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HomeMy WebLinkAbout2. Stormwater Improvements Update 09/10/2013t— / Mount Prospect Public Works Department L L $ INTEROFFICE MEMORANDUM TO: VILLAGE MANAGER MICHAEL E. JANONIS FROM: DIRECTOR OF PUBLIC WORKS DATE: SEPTEMBER 4, 2013 SUBJ: LAWRENCE LANE FLOOD STUDY REPORT Background This memorandum transmits a copy of the September 2013 Lawrence Lane Flood Study Report prepared by the Village's engineering consultant, Burns & McDonnell of Downers Grove, Illinois. Last year, during public discussions of the 2011 Comprehensive Flood Study Report, staff was asked to perform further study of Lawrence Lane flooding issues in response to several testimonials to the voracity and frequency of surface water inundation in the area. Of note were several complaints about the frequency of flooding, the depth of flooding, surface induced structure flooding, the inflow of surface water from developments in Arlington Heights, and a perceived underutilization of the existing stormwater detention basin at the southwest corner of Meier Road and Lawrence Lane. Staff defined a scope of work for Burns & McDonnell's study that included site visits and interviews with homeowners that reported flooding along Lawrence Lane, a topographic survey of surface elevations and surface features in the drainage area tributary to the Lawrence Lane storm sewer systems, a review of historical development and stormwater management in the basin, and the development and iteration of a hydraulic computer model of the basin's existing stormwater collection systems. Burns & McDonnell's investigations and findings are detailed in the attached report. Discussion In summary, Burns & McDonnell found that a root cause of surface flooding on Lawrence Lane can be attributed to its geographic location in a naturally low -lying area. This feature predates development of the area and is discernible in historical engineering reports and topographic maps. Elevation contours of the drainage basin suggest that approximately 90 acres of land, primarily comprised of parcels located to the west and south of Lawrence Lane, drain through the area on a natural northeasterly pathway that outfalls to Weller Creek. As a consequence, once the capacity of the existing storm sewer system is exceeded, stormwater is conveyed to Lawrence Lane by means of surface contours where it ponds until it reaches an elevation that facilitates continuation of a northeasterly migration. In reality, there is little evidence that Page 2 of 3 Lawrence Lane Flood Study Report September 4, 2013 ponded stormwater on Lawrence Lane ever reaches an elevation that facilitates a surface outfall to Meier Road. Rather, it appears that Lawrence Lane is usually drained by means of the existing storm sewer system once peak stormwater flows have subsided and the storm sewers regain capacity to convey ponded water. In addition, a time - lapsed view of development in the basin from the 1970s to the present day reveals a substantial decrease in the volume of available stormwater detention (detention basins) and a substantial increase in the amount of impervious surface area. In the 1970s, the basin featured approximately 8 acre -feet of stormwater detention and almost 70 acres of undeveloped land. Today, most of the land has been developed as residential housing and the stormwater detention capacity has been reduced to 4.6 acre -feet. Although this pattern may have satisfied codes and engineering practices at the time developments occurred, the cumulative impact over time is less than desirable. The net effect is that a greater quantity of stormwater reaches Lawrence Lane at a faster rate than in the past. Burns & McDonnell also noted that portions of the existing storm sewer system serving the area have inadequate conveyance capacity. In particular, the storm sewer system in the St. Cecilia residential subdivision (south of Lawrence Lane) cannot effectively convey stormwater beyond a 10 -year recurrence interval level of service. Although a 10 -year design is normally adequate for residential development, excess flows do not travel to the detention via an overland route. Rather, they flow to Lawrence Lane. Burns & McDonnell also observed that storm sewer serving the north side of Lawrence Lane also has inadequate conveyance capacity. However, most of the recommended improvements this storm sewer system are being constructed as part of the 2013 Stormwater Improvements Project currently underway. Finally, Burns & McDonnell noted that the detention pond serving the Linden Place mulit- family residential facility does not operate effectively due to poor maintenance. In particular, the basin outflow structure appears to be blocked with organic debris which prevents the pond from draining into the 42" diameter storm sewer on the south side of Lawrence Lane. Instead, water is held in the pond until it reaches an overflow elevation and leaves the pond via designed concrete spillway in the northeast corner of the basin. This spillway discharges to the surface of Lawrence Lane. In addition, Burns & McDonnell noted that a portion of the east berm contains a swale that is below the overflow elevation which allows stormwater to leave the pond and enter private yards on Noah Terrace. Recommended improvements include improvements that will add conveyance capacity to the St. Cecilia subdivision storm sewer system and add storage capacity to the Lawrence /Meier detention basin (South Lawrence Lane Storm Sewer Improvements). Also recommended are improvements that will increase the conveyance capacity of a portion of the Meier Road storm sewer immediately downstream of the proposed South Lawrence Lane Storm Sewer Improvements. Table 1 below details the costs of these improvements. Page 3 of 3 Lawrence Lane Flood Study Report September 4, 2013 Table 1 . . South Lawrence Lane Storm Sewer Improvements $614,500 Meier Road Storm Sewer Improvements $230,500 Burns & McDonnell also recommends repairs and maintenance for the Linden Place detention pond. However, these improvements will be arranged with Linden Place management and the Village of Arlington Heights. Staff anticipates that any costs associated with these repairs and /or maintenance will be borne by Linden Place. Recommendation With your concurrence, please place this matter on the agenda for the September 10, 2013 Committee of the Whole agenda. Staff seeks Village Board direction whether to proceed with recommended improvements to the Lawrence Lane area storm sewers. Presently, there are not sufficient funds available to design or construct these improvements. Appropriate staff, and representatives from Burns & McDonnell, will be in attendance to present this matter and facilitate discussion. ; Cc: Assistant Village Manager Dave Strahl Village Clerk Lisa Angell Administrative Assistant to the Village Manager Doreen Jarosz Deputy Director of Public Works Jason Leib Village Engineer Jeff Wulbecker Streets /Buildings Superintendent Paul Bures Rand Patchett, Burns & McDonnell File 2013 Lawrence Lane Stormwater Analysis for the Village of Mount Prospect Mount Prospect, Illinois Project Number 70646 September 2013 TABLE OF CONTENTS Page No. 1.0 INTRODUCTION ............................................................................... ..............................1 Appendix B 1.1 Purpose .................................................................................................. ..............................1 Appendix C North Storm Sewer System, Proposed Conditions, Plan/Profiles 1.2 Scope ..................................................................................................... ..............................1 South Stonn Sewer System, Proposed Conditions, Plan /Profiles 2.0 SUMMARY OF 2011 COMPREHENSIVE STORMWATER STUDY . ..............................3 Appendix F South Storm Sewer System, Existing Conditions, Analysis Results 2.1 Lawrence Lane Svstem ........................................................................ ............................... 3 Appendix H 2.2 Relevance to Project Area .................................................................... ............................... 3 3.0 BACKGROUND INFORMATION ...................................................... ..............................4 Preliminary Cost Estimates Appendix K 3.1 Histoi of Lawrence Lane Flooding .................................................... ............................... 4 3.2 Existing Conditions .............................................................................. ............................... 5 3.2.1 Storm Sewer System ............................................................... ............................... 6 3.2.2 Detention Basins ..................................................................... ............................... 7 4.0 EXISTING CONDITIONS EVALUATION ......................................... .............................10 4.1 Storm Sewer Results .......................................................................... ............................... 10 4.2 Detentions Basin Results ................................................................... ............................... 14 4.3 Overall Assessment ............................................................................ ............................... 16 5.0 RECOMMENDED ALTERNATIVES ................................................ .............................17 5.1 Private Sector Improvements ............................................................. ............................... 17 5.2 Public Sector Improvements .............................................................. ............................... 