to 20 ft. 0 3.00 S-6 SS 18 18 3-4-5 (9) s 1800 15 656 02.75 S-7 SS 18 18 4-5-5 (10) 1011.10 20 651 02.00 S-8 SS 18 18 2.3.4 (7) 24�o 25 646 04.50 (CL) LEAN CLAY, trace gravel, gray, moist, S-9 SS 18 18 hard to firm to very stiff 4-5-6 2ao 30 641 Occasional sand seams CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 11.00 BORING STARTED: Jul 262021 CAVE IN DEPTH: 1 WL (Completion) 33.10 BORING Jul 262021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-09 2 of 2 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955868.8 1087794.3 671.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, gray, moist, hard to firm to very stiff X0.75 Occasional sand seams 4-4-4 S-10 SS 18 18 (S) • a 26.0 35 636 5-6-10 S-11 SS 18 16] - (16) 16 310 40 631- END OF DRILLING AT 40.0 FT 45 626- 26O2.00 02.00 50 621- 55 616- 60— 611 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 11.00 BORING STARTED: Jul 262021 CAVE IN DEPTH: 1 WL (Completion) 33.10 BORING Jul 262021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-10 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: 1956300.3 EASTING: 1087783.7 STATION: SURFACE ELEVATION: 672.0 aoTroM of cnsiNG ' LLF-i = ~ w Cif cD Z w ii Q w H Qw N — z 1)j a Q N Z } w i O � DESCRIPTION OF MATERIAL w w J c Q Z O Q > J w ID co m Plastic Limit Water Content Liquid Limit X ® STANDARD PENETRATION BLOWS/FT ROCK QUALITY DESIGNATION & RECOVERY ROD REC O CALIBRATED PENETROMETER TON/SF [FINES CONTENT] Topsoil Thickness[8"] S-1 SS 18 10 (CL FILL) FILL, LEAN CLAY with SAND,3-3-2 trace gravel, brown and gray, moist, hard (s) 04.50 5 14,0 (GP -GM FILL) FILL, GRAVEL WITH SILT, S-2 SS 18 S gray, moist, very loose 2-1-2 (3) 3 5 667 z -z -z -2- 4 S-3 SS 18 14 3-2-2 (4) 4 S-4 SS 18 12 10 662- 1-1-2 (3) 3 S-5 SS 18 10 z-2-1 (3) 3 S-6 SS 18 8 15 657 WOH-WOH-1 (1) S-7 SS 18 4 20 652 Auger refusal on existing concrete foundations. S-8 SS 18 18 25 647- 2 -3 -WOR (3) 3 Refusal encountered at 23.8 feet. END OF DRILLING AT 23.8 FT 30 642 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL = WL (First Encountered) 23.50 BORING STARTED: Jul 282021 CAVE IN DEPTH: 1 WL (Completion) 23.20 BORING Jul 282021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-11 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1956311.2 1088101.5 670.5 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Topsoil Thickness[10"] X4.50 (CL FILL) FILL, LEAN CLAY with SAND,6.4.3 S-1 SS 18 18 trace gravel, dark brown, moist, hard (7) 14*0 04.50 S-2 SS 18 14 (GP -GM FILL) FILL, GRAVEL WITH SILT, 666 2-3-6 (9) 9 iso 5 gray, moist, loose to very loose 4-3-3 S-3 SS 18 10 (6) s 3-4-3 S-4 SS 18 10 661 (7) 10 2-2-2 S-5 SS 18 8 (4) 4 2-2-2 S-6 SS 18 6 656 (4) 4 15 1-1-1 S-7 SS 18 4 651 (2) 2 20 Auger refusal on existing concrete foundations. 3 -WOR -WOR S 8 SS 18 0 646 (0) Refusal encountered at 24.0 feet. 25 END OF DRILLING AT 24.0 FT 641- 30 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 23.50 BORING STARTED: Jul 282021 CAVE IN DEPTH: 1 WL (Completion) 23.70 BORING Jul 282021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-12 1 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration 010101010101010101010101010 SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: 1955805.5 EASTING: 1088139.6 STATION: SURFACE ELEVATION: 667.0 aoTroM of cnsiNG ' LL = ~ w Cif Z w ii Q H Qw N — F -i 1)j a Q N } w i O � DESCRIPTION OF MATERIAL w w J c Q Z O Q > J w ID co m Plastic Limit Water Content Liquid Limit ® STANDARD PENETRATION BLOWS/FT ROCK QUALITY DESIGNATION & RECOVERY ROD REC O CALIBRATED PENETROMETER TON/SF [FINES CONTENT] (CL FILL) FILL, LEAN CLAY with SAND, trace gravel, dark brown, moist, hard4-4-5 (9) 04.50 9 1 -Po S-1 SS 18 16 5 (114)4) 04.50 ��� •• w2.0 (CL) SANDY CLAY, trace gravel, brown, moist, hard S-2 SS 18 16 5 662 3-4-6 (10) 04.50 • 10 18.0 (CL) LEAN CLAY, trace gravel, gray, moist, very stiff S-3 SS 18 18 Occasional sand seams below 28 ft. 4-5-6• (11) 0 3.75 11 1- 0 S-4 SS 18 18 10 657 3-5-5 (10) 03.75 10 18*0 S-5 SS 18 10 3-4-5 (9) 02.25 9 19000 S-6 SS 18 18 15 652 3-4-4 (a) 02.00 $ 22*0 S-7 SS 18 14 20 647 2-3-4 (7) • 0 3.00 1'3.o S-8 SS 18 18 25 642 3-4-6 (10) 03.00 10 1610 S-9 SS 18 18 30 637 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 34.00 BORING STARTED: Jul 262021 CAVE IN DEPTH: 39.90 1 WL (Completion) 25.50 BORING Jul 262021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-12 2 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955805.5 1088139.6 667.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q � J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (CL) LEAN CLAY, trace gravel, gray, moist, very stiff 01.00 Occasional sand seams below 28 ft. Q 3-5-4 S 10 SS 18 18 (9) • s 320 35 632— (SP-SM) MEDIUM TO COARSE SAND S-11 SS 18 14 WITH SILT AND GRAVEL, gray, moist to 8-8-6 (14) 14 40 wet, medium dense 627- 4-6-7 S-12 SS 18 16 (13) 13 45 622 02.00 (CL) LEAN CLAY, trace gravel, gray, moist, S-13 SS 18 18 very stiff 5-6-6 2 1900(12) 50 617 02.50 S-14 SS 18 18 5-6-7 (13)25A0 55 612 04' S-15 SS 18 16 18-42-69 (111) 15*0 (SP -SM) FINE SAND with SILT, gray, moist, 60 very dense 607 CONTINUED ON NEXT PAGE THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL SZ WL (First Encountered) 34.00 BORING STARTED: Jul 262021 CAVE IN DEPTH: 39.90 1 WL (Completion) 25.50 BORING Jul 262021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 B-12 3 of 3 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955805.5 1088139.6 667.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (SP -SM) FINE SAND with SILT, gray, moist, very dense 1'00112 S-16 SS 18 18 (ML) SILT, gray, moist, very dense 37-48-52 (100/12") 65 602 END OF DRILLING AT 65.0 FT 70 597- 75— 592- 80— 587- 85 582- 90 577 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) 34.00 BORING STARTED: Jul 262021 CAVE IN DEPTH: 39.90 1 WL (Completion) 25.50 BORING Jul 262021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 41 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 D-1 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955372.7 1086774.0 674.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[5.5"] 2-4-4 04.50 Gravel Thickness[7"] S-1 SS 18 16 (8) 8 14*0 (CL) LEAN CLAY with SAND, trace gravel, brown and gray, moist, hard 04.50 S-2 SS 18 16 2-3-4 (z) 18• 0 5 669- 04.50 S-3 SS 18 18• 4-6-6 (12) 12 19.0 04.50 S-4 SS 18 18 5-6-8 (14) • 14 1To 10 664 04.50 (CL) LEAN CLAY, trace sand, gray, moist, S-5 SS 18 18 hard to very stiff 4-5-5 (10) 10 16*0 Occasional sand lenses. � 3.00 S-6 SS 18 18 3-4-5 (9) • s 1T0 15 659 END OF DRILLING AT 15.0 FT 20 654- 25— 649- 30 644— 44THE TH ESTRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOI LTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 27 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 4E CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 D-2 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1954965.0 1087536.2 672.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Topsoil Thickness[14"] X4.50 S-1 SS 18 12 CL LEAN CLAY, trace ravel, trace sand, ( ) g 2-4-4 • a brown, moist, hard (s) 1Fi.o �a.s0 S-2 SS 18 16 Sand seams froml to 5 ft 4-4-5 (9) 9 19• 0 5 667 04.25 S-3 SS 18 18 4-5-5 (Zo) 010 2a0 04.50 S-4 SS 18 18 4-5-5 (10) 10 20*0 10 662 04.50 S-5 SS 18 18 4-6-6 (12) 12 19*0 01.50 (CL) LEAN CLAY, trace gravel, gray, moist, S-6 SS 18 18 stiff 3-4-4 (8) •• a 1S0 15 657 END OF DRILLING AT 15.0 FT 20 652- 25— 647- 30 642 THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 27 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 46 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlilluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 D-3 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration X2222222222222 SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1954703.3 1088085.0 672.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii Qw a O Q > J m ROD Q N Q w — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[4.5"] 01.75 Gravel Thickness[8"]1-2-2 S-1 SS 18 10 (4) 4 34*0 (CL FILL) FILL, SANDY CLAY with organics, black, moist, stiff, earthy odor LOI = 16.5% 2-2-3 03.75 S-2 SS 18 16 (5) s A 5 667 (CL/ML FILL) FILL, SILTY CLAY, trace gravel, trace sand, contains brick, dark 02.25 S-3 SS 18 16 brown, moist, very stiff 2-2-4 (6) 6 240 = (CL) LEAN CLAY, trace gravel, yellowish brown and gray, moist, very stiff to hard 04.50 S-4 SS 18 18 3-4-7 (11) • 11 1 0 10 662 04.50 S-5 SS 18 18 5-6-7 (13) 13 1610 (CL) LEAN CLAY, trace gravel, gray, moist, very stiff 3.4.5 02.00 S-6 SS 18 18 (9) 00 9 18 15 657 END OF DRILLING AT 15.0 FT 20 652- 25— 647- 30 642 THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL = WL (First Encountered) 13.00 BORING STARTED: Jul 23 2021 CAVE IN DEPTH: 1 WL (Completion) 7.30 BORING Jul 23 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 4E CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 D-4 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955389.8 1087592.7 672.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii Qw a O Q Q > J m ROD Q N Q � w REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[6"] 2-3-3 X4.50 Gravel Thickness[9"] S 1 SS 18 16 (6) 6 1?0 (CL FILL) FILL, SANDY CLAY, trace gravel, brown and gray, moist, hard 03.75 (CL) LEAN CLAY, trace gravel, brown, S-2 SS 18 18 moist, very stiff to hard 3-3-4 (7) 22*0 5 667 04.50 S-3 SS 18 16 3-3-5 (8) • 8 19.o 04.50 S-4 SS 18 18 4-5-6 (11) „ 19*0 10 662 04.25 (CL) LEAN CLAY, trace gravel, gray, moist, S-5 SS 18 18 hard to very stiff 5-5-6 (11) 011 21*0 03.25 S-6 SS 18 18 3-4-5 (9) s 1800 15 657 END OF DRILLING AT 15.0 FT 20 652- 25— 647- 30 642 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 27 2021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 4E CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 D-5 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration 010101010101010101010101010 SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1956117.4 1087484.6 673.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii Qw a O Q Q > J m ROD Q N Q � w REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[6"] 2-2-3 �a.00 Gravel Thickness[13"] S-1 SS 18 16 (5) 5 16*0 (CL/ML FILL) FILL, SANDY CLAY, trace gravel, brown and gray, moist, hard 03.50 (CL) SANDY CLAY, black, moist, very stiff S-2 SS 18 18 3.4.4 (8) $ 2_?0 (CL) LEAN CLAY, trace gravel, yellowish 5 668 brown and gray, moist, stiff to very stiff 3.00 $-3 SS 18 18 2-3-3 (6) 6 2a0 01.50 S-4 SS 18 18 2.2.2 (4) 4 20*0 10 663 03.25 S-5 SS 18 18 3-4-5 (9) s 18*0 (CL) LEAN CLAY, trace gravel, gray, moist, very stiff to stiff 01.75 S-6 $$ 18 18 2-3-3 (6) 6 1900 15 658 END OF DRILLING AT 15.0 FT 20 653- 25— 648 30 643 THE STRATIFICATION LINES REPRESENTTHE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 262021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 262021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 4E CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 P-1 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955034.6 1087357.9 671.5 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLw H y~j } w Z ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q Q J w m — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Topsoil Thickness[12 ] 03.00 (OL) ORGANIC LEAN CLAY with organics, 2-4-5 S 1 SS 18 6 black, moist, very stiff, strong earthy odor (9) 9 3#0 LOI = 16.4% 02.25 S-2 SS 18 16 667 2.2.2 (4) 4 2,*0 (CL) LEAN CLAY with SAND, dark brown, 5 moist, very stiff to hard O 4.50 S-3 SS 18 16 2.2.3 (s) e 1�fo END OF DRILLING AT 7.5 FT 662- 10 657- 15 652- 20— 647- 25— 642- 30 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 27 2021 COMPLETED: HAMMER TYPE: Auto 57 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 46 CLIENT: PROJECT NO.: BORING NO.: SHEET: wlilluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 P-2 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1954841.6 1087732.6 673.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii Qw a O Q Q > J m ROD Q N Q w — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Topsoil Thickness[12 ] 04.50 (CL FILL) FILL, SANDY CLAY, dark brown 5-5-5 S-1 SS 18 14 (10) 10 1?0 and gray, moist, hard to very stiff 4-6-6 3.25 (CL) LEAN CLAY, trace organics, black, S-2 SS 18 18 moist, very stiff, strong earthy odor 12 2b*0 5 668—(12) L = 3.1% 03.25 S-3 SS 18 18 4-5-5 (10) ,o zoo (CL) LEAN CLAY, trace gravel, yellowish brown and gray, moist, very stiff END OF DRILLING AT 7.5 FT 10 663- 15 658- 20 653- 25— 648- 30 643 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 23 2021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 23 2021 COMPLETED: HAMMER TYPE: Auto 57 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 4E CLIENT: PROJECT NO.: BORING NO.: SHEET: wlilluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 P-3 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955695.2 1088174.1 666.5 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q Q J w m — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Topsoil Thickness[8"] (CL FILL) FILL, SANDY CLAYwith organics,3-3-4 03.50 S-1 SS 18 14 black, moist, very stiff, earthy odor (7) 2_?0 LOI = 11.8% 02.00 S-2 SS 18 16 662 2-2-3 (s) 5 zoo (CL) LEAN CLAY with SAND, trace gravel, 5 yellowish brown and gray, moist, very Stiff 02.00 S-3 SS 18 18 3.3.3 (6) 6 2(?0 END OF DRILLING AT 7.5 FT 657- 10 652- 15 647- 20— 642- 25— 637- 30 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 27 2021 COMPLETED: HAMMER TYPE: Auto 57 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 4E CLIENT: PROJECT NO.: BORING NO.: SHEET: wlilluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 P-4 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration p p p p p p p p p p p p p p SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: BOTTOM OF CASING ' 1956275.0 1087520.0 672.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c (•) co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q Q J w m — REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] (DEBRIS FILL) 04.50 S-1 SS 18 16 (CL FILL) FILL, SANDY CLAY, brown and -4-4 3 -4- 8 1 -Po gray, moist, hard S-2 SS 18 18 2-3-4 (z) •03.50 310 (CL) LEAN CLAY, trace organics, black, moistj�,�� 5 667 very stiff, earthy odor 04.50 S-3 SS 18 18 3-3-4 (7) i?o LOI = 16.8% (CL) LEAN CLAY, trace gravel, brown and gray, moist, hard END OF DRILLING AT 7.5 FT 10 662- 15 657- 20 652- 25— 647- 30 642 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 262021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 262021 COMPLETED: HAMMER TYPE: Auto 7 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SSiS BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 4E CLIENT: PROJECT NO.: BORING NO.: SHEET: wlluuuw IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 P-5 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955828.7 1087200.9 673.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY O Q > ROD Q Qw N Q Q J w m — REC N O CALIBRATED PENETROMETER TON/SF [FINES CONTENT] (OL POSSIBLE FILL) POSSIBLE FILL, ORGANIC LEAN CLAY, black, moist, hard,5-6-5 04.50 S-1 SS 18 14 earthy odor (11) >> 2?0 LOI = 6.4% 02.25 S-2 SS 18 6 (CL) SANDY CLAY, trace gravel, brown, 4-6-4 (10) i4#o 5 moist, very stiff to hard 668 4.50 S-3 SS 18 16 4-4-4 (g) • 8 19.o END OF DRILLING AT 7.5 FT 10 15 20 25 663 658 653 648 30 643 THE STRATIFICATION LINES REP RESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAYBE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 27 2021 HAMMER TYPE: Auto 57 WL (Seasonal High Water) COMPLETED: EQUIPMENT: LOGGED BY: T WL (Stabilized) Truck SSiS DRILLING METHOD: HSA GEOTECHNICAL BOREHOLE LOG CLIENT: PROJECT NO.: BORING NO.: SHEET: wlllluuww IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Cloud HQ 16:13881 P-6 1 of 1 E PROJECT NAME: DRILLER/CONTRACTOR: Cloud HQ - Mount Prospect, IL I.E. Xploration SITE LOCATION: 1200 East Algonquin Road, Mt Prospect, Illinois 60056 LOSS OF CIRCULATION 100% NORTHING: EASTING: STATION: SURFACE ELEVATION: aoTroM of cnsiNG ' 1955248.6 1087719.9 672.0 Cif — Plastic Limit Water Content Liquid Limit cD w z Z X LLF-i H 1)j } w w Z ID ® STANDARD PENETRATION BLOWS/FT = ~ Z w w i DESCRIPTION OF MATERIAL J c O co ROCK QUALITY DESIGNATION & RECOVERY w ii a O Q > ROD Q Qw N Q � Q J w m REC O CALIBRATED PENETROMETER TON/SF N [FINES CONTENT] Asphalt Thickness[5.5i 3-3-5 X3.50 Gravel Thickness[10"] S 1 SS 18 12 ($) a ,�o (CL FILL) FILL, LEAN CLAY with SAND, trace gravel, dark brown, moist, very stiff 02.75 S-2 SS 18 16 4.5.5 (Zo) ,o iso 5 667 04.50 (CL) LEAN CLAY with SAND, trace gravel, S-3 SS 18 18 brown, moist, hard 4-5-6 (ZZ) 11 i -Po END OF DRILLING AT 7.5 FT 10 662- 15 657- 20 652- 25— 647- 30 642 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL EZ WL (First Encountered) DRY BORING STARTED: Jul 27 2021 CAVE IN DEPTH: 1 WL (Completion) DRY BORING Jul 27 2021 COMPLETED: HAMMER TYPE: Auto 57 WL (Seasonal High Water) EQUIPMENT: LOGGED Truck SS15 BY: DRILLING METHOD: HSA T WL (Stabilized) GEOTECHNICAL BOREHOLE LOG 47 2, :f LL CD 0 0 r Ow ul �11 No 0 QUW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . wo w.0. (D. -w 1. . w, .0c 3x , //f' C, C:) C.0 zz E<l � ..n... z., z N n °Jbil I I 00 zo L OL `m x E wiofo o o Q13 LL�wz a ❑azF a zo. O � mmaz� O O om❑ ❑ O , (D ❑ > ❑ � wzzow MQ [ awaw= Ci .. ./ : «:«:< w9N tT » } (& ) -\�f\(2 P ,a } / )/ 2a3mow , / \ // $ a) ., , � <2/ z . « y °m s, ,A _� ? � : [ awaw= Ci .. ./ : «:«:< w9N tT IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�I�I�I�I�I�I�I�I�I�I�I�I�I Il�llalllalllalllalllalllalllalllalllalllalllalllalllalllalllalllalllalllalllalllalllalllalllall�ll����l�ll�ll�ll�ll ' IIII iii II II IIII 1111111111111 II II IIID II Ili iillll I II ��II IIII iillll IIID IIII IIIII i IIIA IIII 1111111 iilllll I II IIII uui .t ier°idw,(] III)emie. urr iiion l... U ti mm SI' T i s IIII°n e mst frequ&i�itlyused s m j Il s t.r it a sm (?X IlI III -a iii uim test. III,)iirf iii,.. iii° �e d w o ir d w Iii d e TIlh iii s test III iii�� iii de s s a iii m Ij III e s iii d e i�� i t iii f iii cat lii o n j irllI oses as w&HI as a iii�''i'��.m a R.m ire. ull III,)iiiI . t ira"t iii o m�1 i�,, s Iii s tii ice, IN a III j e. T II-iu e N Va III ie, or IjIIow cm mu firm s, w Iln n c o "t, e (.1 id uiimdated,�cwi i a IlI III iii ox Iii i', ate &i.�mg iii firm iii° iii iirm g p iii (�) p � r Iii es 01m. Siii III S Used u- eo ted.m iii" iii a l nes iii gin wi d iii°i g iii firm m m iii° -iii n II m. n poses. priv6ves driving a 2.,,. i n"i bh outside d i a r net r IhoIIII or tub spht spoon), ii nto the run II dropping 140 lb h r n urn r a h ii ht, of 30 inches at desired d e t:IIS If r(. p nthe n"n a m b nr of h n -n r Nos required -t rii e the e s p II ii t.... p o rl a d ii s tIrn CES f 1. 2 ii in c h e s ii in 3 o r 4 II in c re iinn eIin is of 6 'p in c Ih e s each) Auger is nrn gar`!' nen d an additionaIl III")'l,,,, ii perfunimed 41, One SPT .test is typicaHy performed every .l2. 'to feet. Obtain a 1% ,,,,, ii nIhi diarneter sod II s nrnrn p III *Drilling Methods Mazy Vary m...... The predominate drilling methods used.fOrSPT are open hol .. luid rotary drilling and hollow --stem ouger drilling, 474 111MANAfffiffmomm Moisture mrrwnt determinatk�Iii was perfu,-I,iried on, s6ect fkr'le gra�r'�ed sofl swmp�es iri accui (Awnce wWh AS L.IINA D 2216. 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A loss oIn ignitimn (1-01) 1:et '�"s, tjused to esthnatii:� the oiu"gam I content of the sin H, III lu.n the III... U test a drwmlpf e is heatte-(11 to 440" C to Il-mirri off organk, rnatle�'"Wfthr'l th sarnp�e e . .... I he [ost w6gh� t s coinpared to the initiA dry weig�ht to 'esthnatethq��11 l';)ercentage of organics unI ' he rnateriaL i U determinatuon was performed in ai,�"curd&nce Mfl-i AS I M D 29 T4 475 limpoirtaint lin-foirima-doin albout rihis GeoteclhinllcallEingiine irM IRelpoirt r— Geotechnical -Engineering Report --) representativeThe Geoprofessional Business Association (GBA) has prepared this advisory to help you — assurnedly a client interpret ! apply geotechnical -engineering report as effectively as possible. In that way, you can benefit from a lowered exposure to problems associated with subsurface conditions at project sites and development them that, for decades, principal of • , delays, cost overruns, claims, „ and disputes. If youquestions or want more Understand the Geotechnical -Engineering Services Provided for this Report Geotechnical -engineering services typically include the planning, collection, interpretation, and analysis of exploratory data from widely spaced borings and/or test pits. Field data are combined with results from laboratory tests of soil and rock samples obtained from field exploration (if applicable), observations made during site reconnaissance, and historical information to form one or more models of the expected subsurface conditions beneath the site. Local geology and alterations of the site surface and subsurface by previous and proposed construction are also important considerations. Geotechnical engineers apply their engineering training, experience, and judgment to adapt the requirements of the prospective project to the subsurface model(s). Estimates are made of the subsurface conditions that will likely be exposed during construction as well as the expected performance of foundations and other structures being planned and/or affected by construction activities. The culmination of these geotechnical -engineering services is typically a geotechnical -engineering report providing the data obtained, a discussion of the subsurface model(s), the engineering and geologic engineering assessments and analyses made, and the recommendations developed to satisfy the given requirements of the project. These reports may be titled investigations, explorations, studies, assessments, or evaluations. Regardless of the title used, the geotechnical -engineering report is an engineering interpretation of the subsurface conditions within the context of the project and does not represent a close examination, systematic inquiry, or thorough investigation of all site and subsurface conditions. Geotechnical -Engineering Services are Performed for Specific Purposes, Persons, and Projects, and At