18 5.3 SummarN ............................................................................................... .............................20 Appendix A North Storm Sewer System, Existing Conditions, Plan/Profiles Appendix B South Storm Sewer System, Existing Conditions, Plan/Profiles Appendix C North Storm Sewer System, Proposed Conditions, Plan/Profiles Appendix D South Stonn Sewer System, Proposed Conditions, Plan /Profiles Appendix E North Storm Sewer System, Existing Conditions, Analysis Results Appendix F South Storm Sewer System, Existing Conditions, Analysis Results Appendix G North Stonn Sewer System, Proposed Conditions, Analysis Results Appendix H South Storm Sewer System, Proposed Conditions, Analysis Results Appendix I Summary of Improvements Appendix J Preliminary Cost Estimates Appendix K Tributary Area Exhibit, Time Lapse Aerial Exhibits 1.0 INTRODUCTION 1.1 PURPOSE The Village of Mount Prospect (Village) recently completed a Village -wide stormwater study referred to as the 2011 Comprehensive Stormwater Study (2011 Study). The 2011 Study wasberformed in response to a historical rain event that occurred on July 23r 2011. As part of this study, the Village sought to quantify the flooding impact, detennine the cause of flooding, evaluate potential solutions, develop cost - effective recommendations to mitigate flooding and complete a cost - benefit analysis regarding the feasibility of implementing public and private sector solutions. As a result of the 2011 Study, and feedback from the public meetings held by the Village, 1- View of July 2011 Street Flooding several additional areas were identified as areas of concern. Due to its lengthy flooding history and complex hydrology, the Village deemed it necessary to fund a separate study focused on the Lawrence Lane Area between Meier Road and its terminus west of Lois Court. This study referred to as the 2012 Lawrence Lane Stonmwater Analysis, presents the findings of Burns & McDonnell's detailed stormwater evaluation of Lawrence Lane from Meier Road to its terminus west of Lois Court. 1.2 SCOPE The detailed scope of the 2012 Lawrence Lane Stonrnwater Analysis includes the following: • Data Collection & Survey 1. A portion of the tributary area extends into the Village of Arlington Heights. Burns & McDonnell collected topographic information from Arlington Heights and as -built plan documentation regarding the multi - family homes (Linden Place) southwest of Lawrence Lane. 2. Additional information regarding flooding history in the area and the as -built plans for surrounding developments was acquired from the Village of Mount Prospect. 3. Survey of Lawrence Lane from Meier Road to the dead -end was performed. This survey included utility structures and spanned Lawrence Lane right -of -way to right -of -way. Additionally, several other areas that were considered key to the investigation were included in the survey. These areas included the bank and spillway of the north Linden Place Detention Basin, the detention basin located at the southwest corner of Meier Road -1- and Lawrence Lane (Meier /Lawrence Detention Basin), and areas of interest along Noah Terrace and St. Cecilia Drive. 4. Assessment of overland drainage patterns and existing overland stormwater management features related to the Lawrence Lane neighborhood. 5. Residents within the Lawrence Lane neighborhood were contacted and interviews were conducted with Village staff to garner further insight into the flood problems and history of the area. • Hydraulic Analysis: Burns & McDonnell perfonned hydraulic analysis of the existing Lawrence Lane storm sewer system from west of Lois Court to Meier Road using Autodesk's Stonn and Sanitary Analysis tool. This analysis determined the existing level of service provided by the system and determination of what level of service could cost - effectively be provided through infrastructure upgrades. An analysis was also performed on the system tributary to the Meier /Lawrence detention basin to determine the quantity of flow being routed to the basin. This included analysis of the stone sewer system for 2 -year, 10 -year, 25 -year, 50 -year, and 100-Year storm events. • Development of a Letter Report: This report is to be the final deliverable to the Village of Mount Prospect. This report will outline the findings of the study, provide recommended alternatives, and a cost estimate for the alternatives recommended. Presentation of Findings and Meetings: Burns & McDonnell will present the findings of the analysis to Village of Mount Prospect staff -2- 2.0 SUMMARY OF 2011 COMPREHENSIVE STORMWATER STUDY 2.1 LAWRENCE LANE SYSTEM A limited evaluation of the Lawrence Lane system was performed as part of the 2011 Study. Based on the results of this study, the Lawrence Lane area was recommended for additional evaluation due to the extensive flooding history of the area. The sewers that comprise the Lawrence Lane system are storm sewers that collect and convey stormwater to the Meier Road system and eventually Weller Creek. There are two separate storm sewer systems that collect stormwater along Lawrence Lane and discharge into the Meier Road system. The system on the north side of Lawrence Lane is primarily a 12 -inch to 18 -inch- diameter sewer that collects runoff from Laivrencne Lane, the Lois Court area and the area north of Lawrence Lane. This system is referred to as the Lawrence Lane North System. On the south side of Lawrence Lane is a 42- inch - diameter sewer that conveys runoff from a large drainage area in Arlington Heights, including the Linden Place Detention Basin, to the Meier Road storm sewer system. This system is referred to as South System. Based on the findings of the 2011 Study, A significant number of flooding occurrences were reported by residents from the 2100 to 2200 blocks of Lawrence Lane. Because of the number of flooding complaints and the history of the area, a separate study was recommended. The 2011 Study recommended numerous private sector improvements including installing overhead plumbing, having back -up systems for sump pumps, and improved site grading. Most of the homes in this area have implemented these flood mitigation measures. 2.2 RELEVANCE TO PROJECT AREA Recommendations in the 2011 Study were made to increase the conveyance capacity of the studied combined and separate sewer system areas to provide a 25 -year level of service. Since a detailed analysis of the Lawrence Lane area was not included in the areas to be analyzed as part of the 2011 study, additional hydraulic modeling of this area was performed as part of this project. The methodology and design criteria used in this study are similar to that which was recommended in the 2011 Study. 2 - Structure draining at 600 Noah Terrace 3.0 BACKGROUND INFORMATION 3.1 HISTORY OF LAWRENCE LANE FLOODING As part of this study, residences along and adjacent to the project area were contacted to set up interviews to gather information regarding their individual flooding experience in the neighborhood and to provide some background information regarding the general performance of the stormwater management measures in the area. Another purpose of these interviews was to assess the private stormwater management measures already in place and to determine the effect on the drainage issues these private flood mitigation measures would have. A review of the flood surveys collected from the project area indicated that significant flooding was experienced by homes in the area during the major stone events that occurred in 2011, 2009, 2008, 2006 and 1987. Feedback was received from 10 residents along Lawrence Lane, Lois Court, and Noah Terrace. These surveys indicated that street flooding and surface flooding within their front and rear yards are a common occurrence during significant rain events. According to the interviews, the flooding is centered in the intersection of Lawrence Lane and Lois Court. Based on several reports, significant street and surface flooding has occurred 5 to 7 times in the last ten years. This street flooding almost always corresponds with the overtopping of the Linden Place Detention Basin onto Lawrence Lane. It was reported by numerous residents that the Linden Place Detention Basin overtops "several times a year" and that its outfall is often clogged. The extents of the surface flooding have been reported to be from the front porch /front of garages on the north side of the Lawrence Lane to the middle of the front yards on the south side of Lawrence Lane. Many of the residents have lived in the area for longer than 30 years and they do not recall much flooding in the neighborhood prior to 1978. Several of the homes have experienced one to four feet of water in their basements. Much of this basement flooding was due to the loss of power or the inability for existing sump pumps to keep up with the quantity of water flowing in from the building foundation drains. At 2114 Lawrence Lane, floodwater entered the home from the street through the window wells. The resident at 600 Noah Court indicated that water flows from the Linden Place Detention Basin under her fence and down her sideyard "like a river" once every few years. Upon inspection, the private stormwater management systems were in good condition. All of the houses inspected, except for one, displayed -4- 3 - Linden Place Spillway Overtopping adequate grading, downspouts in good condition, sump pumps with battery backup, overhead plumbing, and waterproofed window wells where appropriate. The effectiveness of the Meier/Lawrence Detention Basin was also brought into question with many residents stating that the basin is "only half -full' or "always empty" during heavy rain events. Many residents also reported that since the buildings, in Arlington Heights, directly west of Lawrence Lane went up 5 to 6 years ago, the problem has gotten worse. 