Specific Times Geotechnical engineers structure their services to meet the specific needs, goals, and risk management preferences of their clients. A geotechnical -engineering study conducted for a given civil engineer will not likely meet the needs of a civil -works constructor or even a different civil engineer. Because each geotechnical -engineering study is unique, each geotechnical -engineering report is unique, prepared solely for the client. Likewise, geotechnical -engineering services are performed for a specific project and purpose. For example, it is unlikely that a geotechnical - engineering study for a refrigerated warehouse will be the same as one prepared for a parking garage; and a few borings drilled during a preliminary study to evaluate site feasibility will not be adequate to develop geotechnical design recommendations for the project. Do not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project or purpose; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, the reliability of a geotechnical -engineering report can be affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying the recommendations in it. A minor amount of additional testing or analysis after the passage of time — if any is required at all — could prevent major problems. Read this Report in Full Costly problems have occurred because those relying on a geotechnical - engineering report did not read the report in its entirety. Do not rely on an executive summary. Do not read selective elements only. Read and refer to the report in full. You Need to Inform Your Geotechnical Engineer About Change Your geotechnical engineer considered unique, project -specific factors when developing the scope of study behind this report and developing the confirmation -dependent recommendations the report conveys. Typical changes that could erode the reliability of this report include those that affect: • the site's size or shape; • the elevation, configuration, location, orientation, function or weight of the proposed structure and the desired performance criteria; • the composition of the design team; or project ownership. As a general rule, always inform your geotechnical engineer of project or site changes — even minor ones — and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept 477 responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. Most of the "Findings" Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site's subsurface using various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing is per formed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgement to form opinions about subsurface conditions throughout the site. Actual s itewide- subsurface conditions may differ — maybe significantly — from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team through project completion to obtain informed guidance quickly, whenever needed. ThisReport's Recommendations Are Confirmation -Dependent The recommendations included in this report — including any options or alternatives — are confirmation -dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgement and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions exposed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation -dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals' misinterpretation of geotechnical - engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a continuing member of the design team, to: • confer with other design -team members; • help develop specifications; • review pertinent elements of other design professionals' plans and specifications; and • be available whenever geotechnical -engineering guidance is needed. You shod also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction - phase observations. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can shift unanticipated -subsurface -conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical -engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you've included the material for information purposes only. To avoid misunderstanding, you may also want to note that "informational purposes" means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. This happens in part because soil and rock on project sites are typically heterogeneous and not manufactured materials with well-defined engineering properties like steel and concrete. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled "limitations," many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are NQJ Covered The personnel, equipment, and techniques used to perform an environmental study — e.g., a "phase -one" or "phase -two" environmental site assessment — differ significantly from those used to perform a geotechnical -engineering study. For that reason, a geotechnical -engineering report does not usually provide environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not obtained your own environmental information about the project site, ask your geotechnical consultant for a recommendation on how to find environmental risk -management guidance. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, the engineer's services were not designed, conducted, or intended to prevent migration of moisture — including water vapor — from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material -performance deficiencies. Accordingly, proper implementation of the geotechnical engineer's recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building -envelope or mold specialists on the design team. Geotechnical engineers are not building -envelope or mold specialists. GEOPROFESSIONAL GErit BUSINESS ASSOCIATION Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org Copyright 2019 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent or intentional (fraudulent) misrepresentation. 478 Acoustic Associates, Ltd. !��'�������IIIlllllllllnlllllllllllllll���l�l���'� Specialists in Hearing and Acoustics 867 Scottsdale Drive, Pingree Grove, IL 60140 Tom Thunder, AuD, FAAA, INCE - Principal Office: 847-359.1068 • Fax: 847.359.1207 Greg Andorka, BSEE, MCS - Senior Field Engineer Website: www.AcousticAssociates.com Steve Thunder, BSA - Field Engineer Noise Assessment of the Proposed Data Center in Mount Prospect A Comprehensive Report Prepared for: Gewalt Hamilton Associates, Inc. Vernon Hills, Illinois December 1, 2021 Acoustic Associates was asked to examine the noise emissions expected from the operation of three data centers planned for the southwest corner of Dempster Street and South Linneman Road in Mt. Prospect, Illinois. The operation of chillers and generators associated with these data centers will radiate noise into the community. The chillers will be installed on the rooftop to provide cooling for the servers and related electronic equipment. This equipment will be operating for 24 hours, 7 days a week since the data storage systems and servers must be constant and without interruption. To ensure continuous operation in the event of a power failure, there will be diesel generators on standby to provide emergency backup power. While an emergency operation would be rare, individual generators will be cycled for short periods throughout the year to ensure they will operate reliably when needed. To conduct an environmental noise assessment for this project, we identified the applicable city noise code, conducted a site inspection, assessed the ambient background noise, reviewed sound emissions data for the chillers and generators, performed a propagation analysis of the noise from these sources to nearby receivers, and configured acoustical treatment necessary to meet the noise code. A preliminary report was issued on 11/12/21 that presented the assessment of the chiller noise for the building on Dempster Avenue. An updated report was provided on 11/12/21 to include all three buildings a noise emissions assessment of the diesel generators. This report is a comprehensive report that includes a full sound assessment based on the noise controls needed to meet the Village noise code and to respond to staff questions and concerns. 479 The Village of Mt. Prospect has performance standards for industrial districts that are published in Article XXI, 1-1 Limited Industrial Districts. Section, 14.2104(G)(1). In part, it states: "Noise Limitations: No industrial activity shall generate noise across any residential or business zoning district boundary line in excess of the levels shown in Table 1 of this section, nor shall exceed seventy-one (71) d8A when measured on the A -weighted scale." Specifically, Table 1 of the Village noise code sets decibel limits at each of ten octave -band frequencies from 16 Hz to 16,000 Hz, the range of human hearing. When no particular octave -band frequency dominates the sound spectrum, such as a tonal noise (like the humming sound of a blower), these limits can be logarithmically summed to establish a single, overall noise level limit. Based on this calculation, the equivalent limit for noise radiating to residential properties is 56 dB(A) during the daytime hours and 52 dB(A) during the nighttime hours (10:00 PM to 8:00 AM). The Village's maximum sound level for emergency operation is 71 dB(A). For reference, the State of Illinois limits noise radiated from industrial land to residential land to an equivalent of 61 dB(A) during the day and 51 dB(A) during the night from 10:00 PM to 7:00 AM. Regardless of the absolute noise level limits given in local or state noise codes, assessing the existing ambient noise is a critical element in preparing an environmental noise impact statement. Such data not only helps to identify if the regulatory code limits are reasonable but when the projected sound levels are compared to the existing ambient noise levels, the impact of the noise can be determined. To assess the current ambient noise, we conducted a site visit on Thursday, October 21, 2021, to inspect the site, examine the surrounding area, and set up professional -grade equipment to make an audio recording of the ambient noise. The equipment was set up on the west side of the United Airlines building about 200 feet from Dempster Street. The recording ran for 24 hours and was analyzed in our lab to determine the 1 -minute and 10 -minute time -averaged levels (called equivalent levels or Leqs). Figure 1 shows the ambient noise over the 24-hour period. When the recording was auditioned, we noted that airplanes flew over the site during the night. Google Earth shows that O'Hare airport is about 3 miles to the southeast and that the site is in line with two of its runways. By listening to the recording, we also heard lawn mowing equipment operating during the day. Finally, we noted that a helicopter hovered over the site for a short period around 9:30 AM on Friday. After we removed the extraneous noise of the mower and the helicopter from the data, the calculated daytime ambient Leq was 57 dB(A). The nighttime ambient Leq (10:00 PM to 8:00 AM) was 54 dBA. Acoustic Associates, Ltd. Page 2 480 These day and night sound levels compare well with the typical sound levels given in ANSI Standard 12.9, "Quantities and Procedure for Description and Measurement of Environmental Sound" for a densely populated suburban residential area. Specifically, ANSI indicates that a typical daytime ambient Leq in such a populated area is about 55 dB(A) while a typical nighttime Leq is about 49 dB(A) - without airplanes. Since the ANSI estimated ambient levels and the measured ambient levels are comparable to the Village's daytime and nighttime limits of 56 dBA and 52 dBA, respectively, the Mount Prospect limits should be considered reasonable limits to protect the health and safety of the residents in the community. 90 Lawn mower - Leq (1 min) Daytime (SAM- r0 pM) Leq: 57 dBA (Excludes lawn mower and helicopter) -----Leq (10 min) 80 - Blender Nighttime (10 PM -SAM) Lep: 54 dBA Helicopter r._. Hovering.... I Jet Alrpla Village Daytime nes (Typ) 70 Vacuum Noise Limit: 56 dBAv co A c —y 60 c v I � 1 50 Dlshwarher !( �� ;=. IfAr 1\ Figure l — Ambient noise levels measured over a 24-hour weekday period at the site. Chiller Sound Emissions Some eighty-two (82) chillers are planned for the rooftop of each building to be constructed on the site. To model the chillers as acoustical sources we used the sound data provided by KW Mission Critical Engineering which was obtained from Trane for its Air -Cooled Chillers. These chillers were tested following the Air -Conditioning, Heating, and Refrigeration Institute (AHRI) Standard 370, "Sound Performance Rating of Large Air-cooled Outdoor Refrigeration and Air-conditioning Equipment." This data is expressed in terms of the chiller's sound power levels (that is, the sound Acoustic Associates, Ltd. Page 3 481 energy radiated from the equipment) not its sound pressure level (as measured with a conventional sound level meter or heard with the human ear). See the sidebar for a more detailed explanation. Based on an operating capacity of 75%, each chiller generates 98 dBA of sound power (dB ref 1 pW). Table Al of Appendix A gives the sound data for each octave band frequency. Data given for each frequency band is necessary since the propagation of sound depends on the environmental factors listed in the sidebar and are frequency -dependent. Generator Sound Emissions Forty-nine (49) diesel -driven generators are planned for each data center building and are to be located in penthouses on the roof on two sides of each building. The sound emissions data for the mechanical portion of the generator are given in Table A2 of Appendix A. The total A -weighted sound power level is 126 dB. The noise from each engine exhaust will pass up through the exhaust piping which will emerge from the roof of the penthouse. The noise emissions data for the engine exhaust is given in Table A3 of Appendix A. The unsilenced exhaust noise is rated at a sound power level of 134 dBA. A "hospital -grade" silencer is planned that will provide about 33-39 dB of attenuation in the mid -frequency range. Because sound power and sound pressure both use the decibel (dB) scale, they are often confused. Sound power is the energy radiated from a source, like the "wattage" of a light bulb. Sound pressure, however, is the effect that that energy has on a sound level meter or a person's ears after it has traveled to the receiver. For example, a 100 dB sound power source will emit the same sound power regardless of where it is located. However, the loudness of the sound - and its sound pressure level - depends on how for the listener is from the source. In addition to distance, the sound pressure level also depends on environmental factors such as atmospheric absorption, ground effects, diffraction around buildings, and reflections off large structures. While there are 49 generators per building, the only condition where all of these units would operate at the same time would be during a power outage. However, groups of generators would run intermittently for short periods for a few weeks before the building is occupied. This is to program and test the units to ensure they will operate as intended. After the pre -occupancy test phase, only one generator in each building would run at a time for routine testing. When they are tested, they would run for short periods for a total run time of 5-8 hours per year. In our modeling, we configured one generator running per building for 15 minutes in any given hour. Note that this testing would only occur during the daytime hours of 9:00 AM to 5:00 PM and only during the weekdays. In the rare instance when power is lost, all of the generators would need to run. This, of course, would significantly increase the noise level. The noise generated from this situation is addressed below. Acoustic Associates, Ltd. Page 4 482 Preliminary modeling indicted that mitigation would be necessary to meet the Village noise code for both the daytime and nighttime periods and to meet the 71 dB(A) maximum level during a power outage. Our conceptual acoustical mitigation plan is presented below. Hospital Grade Silencers — are planned for the exhaust pipes of the diesel engines for the generators. This class of silencer offers the highest performance for diesel engine exhausts. Specifically, the silencers will provide 33-39 dB of sound attenuation for the noise radiated from the engine exhaust pipes. Insulated Metal Panel (IMP) Walls — will be constructed in each generator room to block the transmission of noise from the generator housing to the outside. The generator room will be constructed of concrete which will contain the noise. Five -Foot Parallel Baffle Silencers (Industrial Acoustics Company Model SPS) — are planned for the discharge air from each radiator fan. The discharge chute of these fans will be connected to the IMP wall system to ensure this noise is radiated through the silencers, not around them. Two -Foot Acoustical Louvers (IAC model 2LP) — will be installed on the inlet side of the generator rooms in the penthouse walls. This feature will attenuate noise from the generator rooms through the inlet side of the penthouses that face the chillers on the roof. Rooftop Noise Barriers - are planned for the non -penthouse sides of the rooftops. While the penthouses will act as a sound barrier for the chiller noise, to ensure greater attenuation of chiller noise as radiated across the open sides of the roof, a solid metal panel wall system is p[lanned that will extend from the penthouse on one side of the data center to the penthouse on the other side. rr- • To evaluate the propagation of sound from the chillers and generators, we used SouncIPLAN, an Internationally recognized and sophisticated computer program for generating contours of sound levels radiated into the community surrounding a project. With this software, we built a model to determine how the sound from the chiller units and the generators for each of the three buildings would propagate to nearby residential areas. This model incorporates the propagation factors of topography, atmospheric absorption, surface absorption, building reflections, and "acoustic shadows" caused by sound bending around buildings. Based on Google Earth and drone views, we estimated the size and heights of acoustically relevant buildings in the surrounding area and added them to the model. Acoustic Associates, Ltd. Page 5 483 Each chiller was modeled at an acoustic elevation of about 15' above the building rooftop. As indicated above, we included the mitigation effect of a sound barrier wall at the edge of the rooftop between the two penthouses on each data center. The height of this barrier was set at the same height as the penthouse. Construction details of the wall will be worked out as the building design progresses. In environmental noise assessments, the accepted practice is to use the time -averaging metric called the Leq. In fact, the State of Illinois stipulates that the 1 -hour time -average (1 -hour Leq) be used. While time -averaging does not apply to the chillers since they operate all the time, day and night, it would apply to the generators since a single generator in each building would run for only % of an hour at a time. At this reduced duration, the 1 -hour Leq would be 6 dB less than if it ran for a full hour. This time -averaging is consistent with the impact of noise on humans and was used in our software modeling. In an emergency where power is lost, all of the generators would need to run. This would, of course, significantly increase the noise level. The acoustical mitigation for this project was planned to limit the noise to the Village's maximum sound limit of 71 dB(A). For reference, this is the loudness of a vacuum cleaner. If residents were inside their homes when such an emergency occurred, the indoor sound level with the windows partially open would be about 51-56 dB(A). This is a level lower than normal conversation. Three noise contour plots were generated and are shown in the Appendix: Figure Al is for the daytime noise levels, which reflects the constant noise of the chillers and a single generator per building. Figure A2 is for the nighttime noise, which reflects chiller operation only. Figure A3 is for an emergency condition when there is a power outage. This reflects all the equipment running including all the generators. The text circles Figures A1-3 show the predicted sound levels at nine residential locations including the Birch Manor Condo residential buildings to the north, the Pickwick Apartments to the northeast, Meyers Place to the west, and the Crystal Towers complex to the southwest. The sound levels given in these figures represent the sound levels predicted at the marked location at 5% feet off the ground. Sound levels at the building facades would be slightly lower and sound levels at elevated stories would be slightly higher. As seen in Figure Al, the predicted daytime sound levels at the nine residential property lines are all below the Village daytime limit of 56 dB(A). Figure A2 shows that the predicted nighttime levels are all below the Village's nighttime limit of 52 dB(A). Finally, Figure A3 shows that during a power outage, the sound levels at the residential locations are all below the Village's maximum limit of 71 dB(A). The dark blue contour lines in these charts represent the Village's daytime, nighttime, and emergency sound level limits. Acoustic Associates, Ltd. Page 6 484 Based on our site inspection, our ambient background noise study, our review of the sound emissions data for the chillers and generators, our sound propagation analysis using a sophisticated computer modeling program, and our planned acoustical treatment, the noise from the three data centers will meet the Village's daytime and nighttime noise limits for routine operation and meet the Village's maximum sound level for emergency operation. Submitted by: Dr. Thomas Thunder, AuD, FAAA, Bd. Cert INCE Emeritus Audiologist and Acoustical Specialist Adjunct Faculty (Emeritus) — Rush University and Northern Illinois University Stephen Thunder, BSE Senior Acoustical Engineer Acoustic Associates, Ltd. Page 7 485 AlIppendix A Sound power level data provided by equipment manufacturers and used in the SoursAN modeling program. Table Al - Total A -weighted and unweighted octave -band sound power levels (ref 1 pW) of chillers operating at 75% capacity. (Per Trane) 63 Hz 125 Hz 250 Hz 500 Hz 1000 Hz 2000 Hz 4000 Hz 8000 Hz 89 99 96 95 92 87 82 78 00 Hz 125 Hz 160 Hz 200 Hz 250 Hz 315 Hz 400 Hz 500 Hz 630 H; ?19.8 105.6 98.4 100.6 104.5 108.3 111.6 113.3 112.5 112.6 112.7 113.9 114.6 115.3 115.0 112.7 110.9 111.9 114.3 113.4 LOO Hz 125 Hz 160 Hz 200 Hz 250 Hz 315 Hz 400 Hz 500 Hz 630 H; 109.7 115.8 113.7 115.5 116.0 119.0 119.9 121.5 120.4 121.0 122.2 122.6 123.5 124.9 124.7 123.1 122.4 121.6 120.1 119.0 Mission Critical Engineering) 63 Hz 125 Hz 250 Hz 500 Hz 1000 Hz 2000 Hz 4000 Hz 80001 124.5 123.5 '120.5 115.5 113.5 107.5 101.5 95.5 Acoustic Associates, Ltd. Page 8 486 C 0 IH 0000000000 4 6 N -0 (14 0 aL h M w M Ln M 14 LO U1 lO lO w w N N N w - T 1 v E-a 0 rr) CO W > V V V V V V V V V V E E 0) © (D > M E 0 0 V V V V V V V V V V rG 0 O 4 0 0 0 0 0 0 0 6 .2 > I: rz Ili of ry Ui 06 1-4 NU I Figure Al - The daytime sound level contours generated for noise above 54 dB(A) Acoustic Associates, Ltd. Page 9 487 C 0 0 0 0 0 0 0 0 0 0 4 6 0 c -I C( w. h O m LD N vi "i Ln vn Ln �o LD Lo Lo h h 12 _ Ery 6 yL _ CO -p j u u n u u 11 n n u n to N V v V v v v v v v V� "E x `o E m �„ M ~ '6 IIIIII 5. ++4'6 Cl N to M yq� O .. (� v v v v v v v v v v R7 a U v L 3i E !!