3.2 EXISTING CONDITIONS The area of Lawrence Lane studied in this project is bounded on the west by its terminus west of Lois Court to Meier Road on the east. This area has experienced significant historical flooding. As previously stated, the most noted dates of surface flooding have been in 1987, 2008, and 2011. Each of these dates is associated with storm events with greater than 100 -year recurrence intervals. All of these storm events had rainfalls of significant intensity that resulted in flooding throughout the Village. Refer to the 2011 Study for additional details. Several other years were also mentioned as times where the area was significantly flooded. Among these years, June 2009 was mentioned numerous times. According to local rain gauges, on June 19 and 20 several thunderstorms swept through the area. These storins caused up to 1.59 inches of rain on June 19 followed by up to 3.50 inches of rain on June 20 The existing topography in the Lawrence Lane area drains from the north, south, and west to a low point located at the intersection of Lois Court and Lawrence Lane as well as in Lawrence Lane at approximately 601 Noah Terrace and 600 St. Cecilia Drive. The elevation at theses low points is about 688 feet; at the east and west end of Lawrence Lane the elevation is 691 feet. There is no overland relief from flooding in this area 5 - Lawrence Lane looking west toward until ponded water reaches an elevation between 691 and 692 Linden Place feet. Since large diameter pipes convey water through, and adjacent to, Lawrence Lane, any over - taxing of the storm sewer system will cause surcharging in the Lawrence Lane area. The fact that the surrounding area is also susceptible to surface flooding means that -5- 4 - Typical Resident Sump Configuration the low -lying areas of Lawrence Lane are prone to flooding during any event that over -taxes the existing collection system 3.2.1 Storm Sewer System The original stonn sewer system that serves Lawrence Lane from its terminus north of Lois Court to Meier Road conveys stormwater from the area to the Meier Road system which discharges into Weller Creek. Along the length of Lawrence Lane, the diameter of the existing Lawrence Lane North System sewer ranges from 12- inches to 18- inches. When this sewer turns north along Meier Road it is also 18- inches in diameter. Overall, the slope of the existing sewer is flat, ranging from 0.16% to 0.49 %. The recommended minimum slope for sewers of this size is 037% to 0.44 %. In 1978, as part of the St. Cecilia subdivision, the South System was installed along the south side of Lawrence Lane. The primary purpose of this system was two -fold: first, to capture and convey runoff from the large area from Arlington Heights, and second, to capture and convey runoff from the St. Cecilia development located directly south of Lawrence Lane. The South System consists of a 42- inch - diameter storm sewer that connects to a 42- inch - diameter sewer along the east side of Meier Road. The slope of the 42- inch - diameter sewer is 0.09 %, which is near the recommended minimum slope for a pipe of its size. The drainage area tributary to each of these existing systems (Lawrence Lane North and South) is significant; in total over 90 acres. The Lawrence Lane North system accepts runoff from the properties Just north of Lawrence Lane and along Lois Court. The total runoff tributary to the Lawrence Lane North system is approximately 9.0 acres. The South System accepts runoff from a large area west and southwest of Lawrence Lane, from Arlington Heights, and the Linden Place and St. Cecilia developments south of Lawrence Lane. The total runoff tributary to the south system is estimated at approximately 83.0 acres. While the existing sewers may have provided an adequate level of service at the time they were installed, they have now been compromised, as a result of significant development in the Village and surrounding communities. The existing Village storm sewer system was primarily built in the 1960's and 1970's, the population of the Village in 1960, the approximate time when the Lawrence Lane North System was installed, was 18,906. In 1978, the time of installation for the South System, the population was approximately 50,000. When compared to the 2000 population of 56,265 the Village's population has increased by approximately 300 percent and 12.5 percent, respectively. Even though the 12.5 percent increase in -6- population from 1978 to 2000 seems small, in the Lawrence Lane area, the population density was increasing at a disproportionate rate with respect to the rest of the Village. South of Lawrence Lane was being converted from open land to a 66 lot subdivision (St. Cecilia), and in 1982, the open land to the southwest of Lawrence Lane was developed into a large multi - family development (Linden Place). Due to these developments, the surface runoff that could be expected from a 3 -hour, 5 -year storm event increased from 38.4 cubic feet per second (cfs) to 5 1. 1 cfs; for a 3 -hour, 25 -year stone, the runoff rates increased from 533 cfs to 70.9 cfs. This additional growth in the form of new buildings, additional roads, parking lots, and general development all increased the total impervious (paved) area tributary to Lawrence Lane, thereby increasing stormwater runoff. Consequently, certain areas of the Village stormwater system are overtaxed, attempting to convey up to three times the amount of flow for which they were originally designed. Because of this, even though the Village sewer appears to be in fair to good structural condition, the level of service it originally provided has been compromised. 3.2.2 Detention Basins In the early 1970's, after the area north of Lawrence Lane was developed, the homes began experiencing flooding. It was reported that this flooding could reach the living room level of the homes. This flooding was most severe at the intersection of Lois Court and Lawrence Lane. It was determined that the area at this intersection is a natural low -lying valley line and the homes built in this area formed a "dam" that prevents runoff from draining overland from the area. It was determined that a solution to this flooding was to build an 8 acre -foot detention basin on property believed to be St. Cecilia church property south of Lawrence Lane in the early 1970s. Burns & McDonnell believes this basin proved to be adequate to abate most of the flooding experienced in this area at the time of its construction. This was confirmed by residents 6 -Meier /Lawrence Basin Drainage Outlet in the Lawrence Lane area. In 1978, a 66 -lot development was proposed adjacent to the south side of Lawrence Lane. Amidst concern regarding flooding issues, Consoer, Townsend & Associates (CTE), an engineering firm, was hired by the developer to perform a -7- drainage study. In their two -page report CTE determined that the 66 -lot subdivision would require 2.2 acre -feet of storage. Also, since the existing 8 acre -foot basin was being filled in as part of the development, a 5 acre -foot basin was needed west of the development to compensate for filling in the existing detention basin. The 5 acre -foot basin would capture runoff from the "undeveloped" 83.0 acres west of the site and the 2.2 acre -foot basin (Meier /Lawrence Detention Basin) would capture runoff from the proposed St. Cecilia Subdivision. This recommendation decreased the overall site detention by approximately 0.75 acres, while increasing the potential runoff from the St. Cecilia site by 33 percent. While the solution may have been adequate for the date in which it was installed, two important factors were not taken into account. First, the proposed 5 acre -foot detention basin to the west was sized to store runoff from the undeveloped 83.0 acres of land to the west and southwest. Since 1978, this tract of land has been fully developed resulting in a significant amount of additional runoff for which detention has not been provided. Second, the land where the 5 acre -foot basin was constructed was redeveloped in 1982 as Linden Place, a multi - family residential development, further increasing the impervious area percentage in the area in the vicinity of Lawrence Lane. In addition, it appears that as part of this development, the 5 acre -feet of storage was replaced with approximately 2.4 acre -feet of storage that specifically serves the Linden Place development. Runoff from west of the Linden Place Development is conveyed past the Linden Place Detention Basins and through Lawrence Lane. After our investigation into the stormwater management history of the area, it seems that over the last thirty years significant development has taken place within the Lawrence Lane area. In addition, stormwater detention was decreased from approximately 8 acre -feet in 1977, to 7.25 acre -feet in 1979, and to 4.6 acre -feet in 1983. This decrease in storage was exacerbated by the increase in impervious surfaces due to significant development of the area. The increase in impervious area would account for approximately 3.15 acre -feet of additional runoff during the 5 -year event, 436 acre -feet of additional runoff during the 25 -year event, and 6.15 acre -feet during the design 100 year event from the 83.0 tributary acres to the west and southwest. According to residents, the Meier /Lawrence Detention Basin is rarely filled during significant stone events, even when the Linden Place Detention Basin is overflowing. This could be due to poor conveyance to the existing Meier /Lawrence Detention Basin. The depression around the drainage 7 - Linden Place Basin, note overtopping sructures along St. Cecilia Drive is only 0.13 feet in depth -8- and during high - intensity storm events runoff may bypass the storm sewer grates and flow directly to Lawrence Lane instead of the Meier /Lawrence Detention Basin. It has been reported that the Linden Place Detention Basin frequently overflows into the street. During times when the basin is overtopping, it also overflows into the sideyard of the property at 600 Noah Court. This area of the basin was surveyed as part of this project. It was found that along the east been of the basin, adjacent to 600 Noah Terrace, there were several locations where the ground elevation was below the spillway elevation of 691.5 feet, this would have caused water to overtop from the basin into the sideyard of 600 Noah Terrace. 