� �� O N M vy L 0 0 0 0 0 0 0 0 0 0 "'"" cd .4 R O M la 6 N V7 c c v 'w (V _O Z Z `� 0 rW � M M M lD LD LD LD I, h ' I o U: � +M �—� w Q w n Figure L, I ! Acoustic Associates, Ltd. Page 10 i C 0 1-4 CCCOCCOOOC h Q M 4 r1l < lD 01 N L1 o6 e4 0 E Cf N rN 0 U > m> v v v v V v V v 11 11 Cy V v -j YrAllizi -0 E te M (V Q) WIIII -j 11 0 C bi 0 V v v v v V v V v V 0 E CU M r, 0 m w a) N Ln oo W F4 o (D U Ui Z > C], Ln �D tD w �D � r, r, m w Z m Figure A3 - The emergency sound level contours generated for noise above 57 dB(A) Acoustic Associates, Ltd. Page 11 ME ORDINANCE NO. 6599 AN ORDINANCE GRANTING A PRELIMINARY PLAT OF SUBDIVISION AND CONDITINAL USE FOR A PRELIMINARY PLANNED UNIT DEVELOPMENT FOR PROPERTY LOCATED AT 1200 E. ALGONQUIN ROAD AND 1200 DEMPSTER STREET, MOUNT PROSPECT, ILLINOIS WHEREAS, CloudHQ LLC, ("Petitioner"), is seeking a preliminary plat of subdivision and a conditional use for a preliminary planned unit development (PUD) for property located at 1200 E. Algonquin Road and 1200 Dempster Street legally described as: PARCEL 1: (MAIN CAMPUS) LOT 1 IN FRIEDRICH BUSSE, JR. DIVISON OF LAND IN SECTION 23, TOWNSHIP 41 NORTH, RANGE 11, EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCOURDING TO THE PLAT THEREOF RECORDED FEBRUARY 20, 1911 A5 DOCUMENT 4709799, EXCEPT (A) THAT PART OF SAID LOT 1 TAKEN FOR HIGHWAYS, AND (B) THAT PART FALLING IN BLUE SKY SUBDIVISION ACCORDING TO THE PLAT THEREOF, RECORDED JUNE 5, 2014 AS DOCUMENT NO. 1415616048, IN COOK COUNTY, ILLINOIS PARCEL 2: (SUBSTATION PACEL) THE WEST 363.00 FEET OF LOT 2 IN LINNEMAN'S DIVISOIN OF PART OF THE NORTHEAST % OF SECTION 23, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, AND PART OF THE SOUTHEASTY. OF SECTION 14, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCORDING TO THE PLAT THEREOF RECORDED SEPTEMBER 10, 1953 AS DOCUMENT NO. 15716544, IN COOK COUNTY, ILLINOIS PARCEL 3: (SUBSTATION PARCEL) THE NORTH 120.00 FEET OF THE WEST 363.00 FEET OF LOT 3 IN LINNEMAN'S DIVISION OF PART OF THE NORTHEAST % OF SECTION 23, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, AND PART OF THE SOUTHEAST % OF SECTION 14, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCORDING TO THE PLAT THEREOF RECORDED SEPTEMBER 10, 1953 AS DOCUMENT NO. 15716544, IN COOK COUNTY, ILLINOIS PINS: 08-23-100-018-0000 (PARCEL 1 AND 2) AND 08-23-200-052-0000 (PARCEL 3) (collectively, the "Subject Property"); and WHEREAS, the Petitioner seeks a preliminary plat of subdivision which would subdivide the main campus of the Subject Property into four (4) lots; and WHEREAS, the Petitioner seeks a Conditional Use for preliminary Planned Unit Development consisting of (i) three (3) data centers, each totaling a gross square footage of approximately five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, (ii) three hundred forty four (344) parking stalls, (iii) a ComEd operated substation, and (iv) other ancillary improvements, all as shown on the following plans attached as exhibit "A": site plan prepared by Corgan dated November 12, 2021 and civil site plan prepared by Gewalt Hamilton Associates dated November 12, 2021 (collectively, the "Site Plan"), Typical Building Elevations (2 pages), Architectural Fagade Details, Proposed Landscape Plan, Typ. Tree Sections, Substation Sections, and Substation Elevations (the "Preliminary PUD Plans"); and 17800100001\4873-5626-8806.v4 490 WHEREAS, a Public Hearing was held on the request for a Conditional Use, being the subject of PZ -16-21, before the Planning and Zoning Commission of the Village of Mount Prospect on the 9th day of December, 2021, pursuant to proper legal notice having been published in the Daily Herald News a er on the 24th day of November; and WHEREAS, the Mayor and Board of Trustees of the Village of Mount Prospect have given consideration to the request herein and have determined that the request meets the standards of the Village (including Article V of the Village Municipal Code) and that the granting of the Conditional Use to allow a preliminary Plat of Subdivision and Planned Unit Development would be in the best interest of the Village. NOW, THEREFORE, BE IT ORDAINED BY THE MAYOR AND BOARD OF TRUSTEES OF THE VILLAGE OF MOUNT PROSPECT, COOK COUNTY, ILLINOIS ACTING IN THE EXERCISE OF THEIR HOME RULE POWERS: SECTION ONE: The recitals set forth hereinabove are incorporated herein as findings of fact by the President and Board of Trustees of the Village of Mount Prospect. SECTION TWO: The Mayor and Board of Trustees of the Village of Mount Prospect grant a Conditional Use for a preliminary Plat of Subdivision and a preliminary Planned Unit Development consisting of three (3) data centers, three hundred forty four (344) parking stalls and a ComEd operated substation, subject to the following conditions: 1. Petitioner shall seek and obtain approval of a final plat of subdivision in substantial compliance with the preliminary plat of subdivision titled "Mount Prospect Technology Campus Preliminary Plat of Subdivision" prepared by Gewalt Hamilton and dated December 9, 2021 (the "Preliminary Plat"); 2. A Conditional Use for a preliminary planned unit development (PUD) consisting of (i) three (3) data centers, each totaling a gross square footage of approximately five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, (ii) three hundred forty four (344) parking stalls, (iii) a ComEd operated substation, and (iv) other ancillary improvements, all as shown on the Preliminary PUD Plans; subject to the following conditions of approval: a. Submittal of landscape, irrigation, and photometric plans that supplement the Preliminary PUD Plans and comply with Village codes and regulations; b. Development in general conformance with the Site Plan; Compliance with all applicable development, fire, building, and other Village Codes and regulations, except to the extent they conflict with the Preliminary PUD Plans; d. Petitioner shall provide documentation to the Village that the proper IEPA and OSHA permits have been obtained prior to any certificate of occupancy issuance; e. Prior to final PUD and final plat of subdivision approval, Petitioner shall provide 17800\00001\4873-5626-8806.v4 491 the Village a copy of the covenants, conditions, restrictions, and reciprocal easements document; f. All proposed noise, vibration, and particulate matter levels shall meet Village Code requirements; g. Prior to final PUD and final plat of subdivision approval, a donation to the Mount Prospect Park District shall be agreed to for public improvements to park district facilities benefiting the surrounding neighborhoods; h. Petitioner shall provide all off-site and public improvements as required by Village Code; The existing access road between ORD1 to the north and the property to the west (1540 W. Algonquin Road) shall be eliminated, and a turn -around area shall be constructed within the 1540 W. Algonquin Road property; which shall comply with the requirements set forth in the adopted building codes and amendments as adopted by the Village; j. Petitioner shall obtain all necessary permits for other entities including, but not limited to, IDOT, TEPA, Metropolitan Water Reclamation District (MWRD), Cook County, Army Corps of Engineers, and the Illinois Department of Natural Resources (IDNR); k. Petitioner shall comply with local, state, and federal regulations regarding the abatement of asbestos; I. All signs shall be submitted, reviewed, and approved during the permitting process. All signs shall conform to Village Code unless otherwise noted in the PUD request; m. Petitioner shall provide a complete building code analysis during the permitting process; and n. so long as a final PUD plan for at least one data center building is submitted no more than one year after the Effective Date of this Ordinance, a final PUD plan or final PUD plans for the other data center building or buildings may be submitted more than one year after approval of the preliminary plan. SECTION THREE: This Ordinance shall be in full force and effect from and after its passage, approval and publication in pamphlet form in the manner provided by law. This Ordinance shall run with the land and bind and benefit any future fee simple owner of the Subject Property. AYES: Filippone, Gens, Matuszak, Pissarreck, Rogers, Saccotelli NAYS: None ABSENT: None PASSED and APPROVED this 14th, day of December, 2021. 