4.0 EXISTING CONDITIONS EVALUATION 4.1 STORM SEWER RESULTS Autodesk Storm and Sanitary Sewer Analysis 2012 were used to model the general characteristics of the existing storm sewer systems along Lawrence Lane. All main stretches of storm sewer are included in the model. Groups of inlets (i.e. two inlets across the street from each other) are shown in the model as one inlet to simplify the process. The models were analyzed using the FAA and Rational methods to calculate times of concentration and flows, respectively, for 2 -, 10 -, 25 -, 50 -, and 100 -year storms. An assumed weighted runoff coefficient of 0.60 was used and storms were defined by the Illinois State Water Survey Bulletin 70. The Lawrence Lane North sewer system has a downstream invert of 682.01 feet. As a result, the analysis was performed with an existing sewer slope of 0.44 %. The Lawrence Lane North sewer system experienced surcharging and ponding during the 6 -hour, 2 -year stone event (see Appendix A). This is due to a combination of undersized sewers. Sewer slopes range from 0.16% to 0.49% and are unable to convey the volume of water collected from the system's tributary area. With no detention relief, the Lawrence Lane North storm sewer system is overtaxed resulting in flooding of Lawrence Lane during the 100 -year rainfall event. Based on the 9 - View of July 2011 Street Flooding modeling, the existing Lawrence Lane North system has less than a 2 -year level of service. As part of the upcoming 2013 Drainage Improvements Project this system's conveyance capacity will be increased in size to a 25 -year level of service through the replacement of the existing 18- inch - diameter storm sewer with a new 24- inch - diameter storm sewer. For the North Lawrence Lane System improvements to operate at their maximum potential it is recommended that approximately 500 feet of 18- inch - diameter storm sewer on Meier Road, just east of Lawrence Lane with a new 24- inch - diameter sewer. -10- 8 - View of July 2011 Street The South System storm sewer system is a more complex system, as there are multiple branches of the storm sewer system that discharge into the 42- inch - diameter trunk sewer, or the existing Meier /Lawrence Detention Basin, prior to stor nwater being conveyed out of the Lawrence Lane area. Runoff from Arlington Heights to the west is collected by the 42- inch - diameter sewer located along the south side of Lawrence Lane. This sewer bypasses the Meier /Lawrence Detention Basin and discharges directly into the Meier Road stone sewer system. There are two main storm sewer outfalls from the South System that discharge significant volumes of stormwater into the Meier /Lawrence Detention Basin ( Outfall 1 and Outfall 2). A third storm sewer outfall ( Outfall 3) discharges a small amount of runoff into the Meier /Lawrence Detention Basin from the west half of Meier Road. Detained storm water in the Meier Road /Lawrence Lane Detention Basin is discharged from the basin through a 15- inch - diameter outlet pipe that is restricted by a 9 and 3/8 inch diameter restrictor (Outflow 1). Outflow 1 discharges into the Meier Road storm sewer system. (See Figure 1 for Inflow /Outflow Details) Modeling indicates that Outfall 2 experiences surcharging during a 2 -year storm. The tributary area upstream of Outfall 2 is 9.5 acres as shown in Figure 1. There appears to be an interconntection between the 12- inch - daimeter storm sewer conveying stormwater to Outfall 2 and the 42- inch - diameter system along the east side of Meier Road. This is consistent with review of the St. Cecilia Development Utility Plan which indicates that the interconnection with the 42- inch - dimaeter pipe exists. Since the detention basin capacity is not totally utilized during large storm events because water is diverted to the 42 -inch- dimaeter sewer on Meier Road the detention basin is not fully utilized. This also indicates that existing 42 -inch diameter sewer on Meier Road has sufficient capacity to convey stormwater from its tributary area and the interconnection without backing up into the Meier /Lawrence Detention Basin. -11- 10 - Figure 1 -12- f miau fARV TO NORTH DETENTION BASIN �c�rvo LINDEN PLACE DETENTION BASIN i 11 - Figure 2 Modeling shows the storm sewer system tributary to Outfall 1 is capable of conveying stormwater for the 10 -year storm. Ponding at street level is experienced under the 25 -year storm. Typically overland flow from a tributary area is routed overland to a detention or receiving stream; in the case of the area tributary to Outfall 1 overland flow is tributary to the low lying area of Lawrence Lane. (See Figures 1 and 2 for system and basin details) Stormwater from Arlington Heights is conveyed west to east along the south side of Lawrence Lane in an existing 42- inch - diameter RCP pipe. During the simulated 6 -hour, 2 -year stone, surcharging was experienced; ponding was also observed at several upstream inlets as depicted by the red dots located on -1J- Figure I -2. The last portion of storm sewer modeled was the storm sewer that is located along the east side of Meier Road from Lawrence Lane to Lonnquist Avenue. This system appears to be adequate. A simple representation of this area was included in the model because it is hydrologically connected to the Lawrence Lane storm sewer system being analyzed. InCf9B9anap of St. C&faliB /f �• Su609� ,/ D®9&Nion Basin Juno06 Inrnaeae &tra 4ram 36' to 38' f Inle[•Ci9 M&IINaln glop& Out.4outh4 JJn IMIAI-06 alYd Y Inaeeaa ab dsrno-Al 'r; ,1Nne.�OQ Inrat-09 � Inl� -0T f Ir"t -01 AWIC-03 r :ncraae ®stza Mom 19'4& 24" Marntaln Slops s �... sub If IM4C G7 Juno-13 Su dal. -53 Svy -09. incr&&ga ilea ftm 24'!a 3B" WOPO Inrreeae eim ftnn 15' Ln x$• $utr11 Maimmn elope n Inlat -M Im zok4l .•: Inlet -12 sub as 4.2 DETENTION BASIN RESULTS There are three detention basins that collect runoff from the tributary area south and west of Lawrence Lane. The Meier /Lawrence Detention Basin is located at the southwest corner of Lawrence Lane and Meier Road and the majority of the stormwater generated in the Village of Mount Prospect in the study area south of Lawrence Lane(approximately 22 acres) is tributary to it. The second and third detention basins serve the Linden Place Development and are located in Arlington Heights. For the purpose of this drainage study, the model used flows from these basins calculated using the best available information based on record drawings that depict the design high - water -level and -14- FIGURE I-2 SO4JTk STORM SEWER SYSTEM •PLAN NEW SUMMARY OF IMPROVEMENTS emr T� ems° MOUNT PROSPECT, ILLINaS 4.2 DETENTION BASIN RESULTS There are three detention basins that collect runoff from the tributary area south and west of Lawrence Lane. The Meier /Lawrence Detention Basin is located at the southwest corner of Lawrence Lane and Meier Road and the majority of the stormwater generated in the Village of Mount Prospect in the study area south of Lawrence Lane(approximately 22 acres) is tributary to it. The second and third detention basins serve the Linden Place Development and are located in Arlington Heights. For the purpose of this drainage study, the model used flows from these basins calculated using the best available information based on record drawings that depict the design high - water -level and -14- outfall restrictor size. Overall the Linden Place Detention Basin located adjacent to Lawrence Lane did not have adequate freeboard around its entire perimeter and maintenance appeared to be an issue. The top of the bean elevation should be approximately 692.5 feet; along the east side of this basin, it is less than 691.5 feet. Five acre -feet of storage that was ear- 12 - View of Linden Place Basin, July harked to detain runoff from Arlington Heights was eliminated 2011 as part of the Linden Place Development in 1982; a portion of this runoff was then allowed to flow directly through the 42- inch - diameter South System sewer. The Meier /Lawrence Detention Basin is responsible for the tributary area bound by Lawrence Lane to the north, Prendergast Lane to the south, Noah Terrace to the west and Meier Road to the east. The basin takes in stormwater from a significant area to the south of Prendergast Lane. The model was created assuming the area south of Prendergast Lane is tributary to the detention basin, for a total tributary area of approximately 22.60 acres. Stormwater is routed to the Meier /Lawrence Detention Basin by three smaller systems. In the middle of the Meier /Lawrence Detention Basin, is a large 4'x6' inlet structure with a 15 -inch diameter discharge pipe at approximately 0.40% slope that discharges into a Village manhole in the southwest quadrant of the intersection at Lawrence Lane and Meier Road. A 9 3/8 inch diameter orifice is located in the Village manhole and serves as a restrictor. 13 - Meier /Lawrence Basin Inflow Pipe The 4' x 6' inlet structure was designed with an invert of 683.28 and a high water level of 688.65 for the basin. It has been reported that the residents of the area rarely see this basin filled to capacity, this could be due to the large diameter orifice (9 3/8 -inch) being used as a restrictor on the basin outfall. Because of the outlet size, this basin would only fill up during a very high volume stone event and would drain relatively quickly. Based on the findings of this report, the Meier /Lawrence Detention Basin is functioning below capacity. - 15 - 4.3 OVERALL ASSESSMENT The Lawrence Lane area around the intersection of Lois Court and Lawrence Lane is the low -point in the area watershed and is prone to surface flooding solely based on topography. With the exception of a few stretches of stone sewer, the existing system is not adequate to handle a 2 -year storm, and begins ponding during a 10 -year storm event. The current Lawrence Lane North storm sewers were constructed in the 1960's and the South System sewers in 1978. Due to development and reduction of existing detention, these systems are now over - taxed; this along with the area being the low point in the watershed is the primary reasons for the localized surface flooding. The Village's goal is to provide a storm sewer conveyance system with a 25 -year level of service in areas it is rehabilitating. The level of service provided by projects proposed in this study is to achieve the Village's goal of a 25 -year level of service. This could be accomplished by using a combination of stormwater management techniques including, but not limited to: • Increasing sewer sizes; • Increasing sewer slopes; • Increasing detention basin capacity; • Installing a sewer from the north system to the detention basin to provide relief, • Installing additional stone sewer or detention basin(s); • Increasing size of sewers downstream from subject area; • Providing best management practices and runoff reduction techniques; • Provide detention basin upgrades. Prior to implementing the recommendations in this report, the pipe slopes and sizes downstream of the intersection of Lawrence Lane and Meier Road need to be confirmed. It is also recommended that a topographic survey of all the components of the Linden Place Detention Basin be performed by Arlington Heights and provided to the Village of Mount Prospect. -16- 5.0 RECOMMENDED ALTERNATIVES 5.1 PRIVATE SECTOR IMPROVEMENTS While public sector improvements can help mitigate sewer backups, and alleviate some surface flooding, storm sewer systems are typically not designed to convey stormwater flows in excess of those produced by a 10 -year storm event. During high intensity and duration storm events the sanitary sewer system can begin to take on storm inflow, causing back -up into adjacent homes. A primary cause of flooding in the Lawrence Lane area was back -up through the sump pump or floor drains. The most reliable defense against floor drain 14 - Private Sector Floor Drain backup is to eliminate the pathway for water from public sector sewers to enter a building. This can be accomplished by the installation of overhead plumbing or a sewer backup prevention system. In the case of power failure, backup systems should be in place for the sump pump, either in the form of battery power or a generator. If the sump pump cannot keep up with the storm inflow then the sump pump should be upgraded to one with a higher capacity. If flooding is still an issue, either through overland flooding or floor drains, the homeowners can take preventative measures to improve the stonnwater management on their property. A preventative measure to relieve some of the stonnwater runoff impact is for the property owner to ensure that their property is properly graded. Depressed areas should be removed and runoff should be directed to side yard swales and toward the public right -of -way. Runoff should not be directed toward house foundations, patios or window wells. Where downspouts discharge overland, the ground should be sloped away from adjacent foundations so rainwater does not infiltrate right next to the foundation or unpact window wells. Make sure that downspouts are in good conditions and are attached. Runoff from downspouts should discharge a five feet from all foundations. In addition, all roof gutters should be cleaned regularly and free of debris. If a roof gutter is clogged, it can overflow -17- 15 - Typical Downspout Deficiency and spill directly next to the foundation. Deficient private drainage was observed at the 601 Noah Terrace property. This included surface grades that directed flow back toward foundations, improper downspout connections, and inadequate distance between downspout /sump pump discharge and foundations. Resolution of these items could improve the infiltration impacts to foundation walls and footing drains. It is important that this runoff be directed away from foundations so that the sump pump does not have to repeatedly and continuously pump the same runoff out of its sump. Sump pump discharges should be extended away from the foundation and discharge into side yard swales. If a yard's drainage is not already aided by side yard drainage swales, or the surrounding topography is not conducive to positive overland flow, consider providing an infiltration Swale, or an underdrain system connected to the local sewer to convey runoff away from the property. The property owner should conduct an assessment of their yard to identify areas where swales may be blocked and seek to improve them. The overall condition of the private sector stormwater management items in this neighborhood was very good. Most homes had battery and generator back -up for their sump pumps, displayed good, positive drainage, had downspouts in good condition, and properly graded side yard swales. 5.2 PUBLIC SECTOR IMPROVEMENTS Based on the findings of the hydraulic modeling, field investigation, and the history of the properties, Burns & McDonnell would recommend improvements to the Lawrence Lane North System and the South System, as well as the Meier /Lawrence Detention Basin. In addition, contact should be made with the Village of Arlington Heights regarding improving the freeboard of Linden Place Detention Basin to a minimum of a foot above the existing overflow spillway. In order to provide 25 -year level of service, it is recommended that the existing Lawrence Lane North Sewer System be upgraded to convey stormwater generated by a 25 -year event. In July 2103 the Village awarded the Lawrence Lane portion of the Village of Mount Prospect 2013 Drainage Improvements Project to a contractor. The project's scheduled completion date is in fall 2013. - 18 - 16 - Typical Sideyard Swale In conjunction with the Lawrence Lane portion of the Village of Mount Prospect 2013 Drainage Improvements Project improvements proposed to the Meier /Lawrence Detention Basin, a relief sewer is being installed from the Lawrence Lane North System that will take some stormwater that currently ponds on the street and directs into the detention basin. This would provide relief to the overburdened system during high intensity storm events. The storm sewer system that conveys runoff to the southwest corner ( Outfall 1) of the Meier /Lawrence Detention Basin has the capacity to convey the 10 -year storm event. As this system surcharges, water overflows to the Lawrence Lane area before runoff from a 100 -year event is detained. In order to detain the 100 -year event, it is recommended that approximately 450 feet of sewer be upgraded from a 24 -inch diameter pipe and a 27 -inch diameter pipe to 36 -inch diameter pipe. This will provide 100 -year conveyance to the detention basin which would reduce the amount of runoff that reaches Lawrence Lane from Noah Terrace and St. Cecilia Drive. In addition, the following upgrades to the Meier /Lawrence Detention Basin are presented for consideration: • Increased storage capacity by deepening the bottom of the basin up to two feet or as much as the adjacent inverts allow. This could provide up to an additional acre -foot of storage. The goal of this improvement would be to upgrade the basin to today's standards and provide about 3.78 acre - feet or more of storage. • Provide "dead storage" below the proposed outfall elevation. This dead storage can be in the form of a below ground stone aggregate infiltration cell (dry - well). This infiltration cell would provide additional storage capacity while promoting infiltration of stormwater runoff and improved water quality. For the Meier /Lawrence Detention Basin approximately 0.4 acre /feet of storage could provide based on creating a two -foot thick installation cell. • Provide above ground "dead storage" and replant the bottom of the basin with natural plantings and wetland type plants. By making the basin a "naturalized" or wet -bottom detention basin it will improve the storage capacity, reduce runoff and increase water quality. The Village of Arlington Heights should be contacted regarding the north Linden Place Detention Basin. The top of berm elevation is below the design overflow elevation along the basin's east perimeter. This causes overflow of stonmwater onto the adjacent property instead of entirely through the overflow weir. This berm elevation should be increased such that there is one foot of freeboard around the entire basin. The release structure should be inspected and cleaned, and a regular maintenance routine should be implemented. -19- The impact of these upgrades will be to improve the level of service of the Lawrence Lane North System and the South System as the adjacent detention basins. Burns & McDonnell believes that the upgrades would increase the level of service from a 2 -year level of service to approximately a 25 -year level of service. The best means of improving the stormwater management along Lawrence 17 - View of Linden Basin Overtopping into Lane is to more efficiently convey water out of the area. 600 Noah Terrace Sideyard This can be accomplished by increasing the level of service of the local stone sewer system and maximizing the use of the existing basins. 5.3 SUMMARY In conclusion, a combination of the natural low -lying topography of Lawrence Lane, increase in development, and the decrease in existing stormwater storage have contributed to the flooding conditions experienced on Lawrence Lane between Lois Court and Meier Road. The existing level of service of the storm systems was determined to be less than 2 -year. In order to improve these conditions to a 25 -year level of service, Burns & McDonnell recommends implementing a Lawrence Lane North System Improvement and a South System Improvement in the Lawrence Lane Study Area. The Lawrence Lane North System Improvement would consist of the following upgrades: • Proposed 24 -inch diameter storm sewer along the north side of Lawrence Lane and the west side of Meier Road (Currently under construction as part of the 2013 Stormwater Drainage Improvements Project) • Addition of a relief sewer that is tributary to the Meier/Lawrence Detention Basin(Currently under construction as part of the 2013 Stormwater Drainage Improvements Project) The South System Improvement would consist of the following upgrades: • Proposed 36- inch - diameter pipe (approximately 450 linear feet) and associate lateral sewer upgrades (approximately 450 linear feet) for the southwest system tributary to the Meier /Lawrence Detention Basin (22.6 acres). • Increasing the capacity of the Meier/Lawrence Detention Basin by lowering the elevation of the basin bottom by approximately two feet. • Providing dead storage underground for additional capacity, infiltration & runoff reduction benefits, and water quality. -20- As mentioned previously, to maximum the effectiveness of the North System Improvement, approximately 500 feet of new 24- inch - diameter sewer is proposed along Meier Road from Lawrence Lane to Jodi Court. The estimated costs of the improvements, including design and construction engineering, are shown in the following table: Project Level of Service Cost North System Improvement 25 -Year $486,500.00 South Svstem Improvement 25 -Year $614,500.00 Meier Road Storm Sewer 25 -Year $230,500.00 A more detailed cost breakdown can be found in Appendix J of this report. -21- APPENDIX A NORTH STORM SEWER SYSTEM EXISTING CONDITIONS PLAN AND PROFILE VIEWS 2, 10, 25, 50, 100 YEAR STORMS 'n V Y � Q Z LL 2 Z � o LAS ll^^ ^ VJ LL r O N ' O w LLj � w 5; CD O O z Q Z LLJ Q a LU D 0 W w O J Z m } U) cn c U) z w z O z U) W H � w w w LL I J Z Q g J W H O U) O L` �-z_ w Z N U) Q O LL O W z z� z U N O z O_ N LZ O p z O c U _ O z H X w N O U C 7 M O N C O i C w O a � O z C � x 'n V Y � Q Z LL 2 Z o LAS Z C/) a r O N ' O w LLj � w 5; CD 0 0 z Q Z LLJ Q a LU D 0 W w O J Z m } U) cn c Cn z w Z O D' U) W H N w w w U) LU 3: L ) a w W ° oLL Z N �a o LL O w Z z� z O z O N LZ O p z O c U _ O z H X w N O U C 7 M O N C O i C w O a 0 O z C � I x 'n V Y � Q Z LL 2 Z � o LAS C/) ^ U) LL r O N ' O w LLj � w 5; CD 0 0 z Q Z LLJ Q a LU D 0 W w O J Z m } U) cn c Cn z W z O U) W H M w � �w J w wJ Q �Q w 0 U) oLL �Z w D- Z N _ 0 (D D- 0 w z z (n N Z O_ N LZ O p Z O E U _ O Z H X w N O U C 7 M O N C O i C w O a � O z C � ; 9 1 x 'n V Y � Q Z LL /n F Z LL Z C/) a r O N O W LLJ w CD 00 z 0 Z a ow D 0 W � w r O J Z m } cn c Cn z W Z O D� U) W H � u W w w J J LU �LU ) Q �J w o� W 0 °Z D- Z N _ 0 LL O w z z U ° z� O Z .2 O_ N LZ O p Z O c U _ O Z H X w N O U C 7 co O N C O C S J Q 0 0 0 'Q z JC 'n V Y � Q Z LL /n F q E C ^ VJ LL r O N O W LLJ w CD 0 0 z 0 Z LU LLJ a D � 0 W w r O J } c Z m �Z U w z cn O W LO w W J � LL, J a �J ~ U) w O z LL w O Z N �— _ 0 D- (ifQ LL O w z} z ° o O z O N H O p z O c U — O z H X w N O U C 7 M O N C O C O w a � O z C � 6 IRifaCt Q M1 _ rt - ..rt...........rt............... �poa vo 9w !