17800\00001\4873-5626-8806.v4 492 Paul Wrn Hoefert Mayor ATTEST: Karen M. Agoranos Village Clerk 17800\00001\4873-5626-8806.v4 493 a.n.o .atwa smmmn z�m,,,3b5� S'H99 laj g § J M a £6 � � 5 I� HH H 06 p a f IS 5 o w" a w p o€a T W. CLL € s= € '�OH S2gV o � �6o a SV3w l£ZL6l — rrr°un'y rin Ca rv�c ��% 5L'l101 3,LQ84.00.5 �J ,lVL£L MT,L035 a bt�•^� Wb omi3 ez a s 2 N / lu ,60 L1L M.L0,94.0 J 06 p a f IS 5 o w" a w p o€a T W. CLL € s= € '�OH S2gV o � �6o a SV3w l£ZL6l — rrr°un'y rin Ca rv�c ��% 5L'l101 3,LQ84.00.5 �J 2 W 3 � _10 F Vr 8 v2o�l 3 Z 2I �I J3 i0�1 2 ,m �l1.JI rE2 M.bZ,Yb. ION ,06'505 ;bZ b6106 G33 r I ,LBYYS 31nnh19 �isli®�m W Zi m� I x 90 H 6 2 �A E W 00 � F I M D[ I ?gip, of w �Z ado ap i � � aT g ,S6'SLb M,bZYb.ION X $ a M,4Z, 44.1ON qilii o < wpm �s i - e ¢� p i Z o 9 its y 4 3 0 MW yN ,66L8Z M,L0,86.00N /� F �F CO) 6 0 � y J /R w y13O o — -, 0 d I IL b yzz d 2 0 Mf9O � W aJi 6 00 i O C OL 00 Hn- o ¢a -HM-No oho" a �aE Y� o€o =gyp - YYI Y■ - o oVoz €a ozo H ►� I - z�� - June 13, 2022 William J. Cooney, AICP Director of Community Development Village of Mount Prospect 50 S. Emerson Street Mount Prospect, IL 60056 Via email: bcooney@mountprospect.org Dear Mr. Cooney, On June 9, 2022, the Village's Planning & Zoning Commission ("PZC") recommended approval of a final planned unit development for Mount Prospect Technology Campus by a unanimous vote (the "PUD"). The special use ordinance approving the PUD is scheduled to go before the Village Board of Trustees for the ordinance's first reading June 21, 2022. We are requesting that the Village Board waive the second reading and take final action at its June 21, 2022 meeting. The reason for this request is that Tur Ventures LLC is ready to promptly increase its development activities on the site and wants to ensure that it has the final PUD approval before doing so. I appreciate your assistance in facilitating this request. Should you have any questions, feel free to contact me at 571-447-7255 or by email at lblburnehheC� cloudhq,com. Sincerely, /s/ Brett Burnette C1oudHQ 1212 New York Avenue, NW, Suite 100 Washington, DC 20005 17800\00001\4891-8176-4869.v2 495 EMINUTES OF THE REGULAR MEETING OF THE PLANNING & ZONING COMMISSION CASE NO. PZ -13-22 Hearing Date: June 9, 2022 PROPERTY ADDRESS: 1200 E. Algonquin Road, 1200 Dempster Street PETITIONER: CloudHQ, LLC PUBLICATION DATE: May 25, 2022 REQUEST: ZMA: 1-1 to B-5, CU: Final PUD, Plat of Resubdivision MEMBERS PRESENT: Joseph Donnelly William Beattie Donald Olsen Norbert Mizwicki Walter Szymczak Tom Fitzgerald MEMBERS ABSENT: Ewa Weir Donald Olsen STAFF MEMBERS PRESENT: Connor Harmon, Senior Development Planner Antonia Lalagos, Development Planner Nellie Beckner, Assistant Village Manager INTERESTED PARTIES: Matthew Norton, Attorney, Burke, Warren, MacKay & Serritella Brett Burnette, Development Manager, CloudHQ Chairman Donnelly called the meeting to order at 7:01 PM. Commissioner Beattie made a motion seconded by Commissioner Szymczak to approve the minutes from the Planning and Zoning Commission meeting on May 12, 2022. The minutes were approved 5-0. Chairman Donnelly introduced case PZ -13-22 1200 E. Algonquin Road, 1200 Dempster Street which is a request for a conditional use for a final planned unit development (PUD) and final plat of subdivision at the subject property. The Village Board's decision is final for this case. Mr. Harmon explained that the item was heard for preliminary approval on December 9,, 2021 and received a positive recommendation by the Planning and Zoning Commission and received preliminary approval by the Village Board on December 14, 2021 and was recorded as Ordinance 6599. Mr. Harmon briefly described the existing conditions of the subject property, noting that it was used as United Airlines World Headquarters until 2012. He stated that a data center was constructed just west of the property in 2013, which will remain under United's ownership. Mr. Harmon explained that the petitioner is requesting to construct three data centers on the main campus, along with a new substation, operated by ComEd, to the east. He defined the accesses to the site on Dempster Street, Linneman Road, and Algonquin Road and that there would be a total of 345 parking stalls on site. 496 Mr. Harmon described the changes to the site plan from the preliminary hearing which included slight alterations to the Algonquin Rd access, as well as slight alignment changes to the building foundation, drive aisles and shifting of underground fuel tanks to accommodate underground utilities. Mr. Harmon explained that little had changed in the renderings of the proposed site. He noted that the proposed building materials did not change and consisted of high quality materials such as glass and stainless steel. He also stated that the proposed height of each building, including screening parapets, remained at 79'. Mr. Harmon specified that the proposed storm water basins had changed from a sloped design to a walled basin. Mr. Harmon described the landscaping plan which exceeds the landscaping required by code. The plan also includes an 8' security fence around the data centers and an 11' security fence around the substation. Mr. Harmon described the site plan of the substation which includes various electrical equipment, most of which will not exceed 30' in height with the exception of an 86' mast. Mr. Harmon explained that the substation and landscaping plan are consistent with the preliminary proposal, aside from slight reconfigurations. Mr. Harmon stated that the phasing plan which would divide the construction into 3 phases with a projected completion date in 2026. Mr. Harmon showed the proposed plat of subdivision and explained that the petitioner is intending to subdivide the lot into 4 total lots. He stated that the petitioner has submitted a declaration of covenants to ensure proper maintenance and access to all lots. Mr. Harmon described the financial impacts of the proposed site which includes a $2.5 Billion investment, $100 million EAV, $1 million annual utility tax 1,000 construction jobs, and 450 full-time jobs to the village. He went on to describe that the projects aligns with serval long-range planning efforts which have been approved by the Village which had designated the property as an underutilized opportunity site. Mr. Harmon explained that the proposed conditional use final PUD and final plat of subdivision meets the standards of the Village Code and that staff recommends approval of the following motion: 1. A final plat of subdivision titled "Planned Unit Development Mount Prospect Technology Campus Final Plat of Subdivision" 2. A Conditional Use for a final planned unit development (PUD) consisting of three (3) data centers, each totaling a gross square footage of five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, three hundred forty five (345) parking stalls, and a ComEd operated substation, subject to the conditions listed in the staff report. He stated that the Village Board's decision is final in this case and opened the floor to questions for both himself and the petitioner. Commissioner Beattie expressed concern about potential environmental safety and noise hazards, and asked how they would be addressed. Mr. Harmon answered that the petitioner is required to follow all standards by regulatory organizations such as OSHA and IEPA as well as Village Code regulations regarding noise and emissions. Chairmen Donnelly swears in the petitioners, Mr. Matthew Norton, 330 N. Wabash St, Chicago, IL and Brett Burnette 1212 New York Ave, Washington D.C. 497 Chairman Donnelly asked them to highlight any changes which would be pertinent to the record and answer any questions. Mr. Burnette explained that CloudHQ is a Washington DC -based company which specializes in global data center development. He showed images of the existing campus which are currently undergoing demolition preparations. He then explained that CloudHQ uses high quality materials and intends to build the property with durability in mind. He described the extensive landscaping proposed to shield the data center from any adjacent residential properties and noted that they rearranged the detention basin to allow for a larger buffer between the substation and residential properties. Mr. Burnette emphasized the company's commitment to the local community which will include a contribution to the Mount Prospect Park District, union labor, and elevated design standards. Mr. Burnette also explained that significant amount of construction will take place inside the buildings and thus have little noise impact, in addition to generally reduced traffic compared to a traditional corporate campus. Mr. Burnette underscored the net positive potential impact of the proposed site to the surrounding community Commissioner Beattie reiterated his question about whether the petitioner would be in compliance with noise regulations in the Village Code. Mr. Burnette explained that the site would be in compliance with code and has a range of noise mitigation measures available to them, in addition to housing elements such as generators in concrete penthouses. He also noted that they took ambient noise into consideration as a contributing factor to site noise. Commissioner Fitzgerald asked if there was a specific client lined up for the property. Mr. Burnette answered that while there was no tenant specifically, there was high interest in the subject property, and that the phasing of the construction will assist in attracting customers. Commissioner Fitzgerald asked for clarification about what TUR Ventures is, which was referenced in the submittals. Mr. Burnette clarified that is was the entity which purchased the property. Commissioner Mizwicki asked whether the proposed site would employ a private security force and if they would be assisted by the local police department. Mr. Burnette noted that the petitioner has been working closely with the local police department and will employ private security guards at both non -emergency accesses. Commissioner Beattie asked about emissions from generators and how often they are expected to run. Mr. Burnette noted that the generators are a backup if the power from ComEd goes out and are expected to run very rarely. He stated that there is a system which reduces their emissions when they do run. Hearing no further comments or questions, Chairman Donnelly closed the hearing and asked for a motion. Commissioner Beattie made a motion seconded by Commissioner Mizwicki to recommend approval of the following motion: 498 1. A final plat of subdivision titled "Planned Unit Development Mount Prospect Technology Campus Final Plat of Subdivision" 2. A Conditional Use for a final planned unit development (PUD) consisting of three (3) data centers, each totaling a gross square footage of five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, three hundred forty five (345) parking stalls, and a ComEd operated substation, subject to the conditions listed in the staff report. UPON ROLL CALL AYES: Szymczak, Fitzgerald, Beattie, Mizwicki, Donnelly NAYS: None The motion was approved by a vote of 5-0, with a positive recommendation to the Village Board for the scheduled meeting on June 21, 2022. After hearing 2 additional cases, and seeing no citizens to be heard for non -agenda items, Commissioner Beattie made a motion seconded by Commissioner Szymczak and the meeting was adjourned at 8:31 PM. 4^1 Emily Bettler Planning Intern 499 MINUTES OF THE REGULAR MEETING OF THE PLANNING & ZONING COMMISSION CASE NO. PZ -16-21 Hearing Date: December 9, 2021 PROPERTY ADDRESS: 1200 E. Algonquin Road, 1200 Dempster Street PETITIONER: CloudHQ, LLC PUBLICATION DATE: November 24, 2021 REQUEST: Preliminary Plat of Subdivision CU: Preliminary Planned Unit Development (PUD) MEMBERS PRESENT: Thomas Fitzgerald William Beattie Walter Szymczak Joseph Donnelly Donald Olsen MEMBERS ABSENT: Norbert Mizwicki Lisa Griffin STAFF MEMBERS PRESENT: Bill Cooney, AICP — Director of Community Development Connor Harmon —Senior Development Planner Ann Choi — Development Planner Valeria Tarka — Planning Intern INTERESTED PARTIES: Cloud HQ, LLC, Commonwealth Edison Company (ComEd) 1 Chairman Donnelly called the meeting to order at 7:01 PM. Commissioner Beattie made a motion seconded by Commissioner Szymczak to approve the minutes from the Planning and Zoning Commission meeting on November 11, 2021. The minutes were approved 4-1. Chairman Donnelly introduced case, PZ -16-21 1200 E. Algonquin Road and 1200 Dempster Street (Subject Property), for a conditional use for a preliminary plat of subdivision and a preliminary planned unit development (PUD). The case is Village Board final. Mr. Harmon gave a brief description of the Subject Property and indicated the existing conditions of the Subject Property and history of the former United Airlines world headquarters location and past relocation of the headquarters. He indicated in 2012 a new data center was constructed to the immediate west of the Subject Property, and that the western property will continue to be owned by United, but is not part of the project or Subject Property. Mr. Harmon continued and explained that the Petitioner is proposing to construct three data centers on the main campus, and new substation, owned and operated by ComEd, on the parcel across the street 500 from Linneman Road, also known as 1200 Dempster Street, which is part of the Subject Property. Mr. Harmon stated that the centers will consist of office space, a truck dock, and several accessory structures. Mr. Harmon went on to say 344 parking stalls are proposed, and that staff is comfortable with the proposed parking ratio given the lighter intensity use. Mr. Harmon explained the proposed renderings and design of the building, and indicated materials would include stainless steel, glass, and white metal panel, among other building materials. He then stated the proposed height of each building with the included parapet wall would be 81'. Mr. Harmon provided details on the proposed landscape plan, stating considerable landscaping will be installed to buffer the adjacent properties as feasibly as possible. Mr. Harmon stated the Petitioner also plans to improve off site areas as required by Village Code. Mr. Harmon explained the accessory structures of each principle building, indicating that each building will have 6 thermal storage tanks, one oil polisher shed, and 10 underground diesel fuel storage tanks. Mr. Harmon further explained in detail the proposed ComEd substation, stating that most of the equipment will not exceed 30' in height, and that the highest mast will reach 86' in height. Mr. Harmon explained the financial impact of the project, stating the Petitioner plans to invest $2.5 billion into property, and that future EAV value will equal roughly 5% of the total EAV of the Village. Mr. Harmon stated that up to 1,000 construction jobs will be created throughout construction, and up to 450 full time jobs will be created once the buildings are operational. Mr. Harmon stated that the long range plans approved, and published by the Village support the development, and that the Village is in support of the requests. Mr. Harmon concluded by explaining that this hearing is for preliminary approval, meaning the Petitioner will have to come through entitlements again to receive final approval, and that preliminary approval approves the use and general design of the project. Mr. Harmon stated staff recommends that the Planning and Zoning Commission make a motion to adopt staff's findings as the findings of the Planning and Zoning Commission and recommend approval of the following motion: 1. A preliminary plat of subdivision title "Mount Prospect Technology Campus Preliminary Plat of Subdivision"; 2. A Conditional Use for a preliminary planned unit development (PUD) consisting of three (3) data centers, each totaling a gross square footage of five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, three hundred forty four (344) parking stalls, and a Com Ed operated substation, subject to the conditions listed in the staff report. He stated the Village Board's decision is final for the case. Chairman Donnelly swore in Matt Norton, 330 N. Wabash St, Chicago, IL. Mr. Norton introduced the project team, and introduced Brett Burnette as the development manager. 501 Chairman Donnelly swore in Brett Burnette, 3855 Inverness Road, Fairfax, VA. Mr. Burnette started his presentation by explaining CloudHQ, which is a multi -national developer of data centers that is headquartered in Washington D.C. Mr. Burnette stated CloudHQ has developed several existing data centers, including a project in Elk Grove Village, and stated the team is excited to come into Mount Prospect. Mr. Burnette further stated that the group has been told no noise complaints have been filed or are known to the Petitioner regarding the existing United Airlines data center to the west. Mr. Burnette stated the proposed buildings were designed to mitigate impacts to adjacent neighbors, including placing the office component of the northeastern building, which has a lower height, nearest the residential across Dempster Street. Mr. Burnette explained the building materials, which are of high quality and depict thoughtful design. Mr. Burnette touched on the landscape plan, and indicated landscaping is designed to screen the buildings and substation as best as possible. Mr. Burnette then stated CloudHQ plans to donate funds to the Mount Prospect Park District for additional public improvements and benefits to the community. Mr. Burnette indicated the benefits to the community from the project which include an increased property tax collection, increase in utility tax collection, and the limited demand on public services. Mr. Burnette stated CloudHQ will only hire union workers related to the construction phase of the project. Mr. Burnette went on to say the economic impact to surrounding businesses will be significant, and businesses will attract construction workers and eventual full time workers. Mr. Burnette explained the full time workers will be high earning jobs, and that these workers will likely live in or near Mount Prospect. Mr. Burnette explained the financial investment of the project, which as stated previously is $2.5 billion, and he stated taxes will add millions to Mount Prospect. Mr. Burnette further explained the limited traffic projection on the site, and concluded with stating that given the benefits this proposal will bring to the community, CloudHQ believes this use is an ideal fit for the location. Mr. Norton explained how the proposal meets long range planning documents published and approved by the Village, including the 2017 Comprehensive Plan, and the 2020 CONNECT South Mount Prospect Sub -Area Plan. Mr. Norton explained that both documents recommend an industrial park, or warehousing uses on the Subject Property, and support the development. Mr. Norton further explained the development will increase employment opportunities for the Village, and expand the tax base for the Village. Mr. Norton continued to state the proposal is in the public's best interest as Petitioner plans to redevelop an underutilized property, and stated there is a large demand for the high quality data centers. Mr. Norton concluded by stating the Petitioner will mitigate and meet all Village Codes in terms of noise and adjacent neighbor impacts. Commissioner Fitzgerald asked about the construction phasing of the project. Mr. Burnette stated demo will take 6-9 months, and construction of the buildings will depend on approvals on market demand, but the goal is to finish demo by the end of 2022, and construct the first 502 building thereafter. He stated each building takes 1.5-2.5 years to complete, and construction will be one building at a time, unless demand increases. Commissioner Fitzgerald asked if the United Airlines underground area will be demolished as well. Mr. Burnette stated yes. Commissioner Olsen asked if all the power comes from the proposed substation. Mr. Burnette stated yes, and the goal is to use the existing transmission line underground. Mr. Burnette stated CloudHQ would own the substation, and that ComEd would operate it. Commissioner Beattie asked what customers will locate within the proposed data centers. Mr. Burnette stated the largest data companies in the world will likely locate there. Chairman Donnelly asked what tenants occupy other CloudHQ buildings. Mr. Burnette stated Microsoft and Facebook occupy some other data centers. Chairman Donnelly swore in Robert Galler, 1810 W. Hatherleigh Court, Mount Prospect, IL. Mr. Galler asked several questions, including how much money is the park district being donated, what does EAV stand for, and commented that the proposal is a threat to foreign entities. Chairman Donnelly asked if he has any current noise complaints living in his existing home. Mr. Galler stated that he would have to think about it. Commissioner Chairman asked what does EAV stand for? Mr. Cooney stated that it stands for equalized assessed value, which is the value of your property, and taxing bodies that would receive the applicable taxes from the value of your property. He further stated the Village's EAV is just shy of $2 billion, and that the proposal will be about 5% of the entire value of all property in Mount Prospect. Mr. Cooney further stated the operating budget is roughly $75 million, and that if the project is approved, there would be surplus value and therefore could reduce taxes owed by everyone living in the Village. Mr. Galler stated there are people living in the city next to data centers that cannot sleep at night, and property values well decrease. He also stated workers at these data centers will not located in south Mount Prospect, but possibly downtown Mount Prospect. He further asked how noise will be mitigated. Chairman Donnelly stated that he is of the thinking that data centers are very quiet. Chairman Donnelly introduced Dr. Tom Thunder, 867 Scottsdale Drive, Pingree Grove, IL. Dr. Thunder stated that he and the Petitioner are fully committed to meeting Village Code, and that he generated the acoustic study/report. Dr. Thunder explained the methodology toward his results, and 503 that the expected noise levels are above what Village Code allows, but that mitigation is then initiated to meet Village Code. Dr. Thunder further stated that attenuation includes hospital grade silencers, insulated metal panel walls, 5' parallel baffle silencers, 2' foot acoustical louvers, and rooftop noise barriers. Dr. Thunder indicated that noise during a total power outage will exceed normal Village Code, but that is not feasible given the allowances, which is 56 dBA during the day and 52 dBA during nighttime. Dr. Thunder indicated code allowances are reasonable and similar to State standards. Commissioner Beattie asked the specific dBA numbers. Dr. Thunder stated they numbers would be a few decibel levels below Village Code. Dr. Thunder further stated the report notes the official numbers, and then explained how the numbers were derived. Chairman Donnelly asked how much money will be donated to the Mount Prospect Park District. Mr. Cooney stated that is still being discussed and will be agreed to prior to final PUD approval. Mr. Galler asked if the RecPlex could offer senior discounts. Chairman Donnelly swore in Dan Allen, 999 McClintock Drive, Burr Ridge, IL. Mr. Allen stated that his organization represents many different trade unions, and that he is in full support of the proposal to create new jobs for union workers, and that all workers will be from the area, including many that live in Mount Prospect. He further explained the demand the Chicagoland area has for data centers, and that this helps local union workers, including newly trained young union workers. Mr. Allen concluded with stating this is a win-win for both the community, developer, and local workforce. Hearing no further comments, Chairman Donnelly closed the hearing. Chairman Donnelly asked for a motion. Commissioner Beattie made a motion seconded by Commissioner Szymczak to approve the following motion: 1. A preliminary plat of subdivision title "Mount Prospect Technology Campus Preliminary Plat of Subdivision"; 2. A Conditional Use for a preliminary planned unit development (PUD) consisting of three (3) data centers, each totaling a gross square footage of five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, three hundred forty four (344) parking stalls, and a Com Ed operated substation, subject to the following conditions of approval: a. Submittal of landscape, irrigation, and photometric plans that comply with Village codes and regulations; b. Development in general conformance with the site plan prepared by Corgan dated November 12, 2021; c. Compliance with all applicable development, fire, building, and other Village Codes and regulations; d. Petitioner shall provide documentation to the Village that the proper IEPA and OSHA permits have been obtained prior to any certificate of occupancy issuance; e. Prior to final PUD and final plat of subdivision approval, Petitioner shall provide the 504 Village a copy of the covenants, conditions, restrictions, and reciprocal easements document; f. All proposed noise, vibration, and particulate matter levels shall meet Village Code requirements; g. Prior to final PUD and final plat of subdivision approval, a donation to the Mount Prospect Park District shall be agreed to for public improvements to park district facilities benefiting the surrounding neighborhoods; h. Petitioner shall provide all off-site and public improvements as required by Village Code; i. The existing access road between ORD1 to the north and the property to the west (1540 W. Algonquin Road) shall be eliminated, and a turn -around area shall be constructed within the 1540 W. Algonquin Road property; j. Petitioner shall provide a complete building code analysis during the permitting process which shall comply with the requirements set forth in the adopted building codes and amendments as adopted by the Village; k. Petitioner shall obtain all necessary permits for other entities including, but not limited to, IDOT, TEPA, Metropolitan Water Reclamation District (MWRD), Cook County, Army Corps of Engineers, and the Illinois Department of Natural Resources (IDNR); I. Petitioner shall comply with local, state, and federal regulations regarding the abatement of asbestos; m. All signs shall be submitted, reviewed, and approved during the permitting process. All signs shall conform to Village Code unless otherwise noted in the PUD request. UPON ROLL CALL AYES: Olsen, Fitzgerald, Beattie, Mizwicki, Szymczak, Donnelly NAYS: None The motion was approved 5-0 with a positive recommendation to the Village Board. Commissioner Beattie made a motion seconded by Commissioner Fitzgerald and the meeting was adjourned at 8:44 PM. Connor Harmon Senior Development Planner 505 ORDINANCE NO. AN ORDINANCE GRANTING A CONDITIONAL USE FOR A FINAL PLANNED UNIT DEVELOPMENT AND A FINAL PLAT OF SUBDIVISION FOR THE PROPERTIES LOCATED AT 1200 E. ALGONQUIN ROAD AND 1200 DEMPSTER STREET, MOUNT PROSPECT, ILLINOIS WHEREAS, Tur Ventures, LLC, ("Petitioner"), is seeking a final plat of subdivision titled "Planned Unit Development Mount Prospect Technology Campus Final Plat of Subdivision" and a conditional use for a final planned unit development (PUD) consisting of three (3) data centers, three hundred forty five (345) parking stalls and a ComEd operated substation for property located at 1200 E. Algonquin Road and 1200 Dempster Street legally described as: PARCEL 1: (MAIN CAMPUS) LOT 1 IN FRIEDRICH BUSSE, JR. DIVISON OF LAND IN SECTION 23, TOWNSHIP 41 NORTH, RANGE 11, EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCOURDING TO THE PLAT THEREOF RECORDED FEBRUARY 20, 1911 AS DOCUMENT 4709799, EXCEPT (A) THAT PART OF SAID LOT 1 TAKEN FOR HIGHWAYS, AND (B) THAT PART FALLING IN BLUE SKY SUBDIVISION ACCORDING TO THE PLAT THEREOF, RECORDED JUNE 5, 2014 AS DOCUMENT NO. 1415616048, IN COOK COUNTY, ILLINOIS PARCEL 2: (SUBSTATION PACEL) THE WEST 363.00 FEET OF LOT 2 IN LINNEMAN'S DIVISOIN OF PART OF THE NORTHEAST % OF SECTION 23, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, AND PART OF THE SOUTHEAST % OF SECTION 14, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCORDING TO THE PLAT THEREOF RECORDED SEPTEMBER 10, 1953 AS DOCUMENT NO. 15716544, IN COOK COUNTY, ILLINOIS PARCEL 3: (SUBSTATION PARCEL) THE NORTH 120.00 FEET OF THE WEST 363.00 FEET OF LOT 3 IN LINNEMAN'S DIVISION OF PART OF THE NORTHEAST % OF SECTION 23, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, AND PART OF THE SOUTHEAST % OF SECTION 14, TOWNSHIP 41 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, ACCORDING TO THE PLAT THEREOF RECORDED SEPTEMBER 10, 1953 AS DOCUMENT NO. 15716544, IN COOK COUNTY, ILLINOIS PINS: 08-23-100-018-0000 (PARCEL 1 AND 2) AND 08-23-200-052-0000 (PARCEL 3) (collectively, the "Subject Property'); and WHEREAS, the Petitioner seeks a final plat of subdivision which would subdivide the main campus of the Subject Property into four (4) lots and would consist of lot five (5) as 1200 Dempster Street; and WHEREAS, the Petitioner seeks a Conditional Use for a final Planned Unit Development consisting of (i) three (3) data centers, each totaling a gross square footage of approximately five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, (ii) three hundred five (345) parking stalls, (iii) a ComEd operated substation, all as shown on the following plans attached as exhibit "A": plans prepared by Gewalt Hamilton (collectively, the "Plan" includes the site plan dated June 3, 2022, typical building elevations dated August 30, 2021, architectural fagade details, civil plans dated May 21, 2022, landscape plans dated June 3, 2022, and photometric 17800\00001\4857-9592-4773.v3 5506 plans dated May 20, 2022). WHEREAS, a Public Hearing was held on the request for a Conditional Use and Final Plat of Subdivision, being the subject of PZ -13-22, before the Planning and Zoning Commission of the Village of Mount Prospect on the 9` day of June, 2022, pursuant to proper legal notice having been published in the Daily Herald Newspaper on the 25th day of May 2022; and WHEREAS, the Mayor and Board of Trustees of the Village of Mount Prospect have given consideration to the request herein and have determined that the request meets the standards of the Village (including Article V of the Village Municipal Code) and that the granting of the Conditional Use to allow a final Plat of Subdivision and final Planned Unit Development would be in the best interest of the Village. NOW, THEREFORE, BE IT ORDAINED BY THE MAYOR AND BOARD OF TRUSTEES OF THE VILLAGE OF MOUNT PROSPECT, COOK COUNTY, ILLINOIS ACTING IN THE EXERCISE OF THEIR HOME RULE POWERS: SECTION ONE: The recitals set forth hereinabove are incorporated herein as findings of fact by the President and Board of Trustees of the Village of Mount Prospect. SECTION TWO: The Mayor and Board of Trustees of the Village of Mount Prospect grant the following: 1. A final plat of subdivision titled "Planned Unit Development Mount Prospect Technology Campus Final Plat of Subdivision" prepared by Gewalt Hamilton and dated June 17, 2022; 2. A Conditional Use for a final planned unit development (PUD) consisting of (i) three (3) data centers, each totaling a gross square footage of approximately five hundred sixty six thousand seven hundred sixty seven (566,767) square feet, (ii) three hundred forty five (345) parking stalls, (iii) a ComEd operated substation, and (iv) other ancillary improvements, all as shown on the Plan, subject to the following conditions of approval: a. Submittal of landscape, irrigation, and photometric plans that supplement the Preliminary PUD Plans and comply with Village codes and regulations; b. Development in general conformance with the Site Plan prepared by Gewalt- Hamilton Associates, Inc. dated June 3rd, 2022; c. Compliance with all applicable development, fire, building, and other Village Codes and regulations; d. Petitioner shall provide documentation to the Village that the proper IEPA and OSHA permits have been obtained prior to any certificate of occupancy issuance; e. All proposed noise, vibration, and particulate matter levels shall meet Village Code requirements; 17800\00001\4857-9592-4773.v3 5507 f. The petitioner shall make a contribution for construction of an artificial turf field at Kopp Park to the Village in the amount of $2,000,000 (present value at a discount rate of 5.0 percent). The donation shall be made on a pro -rata basis upon issuance of a certificate of occupancy or temporary certificate of occupancy for each of the three data center buildings. Such donations will be detailed in a Redevelopment Agreement; g. Petitioner shall provide all off-site and public improvements as required by Village Code; h. The existing access road between ORD1 to the north and the property to the west (1540 W. Algonquin Road) shall be eliminated, and a turn -around area shall be constructed within the 1540 W. Algonquin Road property; i. Petitioner shall provide a complete building code analysis during the permitting process which shall comply with the requirements set forth in the adopted building codes and amendment as adopted by the Village; and j. Petitioner shall obtain all necessary permits for other entities including, but not limited to, IDOT, TEPA, Metropolitan Water Reclamation District (MWRD), Cook County, Army Corps of Engineers, and the Illinois Department of Natural Resources (IDNR); k. Petitioner shall comply with local, state, and federal regulations regarding the abatement of asbestos; I. All signs shall be submitted, reviewed, and approved during the permitting process. All signs shall conform to Village Code unless otherwise noted in the PUD request. SECTION THREE: This Ordinance shall be in full force and effect from and after its passage, approval and publication in pamphlet form in the manner provided by law. This Ordinance shall run with the land and bind and benefit any future fee simple owner of the Subject Property. AYES: NAYS: ABSENT: PASSED and APPROVED this 21st, day of June, 2022. Paul Wm. Hoefert Mayor ATTEST: Karen M. Agoranos Village Clerk 17800\00001\4857-9592-4773.v3 508