� — o w ___ L __1__A__1___L__i__A__i__A__i__A __i__A__i __A� • i Li p ! ! ! ! ! ! ! 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Q; PIT' 9 jxs N LL b N ry r d T [•� 8 m m � i i i i i a Q4 98 1949 - - -_ ----- ffw .�_ Y • w a_ W } 4 C $ J m iv °ter Qenm W x � W m m es Po cc 6 R C � J � 7 ❑ W T s Taj Z---9 z U) Q m U) w w J_ W O Of a W w H Ln >- > (/) W 1 [If J m wQ w W z LL Ln Q 20- (� O W LL U 2 0 Ho O z O 0 z O / V Z Ln x W T O J J U w a O a z D c O G a O 0 O Y K Q w w Q 0 (S)uWA43 m = mo o o Q $ x �x � :30 � 3 z 0 a 4 C z U) Q m U) w w J_ W O Of a W w H Ln >- > (/) W 1 [If J m wQ w W z LL Ln Q 20- (� O W LL U 2 0 Ho O z O 0 z O / V Z Ln x W T O J J U w a O a z D c O G a O 0 O Y K Q w w Q 0 (S)uWA43 m = mo o o Q $ x �x � :30 � 3 z APPENDIX C NORTH STORM SEWER SYSTEM PROPOSED CONDITIONS PLAN AND PROFILE VIEWS 2, 10, 25, 50, 100 YEAR STORMS d 2 5 U� / §_ 2 ] / / z ° § o \ \ 0 2 2 L a c h / E L / S ƒ / \ k zI 0� m 7 $ z uZ �W \ 3 � u > 3 \ LU U }\ \ � 0 < \ U 2 w « 0 (/ IL /7 { §\ 0 g / \ 5 0 2 j $ 0 \ ƒ \ \ � ? . f � f \ 2 / � f ) e ] .■ # 'n V Y � Q Z LL /n F q 0 C/) a w r N W W > 00 O� 0 0 z Z Z W W a O 0 2i 0 W w r CD J Z m lo� cn c �Z wz wj O z �U) W H N cn w w wJ U �_ - LL w O U) w �z D- Z cV M: E O 0 a z w ~ z } 0 o z O N O � z O U w U) O D- o a N O U C 7 Cl) O N C O i C O w a � O z W d 2 5 \/_ � U / 0- § \ /± > ° / o \ \ 0 2 2 L a c h / E L / S ƒ / \ k zI U m 7 $ z u( 4 0 z 3 u> LU -j E / §� § G O 3 ? 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Ce C P L__L --- 1 1 g L__1 --- L__1 1 1 1 • 1 . 1 1 • 1 • 1 . 1 1 1 1 1 1 1 1 } w w J_ LL O Of a w U) U D) O� Z 0 O w; Z J r w w J (n J LL w 0¢ D- O D- LL 0 o O z� 2 0 ❑ Z O U w 0 D- o CL Q F N o 0 0 Y Q w F d pi S 4 iFA i>'i !+ Vi Fe Y .(Vpi Ffi'i iFtl PY v9 Q'' 5 ° ¢ x xggg5 egF�l3 a* cv 2 F = J F cIr J j o =X f� .t f ed 8 M O ,.,1 O � W lL�y�C.yj! g ��NLf g � r N M1 rt CJ Cd 4 yZ Ld LL'! `��-,{ .1 m-W IB .S ig c ME PH w w J_ LL O Of a w U) U D) O� Z 0 O w; Z J r w w J (n J LL w 0¢ D- O D- LL 0 o O z� 2 0 ❑ Z O U w 0 D- o CL Q F N o 0 0 Y Q w F d pi S 4 iFA i>'i !+ Vi Fe Y .(Vpi Ffi'i iFtl PY v9 Q'' 5 ° ¢ x xggg5 egF�l3 a* cv 2 F = J F cIr J j o =X f� .t f APPENDIX D SOUTH STORM SEWER SYSTEM PROPOSED CONDITIONS PLAN AND PROFILE VIEWS 2, 10, 25, 50, 100 YEAR STORMS Y N M z C C 'n F V Z Z a W_ w w > N OO J N Z d W LJJ O C L U) O O m m U) z co = c N z W H O �:Z Z N � W C � � ` = w W J !n -j J J 0 - (p z Lu o < w O Fn M z N 0 D- EL ° W z LO 0 N b c = O c Z g O H c cl O U W Q °o cD O 0 c oc o CD a c a O O C � x Y N M Z C C 'n F V � 2Z Z a W_ w w > ° N O O J o ° N Z Z a O W LJJ O C L U) O O 9 z m co = c N z Z W O �W Z c `= W H N ,w LU w J Lu E _ H U) ? 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P. . 1 ; g ugNWg3 Q F a N v o" J MM 0 } G g g Ri 9 Cd L� G9 rgr.S� g � YYi 8 9 9 v3 r�i .i Z Q m U) W_ w J_ LL O D_ LO r 1 w V LL 2 w� �z U) w r� W L J W W LL � Z OQ w x} ~ CD O� U) z O H d z O U cl w U) O D_ O D_ T O z J J H U w D_ O D_ z D c O G a F � O Y K Q w Li Q r •� ga ti* rya v q Ka c. ITI is na O a g F. P. . 1 ; g ugNWg3 Q F a N v o" J MM APPENDIX E NORTH STORM SEWER SYSTEM EXISTING CONDITIONS ANALYSIS RESULTS 2, 10, 25, 50, 100 YEAR STORMS Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (NOrth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 2 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 08:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 7 Number of links ........... 6 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.91 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Outf -001 OUTFALL 681.21 682.71 0.00 Inlet Summary Inlet * Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft % Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.62 687.52 10.00 682.62 0.00 Inlet -02 FHWA HEC -22 GENERIC. N/A On Sag 1 683.48 687.33 10.00 683.48 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.67 688.07 10.00 684.67 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.84 688.09 10.00 684.84 0.00 .......................... Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Mannidg's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft / ft ft in _ _ _ _ _ _ _ _ _ _ ___ _ _ _ _ _ __ _ _ __ ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet 04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link * From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Outf -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.4729 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.2848 0.0130 Link_ 04 Junc -01 Inlet -02 CONDUIT 195.0 0.2205 0.0130 Link 05 Inlet -03 Junc -0 1 CONDUIT 156.0 0.4872 0.0130 Link 06 Inlet -04 Inlet -03 CONDUIT 109.0 0.1560 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Autodesk Storm and Sanitary Analysis Link -01 CIRCULAR Link -02 CIRCULAR Link -03 CIRCULAR Link_ 04 CIRCULAR Link 05 CIRCULAR Link 06 CIRCULAR 1.50 1.50 1.50 1.00 1.00 1.00 1.50 1 1.50 1.50 1 1.00 1 1.00 1 1.00 1 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity e - ft nches Total * Precipitatio * * * * * * ** 0.691 0.857 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * * * ** * ** Volume Volume Flow Routing Continuity acre -ft Mgallons External * Inflow * * * * * * * * * ** 0.000 0.000 External Outflow ......... 0.299 0.081 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.317 ******** * * * * * * ******** *.******* * * * * * * ** Runoff Coefficient Computations Report ******* **** * * ** * ** * *** * ******** * * * * * ** Subbasln Sub -01 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 0.93 Composite Area & Weighted Runoff Coeff. 0.93 Subbas n Sub -02 Soil /Surface Description (ac re s) ---------------------------------------------------------------------- 1.85 Composite Area & Weighted Runoff Coeff. 1.85 Subbas n Sub -03 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 2.91 Composite Area & Weighted Runoff Coeff. 2.91 Subbas n Sub -09 Area Soil /Surface Description (acres) 3.29 Composite Area & Weighted Runoff Coeff. 3.29 **************************************** * * * * **************** * * * * * * * * * ** FAA (Federal Aviation Agency) Time of Concentration Computations Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbas n Sub -01 Runoff Coefficient: 0.60 Flaw Length (ft): 189.00 Slope (8): 1.91 Computed TIC (minutes): 11.09 Subbas n Sub -02 Runoff Coefficient: 0.60 Flow Length (f t): 235.00 Slope (8): 0.82 Computed TIC (minutes): 19.79 Subbasln Sub -03 Runoff Coefficient: 0.60 Flow Length (f t): 733.00 Slope (8): 2.01 Computed TIC (minutes): 19.31 Subbas n Sub -09 Runoff Coefficient: 0.60 Flaw Length (ft): 700.00 Slope (8): 2.30 Computed TIC (minutes): 18.09 * * * * * ** * * * ** * * * * * * ** * ** Subbasin Runoff Summary 1.77 1.77 1.77 0.79 0.79 0.79 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 0.38 7.93 0.38 7.22 0.38 5.61 0.25 1.67 0.25 2.99 0.25 1.91 Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Time of ID u P "recip Intensity Runoff Runoff Runoff Concentration in in /hr in cfs Coeff days hh: mm:ss Sub -01 0.65 3.54 0.39. 1.98 0.600 0 00:11:02 Sub -02 0.81 3.29 0.48 3.66 0.600 0 00:14:44 Sub -03 0.92 2.85 0.55 4.98 0.600 0 00:19:18 Sub -04 0.89 2.96 0.53 5.85 0.600 0 00:18:02 Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:- acre -in minutes hh: mN:ss Junc -01 0.20 3.59 687.50 0 00:15 0 0 0:00:00 Junc -02 0.10 2.64 684.65 0 00:15 0 0 0:00:00 Outf -001 0.09 1.50 682.71 0 00:12 0 0 0:00:00 ................. Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days Ed: Pro June -01 JUNCTION 0.00 3.43 0 00:06 0.00 Junc -02 JUNCTION 0.00 10.31 0 00:16 0.00 Outf -001 OUTFALL 0.00 9.42 0 00:15 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 3.18 688.39 0.87 0 00:15 Inlet -02 7.48 687.73 0.40 0 00:15 Inlet -03 10.43 689.66 1.59 0 00:11 Inlet -04 12.20 690.25 2.16 0 00:11 Inlet Flow Summary .................. Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes Inlet -01 1.97 1.97 - - - 0.000 0 Inlet -02 3.65 3.65 - - - 0.018 1 Inlet -03 4.98 4.98 - - - 0.789 17 Inlet -04 5.85 5.85 - - - 1.432 17 Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Outf -001 21.09 2.08 9.42 System 21.09 2.08 9.42 ................. Link Flow Summary ................. Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth nutes ___ mi ........ - - -- Link -01 CONDUIT 0 00:15 5.33 1.00 9.42 7.43 1.27 1.00 3 SURCHARGED Link -02 CONDUIT 0 00:16 5.83 1.00 10.31 7.22 1.43 1.00 4 SURCHARGED Link -03 CONDUIT 0 00:13 3.55 1.00 6.27 5.61 1.12 1.00 7 SURCHARGED Link -04 CONDUIT 0 00:28 4.30 1.00 3.34 1.67 2.00 1.00 21 SURCHARGED Link -05 CONDUIT 0 00:06 4.37 1.00 3.43 2.49 1.38 1.00 29 SURCHARGED Link -06 CONDUIT 0 00:34 3.00. 1.00 2.36 1.41 1.68 1.00 29 SURCHARGED Highest Flaw Instability Indexes . ........................... Link Link -05 (6) Link Link -04 (6) Link Link 06 (5) Link Link 03 (4) Autodesk Storm and Sanitary Analysis Link Link -02 (2) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -02 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. Analysis began on. Wed Feb 06 08:07:55 2013 Analysis ended on. Wed Feb 06 08:07:56 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (NOrth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 10 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 08:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 7 Number of links ........... 6 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.91 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Outf -001 OUTFALL 681.21 682.71 0.00 Inlet Summary Inlet * Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft % Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.62 687.52 10.00 682.62 0.00 Inlet -02 FHWA HEC -22 GENERIC. N/A On Sag 1 683.48 687.33 10.00 683.48 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.67 688.07 10.00 684.67 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.84 688.09 10.00 684.84 0.00 .......................... Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Mannidg's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft / ft ft in _ _ _ _ _ _ _ _ _ _ ___ _ _ _ _ _ __ _ _ __ ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet 04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link * From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Outf -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.4729 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.2848 0.0130 Link_ 04 Junc -01 Inlet -02 CONDUIT 195.0 0.2205 0.0130 Link 05 Inlet -03 Junc -0 1 CONDUIT 156.0 0.4872 0.0130 Link 06 Inlet -04 Inlet -03 CONDUIT 109.0 0.1560 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Autodesk Storm and Sanitary Analysis Link -01 CIRCULAR Link -02 CIRCULAR Link -03 CIRCULAR Link_ 04 CIRCULAR Link 05 CIRCULAR Link 06 CIRCULAR 1.50 1.50 1.50 1.00 1.00 1.00 1.50 1 1.50 1.50 1 1.00 1 1.00 1 1.00 1 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity e - ft nches ***************e * * * ** ** * ** Total Precipitation ...... 0.946 1.265 Continuity Error (8) ..... 0.405 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing Continuity acre -ft Mgallons External * Inflow * * * * * * * * * ** 0.000 0.000 External Outflow ......... 0.286 0.093 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.447 ******** * * * * * * ******** *.******* * * * * * * ** Runoff Coefficient Computations Report ******* **** * * ** * ** * *** * ******** * * * * * ** Subbasln Sub -01 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 0.93 Composite Area & Weighted Runoff Coeff. 0.93 Subbas n Sub -02 Soil /Surface Description (ac re s) ---------------------------------------------------------------------- 1.85 Composite Area & Weighted Runoff Coeff. 1.85 Subbas n Sub -03 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 2.91 Composite Area & Weighted Runoff Coeff. 2.91 Subbas n Sub -09 Area Soil /Surface Description (acres) 3.29 Composite Area & Weighted Runoff Coeff. 3.29 **************************************** * * * * **************** * * * * * * * * * ** FAA (Federal Aviation Agency) Time of Concentration Computations Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbas n Sub -01 Runoff Coefficient: 0.60 Flaw Length (ft): 189.00 Slope (8): 1.41 Computed TIC (minutes): 11.04 Subbas n Sub -02 Runoff Coefficient: 0.60 Flow Length (f t): 235.00 Slope (8): 0.82 Computed TIC (minutes): 14.74 Subbasln Sub -03 Runoff Coefficient: 0.60 Flow Length (f t): 733.00 Slope (8): 2.01 Computed TIC (minutes): 19.31 Subbas n Sub -09 Runoff Coefficient: 0.60 Flaw Length (ft): 700.00 Slope (8): 2.30 Computed TIC (minutes): 18.04 * * * * * ** * * * ** * * * * * * ** * ** Subbasin Runoff Summary 1.77 1.77 1.77 0.79 0.79 0.79 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 0.38 7.43 0.38 7.22 0.38 5.61 0.25 1.67 0.25 2.49 0.25 1.41 Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Time of ID u P "recip Intensity Runoff Runoff Runoff Concentration in in /hr in cfs Coeff days hh: mm:ss Sub -01 0.96 5.25 0.58 2.93 0.600 0 00:11:02 Sub -02 1.19 4.86 0.71 5.40 0.600 0 00:14:44 Sub -03 1.36 4.21 0.81 7.35 0.600 0 00:19:18 Sub -04 1.31 4.37 0.79 8.63 0.600 0 00:18:02 Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:- acre -in minutes hh: mN:ss Junc -01 0.22 3.99 687.90 0 00:20 0 0 0:00:00 Junc -02 0.11 2.37 684.38 0 00:10 0 0 0:00:00 Outf -001 0.09 1.50 682.71 0 00:09 0 0 0:00:00 ................. Node Flow Summary ................. Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days Ed: Pro June -01 JUNCTION 0.00 3.47 0 00:34 0.00 Junc -02 JUNCTION 0.00 8.71 0 00:12 0.00 Outf -001 OUTFALL 0.00 8.85 0 00:12 0.00 ................... Inlet Depth Summary ................... Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 5.70 687.87 0.35 0 00:10 Inlet -02 11.24 689.03 1.70 0 00:09 Inlet -03 15.04 689.86 1.79 0 00:04 Inlet -04 17.36 692.38 4.29 0 00:04 Inlet Flow Summary .................. Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes Inlet -01 2.91 2.91 - - - 0.000 0 Inlet -02 5.38 5.38 - - - 0.269 4 Inlet -03 7.33 7.33 - - - 1.705 22 Inlet -04 8.62 8.62 - - - 1.915 26 ....................... Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Outf -001 21.04 2.23 8.85 System 21.04 2.23 8.85 ................. Link Flow Summary ................. Link ID Element Tim of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec If cfs Flow Depth minutes - - - - - - - - - - - - - - - ------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------ - - - - - - - - - - - ---- - - - - -- ----- - - - - -- Link 01 CONDUIT 0 00:12 5.01 1.00 8.85 7.43 1.19 1.00 9 SURCHARGED Link -02 CONDUIT 0 00:12 4.93 1.00 8.71 7.22 1.21 1.00 10 SURCHARGED Link_ 03 CONDUIT 0 00:19 4.34 1.00 7.66 5.61 1.37 1.00 12 SURCHARGED Link -04 CONDUIT 0 00:29 4.36 1.00 3.38 1.67 2.02 1.00 24 SURCHARGED Link -05 CONDUIT 0 00:34 4. 42 1.00 3.47 2.49 1.40 1.00 33 SURCHARGED Link 06 CONDUIT 0 00:04 2.27 1.00 1.78 1.41 1.27 1.00 33 SURCHARGED . ............................... Highest Flaw Instability Indexes . ............................... Link Link -05 (6) Link Link -04 (6) Link Link 06 (5) Link Link 03 (4) Autodesk Storm and Sanitary Analysis Link Link -02 (3) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -02 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. Analysis began on. Wed Feb 06 08:09:92 2013 Analysis ended on. Wed Feb 06 08:09:92 2013 Total elapsed time: < 1 sec Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (NOrth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 25 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 08:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 7 Number of links ........... 6 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.91 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Outf -001 OUTFALL 681.21 682.71 0.00 Inlet Summary Inlet * Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft % Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.62 687.52 10.00 682.62 0.00 Inlet -02 FHWA HEC -22 GENERIC. N/A On Sag 1 683.48 687.33 10.00 683.48 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.67 688.07 10.00 684.67 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.84 688.09 10.00 684.84 0.00 .......................... Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Mannidg's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft / ft ft in _ _ _ _ _ _ _ _ _ _ ___ _ _ _ _ _ __ _ _ __ ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet 04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link * From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Outf -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.4729 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.2848 0.0130 Link_ 04 Junc -01 Inlet -02 CONDUIT 195.0 0.2205 0.0130 Link 05 Inlet -03 Junc -0 1 CONDUIT 156.0 0.4872 0.0130 Link 06 Inlet -04 Inlet -03 CONDUIT 109.0 0.1560 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Autodesk Storm and Sanitary Analysis Link -01 CIRCULAR Link -02 CIRCULAR Link -03 CIRCULAR Link_ 04 CIRCULAR Link 05 CIRCULAR Link 06 CIRCULAR 1.50 1.50 1.50 1.00 1.00 1.00 1.50 1 1.50 1.50 1 1.00 1 1.00 1 1.00 1 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity e - ft nches Total * Precipitatio * * * * * * ** 1.166 1.558 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing Continuity acre -ft Mgallons External * Inflow * * * * * * * * * ** 0.000 0.000 External Outflow ......... 0.336 0.110 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.968 ******** * * * * * * ******** *.******* * * * * * * ** Runoff Coefficient Computations Report ******* **** * * ** * ** * *** * ******** * * * * * ** Subbasln Sub -01 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 0.93 Composite Area & Weighted Runoff Coeff. 0.93 Subbas n Sub -02 Soil /Surface Description (ac re s) ---------------------------------------------------------------------- 1.85 Composite Area & Weighted Runoff Coeff. 1.85 Subbas n Sub -03 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 2.91 Composite Area & Weighted Runoff Coeff. 2.91 Subbas n Sub -09 Area Soil /Surface Description (acres) 3.29 Composite Area & Weighted Runoff Coeff. 3.29 **************************************** * * * * **************** * * * * * * * * * ** FAA (Federal Aviation Agency) Time of Concentration Computations Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbas n Sub -01 Runoff Coefficient: 0.60 Flaw Length (ft): 189.00 Slope (8): 1.91 Computed TIC (minutes): 11.09 Subbas n Sub -02 Runoff Coefficient: 0.60 Flow Length (f t): 235.00 Slope (8): 0.82 Computed TIC (minutes): 19.79 Subbasln Sub -03 Runoff Coefficient: 0.60 Flow Length (f t): 733.00 Slope (8): 2.01 Computed TIC (minutes): 19.31 Subbas n Sub -09 Runoff Coefficient: 0.60 Flaw Length (ft): 700.00 Slope (8): 2.30 Computed TIC (minutes): 18.09 * * * * * ** * * * ** * * * * * * ** * ** Subbasin Runoff Summary 1.77 1.77 1.77 0.79 0.79 0.79 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 0.38 7.93 0.38 7.22 0.38 5.61 0.25 1.67 0.25 2.99 0.25 1.91 Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Time of ID u P "recip Intensity Runoff Runoff Runoff Concentration in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.18 6.45 0.71 3.60 0.600 0 00:11:02 Sub -02 1.46 5.99 0.88 6.65 0.600 0 00:14:44 Sub -03 1.67 5.19 1.00 9.06 0.600 0 00:19:18 Sub -04 1.62 5.39 0.97 10.64 0.600 0 00:18:02 Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:- acre -in minutes hh: mN:ss Junc -01 0.23 4.11 688.02 0 00:03 0 0 0:00:00 Junc -02 0.14 3.12 685.13 0 00:10 0 0 0:00:00 Outf -001 0.10 1.50 682.71 0 00:07 0 0 0:00:00 ................. Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days Ed: Pro June -01 JUNCTION 0.00 3.62 0 00:03 0.00 Junc -02 JUNCTION 0.00 11.76 0 00:11 0.00 Outf -001 OUTFALL 0.00 10.65 0 00:11 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 7.33 689.32 1.80 0 00:11 Inlet -02 13.73 688.92 1.59 0 00:08 Inlet -03 18.12 689.58 1.51 0 00:03 Inlet -04 20.74 688.55 0.46 0 00:04 Inlet Flow Summary .................. Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes Inlet -01 3.59 3.59 - - - 0.000 0 Inlet -02 6.63 6.63 - - - 1.102 12 Inlet -03 9.05 9.05 - - - 2.499 28 Inlet -04 10.62 10.62 - - - 3.927 30 Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Outf -001 20.83 2.57 10.65 System 20.83 2.57 10.65 ................. Link Flow Summary ................. Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth nutes ___ mi ........ - - -- Link -01 CONDUIT 0 00:11 6.03 1.00 10.65 7.43 1.43 1.00 13 SURCHARGED Link -02 CONDUIT 0 00:11 6.65 1.00 11.76 7.22 1.63 1.00 13 SURCHARGED Link -03 CONDUIT 0 00:21 4.29 1.00 7.50 5.61 1.34 1.00 13 SURCHARGED Link -04 CONDUIT 0 00:30 4.43 1.00 3.42 1.67 2.04 1.00 25 SURCHARGED Link -05 CONDUIT 0 00:03 4.61 1.00 3.62 2.49 1.45 1.00 32 SURCHARGED Link -06 CONDUIT 0 00:03 2.54 1.00 1.9.9 1.41 1.42 1.00 32 SURCHARGED Highest Flaw Instability Indexes . ........................... Link Link -05 (6) Link Link -04 (6) Link Link 06 (5) Link Link 03 (4) Autodesk Storm and Sanitary Analysis Link Link -02 (3) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -02 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. Analysis began on. Wed Feb 06 08:11:07 2013 Analysis ended on. Wed Feb 06 08:11:07 2013 Total elapsed time: < 1 sec Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (NOrth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 50 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 08:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 7 Number of links ........... 6 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.91 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Outf -001 OUTFALL 681.21 682.71 0.00 Inlet Summary Inlet * Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft % Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.62 687.52 10.00 682.62 0.00 Inlet -02 FHWA HEC -22 GENERIC. N/A On Sag 1 683.48 687.33 10.00 683.48 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.67 688.07 10.00 684.67 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.84 688.09 10.00 684.84 0.00 .......................... Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Mannidg's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft / ft ft in _ _ _ _ _ _ _ _ _ _ ___ _ _ _ _ _ __ _ _ __ ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet 04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link * From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Outf -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.4729 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.2848 0.0130 Link_ 04 Junc -01 Inlet -02 CONDUIT 195.0 0.2205 0.0130 Link 05 Inlet -03 Junc -0 1 CONDUIT 156.0 0.4872 0.0130 Link 06 Inlet -04 Inlet -03 CONDUIT 109.0 0.1560 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Autodesk Storm and Sanitary Analysis Link -01 CIRCULAR Link -02 CIRCULAR Link -03 CIRCULAR Link_ 04 CIRCULAR Link 05 CIRCULAR Link 06 CIRCULAR 1.50 1.50 1.50 1.00 1.00 1.00 1.50 1 1.50 1.50 1 1.00 1 1.00 1 1.00 1 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity e - ft nches Total Precipitatio * * * ** 1.:369 1.829 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing Continuity acre -ft Mgallons External * Inflow * * * * * * * * * ** 0.000 0.000 External Outflow ......... 0.316 0.103 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.557 ******** * * * * * * ******** *.******* * * * * * * ** Runoff Coefficient Computations Report ******* **** * * ** * ** * *** * ******** * * * * * ** Subbasln Sub -01 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 0.93 Composite Area & Weighted Runoff Coeff. 0.93 Subbas n Sub -02 Soil /Surface Description (ac re s) ---------------------------------------------------------------------- 1.85 Composite Area & Weighted Runoff Coeff. 1.85 Subbas n Sub -03 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 2.91 Composite Area & Weighted Runoff Coeff. 2.91 Subbas n Sub -09 Area Soil /Surface Description (acres) 3.29 Composite Area & Weighted Runoff Coeff. 3.29 **************************************** * * * * **************** * * * * * * * * * ** FAA (Federal Aviation Agency) Time of Concentration Computations Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbas n Sub -01 Runoff Coefficient: 0.60 Flaw Length (ft): 189.00 Slope (8): 1.91 Computed TIC (minutes): 11.09 Subbas n Sub -02 Runoff Coefficient: 0.60 Flow Length (f t): 235.00 Slope (8): 0.82 Computed TIC (minutes): 19.79 Subbasln Sub -03 Runoff Coefficient: 0.60 Flow Length (f t): 733.00 Slope (8): 2.01 Computed TIC (minutes): 19.31 Subbas n Sub -09 Runoff Coefficient: 0.60 Flaw Length (ft): 700.00 Slope (8): 2.30 Computed TIC (minutes): 18.09 * * * * * ** * * * ** * * * * * * ** * ** Subbasin Runoff Summary 1.77 1.77 1.77 0.79 0.79 0.79 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 0.38 7.93 0.38 7.22 0.38 5.61 0.25 1.67 0.25 2.99 0.25 1.91 Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Time of ID u P "recip Intensity Runoff Runoff Runoff Concentration in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.39 7.59 0.84 4.24 0.600 0 00:11:02 Sub -02 1.72 7.03 1.03 7.81 0.600 0 00:14:44 Sub -03 1.96 6.09 1.18 10.64 0.600 0 00:19:18 Sub -04 1.90 6.32 1.14 12.48 0.600 0 00:18:02 Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:- acre -in minutes hh: mN:ss Junc -01 0.23 3.90 687.81 0 00:21 0 0 0:00:00 Junc -02 0.12 2.89 684.90 0 00:11 0 0 0:00:00 Outf -001 0.10 1.50 682.71 0 00:06 0 0 0:00:00 ................. Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days Ed: Pro June -01 JUNCTION 0.00 3.85 0 00:03 0.00 Junc -02 JUNCTION 0.00 9.96 0 00:11 0.00 Outf -001 OUTFALL 0.00 10.27 0 00:11 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 8.81 687.87 0.35 0 00:11 Inlet -02 15.92 689.11 1.78 0 00:07 Inlet -03 20.77 690.58 2.51 0 00:03 Inlet -04 23.71 688.61 0.52 0 00:03 Inlet Flow Summary .................. Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes Inlet -01 4.23 4.23 - - - 0.013 0 Inlet -02 7.80 7.80 - - - 0.813 10 Inlet -03 10.63 10.63 - - - 2.876 30 Inlet -04 12.48 12.48 - - - 4.666 31 Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Outf -001 20.81 2.40 10.27 System 20.81 2.40 10.27 ................. Link Flow Summary ................. Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth nutes ___ mi ........ - - -- Link -01 CONDUIT 0 00:11 5.81 1.00 10.27 7.43 1.38 1.00 13 SURCHARGED Link -02 CONDUIT 0 00:11 5.63 1.00 9.96 7.22 1.38 1.00 13 SURCHARGED Link -03 CONDUIT 0 00:19 4.19 1.00 7.40 5.61 1.32 1.00 14 SURCHARGED Link -04 CONDUIT 0 00:30 4.43 1.00 3.42 1.67 2.04 1.00 25 SURCHARGED Link -05 CONDUIT 0 00:03 4.91 1.00 3.85 2.49 1.55 1.00 32 SURCHARGED Link -06 CONDUIT 0 00:03 2.78 1.00 2.18 1.41 1.55 1.00 32 SURCHARGED Highest Flaw Instability Indexes . ........................... Link Link -04 (6) Link Link -05 (6) Link Link 03 (5) Link Link 06 (5) Autodesk Storm and Sanitary Analysis Link Link -02 (3) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -02 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. Analysis began on. Wed Feb 06 08:12:48 2013 Analysis ended on. Wed Feb 06 08:12:48 2013 Total elapsed time: < 1 sec Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (NOrth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 100 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 08:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 7 Number of links ........... 6 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.91 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Outf -001 OUTFALL 681.21 682.71 0.00 Inlet Summary Inlet * Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft % Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.62 687.52 10.00 682.62 0.00 Inlet -02 FHWA HEC -22 GENERIC. N/A On Sag 1 683.48 687.33 10.00 683.48 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.67 688.07 10.00 684.67 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.84 688.09 10.00 684.84 0.00 .......................... Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Mannidg's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft / ft ft in _ _ _ _ _ _ _ _ _ _ ___ _ _ _ _ _ __ _ _ __ ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet 04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link * From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Outf -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.4729 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.2848 0.0130 Link_ 04 Junc -01 Inlet -02 CONDUIT 195.0 0.2205 0.0130 Link 05 Inlet -03 Junc -0 1 CONDUIT 156.0 0.4872 0.0130 Link 06 Inlet -04 Inlet -03 CONDUIT 109.0 0.1560 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Autodesk Storm and Sanitary Analysis Link -01 CIRCULAR Link -02 CIRCULAR Link -03 CIRCULAR Link_ 04 CIRCULAR Link 05 CIRCULAR Link 06 CIRCULAR 1.50 1.50 1.50 1.00 1.00 1.00 1.50 1 1.50 1.50 1 1.00 1 1.00 1 1.00 1 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity e - ft nches Total Precipitatio * * * ** 1.609 2.193 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing Continuity acre -ft Mgallons External * Inflow * * * * * * * * * ** 0.000 0.000 External Outflow ......... 0.332 0.108 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.593 ******** * * * * * * ******** *.******* * * * * * * ** Runoff Coefficient Computations Report ******* **** * * ** * ** * *** * ******** * * * * * ** Subbasln Sub -01 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 0.93 Composite Area & Weighted Runoff Coeff. 0.93 Subbas n Sub -02 Soil /Surface Description (ac re s) ---------------------------------------------------------------------- 1.85 Composite Area & Weighted Runoff Coeff. 1.85 Subbas n Sub -03 Area Soil /Surface Description (ac es) -----------------------------------------------------------T----------- 2.91 Composite Area & Weighted Runoff Coeff. 2.91 Subbas n Sub -09 Area Soil /Surface Description (acres) 3.29 Composite Area & Weighted Runoff Coeff. 3.29 **************************************** * * * * **************** * * * * * * * * * ** FAA (Federal Aviation Agency) Time of Concentration Computations Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbas n Sub -01 Runoff Coefficient: 0.60 Flaw Length (ft): 189.00 Slope (8): 1.91 Computed TIC (minutes): 11.09 Subbas n Sub -02 Runoff Coefficient: 0.60 Flow Length (f t): 235.00 Slope (8): 0.82 Computed TIC (minutes): 19.79 Subbasln Sub -03 Runoff Coefficient: 0.60 Flow Length (f t): 733.00 Slope (8): 2.01 Computed TIC (minutes): 19.31 Subbas n Sub -09 Runoff Coefficient: 0.60 Flaw Length (ft): 700.00 Slope (8): 2.30 Computed TIC (minutes): 18.09 * * * * * ** * * * ** * * * * * * ** * ** Subbasin Runoff Summary 1.77 1.77 1.77 0.79 0.79 0.79 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 0.38 7.93 0.38 7.22 0.38 5.61 0.25 1.67 0.25 2.99 0.25 1.91 Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Time of ID u P "recip Intensity Runoff Runoff Runoff Concentration in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.63 8.88 0.98 4.96 0.600 0 00:11:02 Sub -02 2.01 8.24 1.21 9.14 0.600 0 00:14:44 Sub -03 2.30 7.14 1.38 12.46 0.600 0 00:19:18 Sub -04 2.22 7.41 1.33 14.62 0.600 0 00:18:02 Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:- acre -in minutes hh: mN:ss Junc -01 0.24 3.89 687.80 0 00:09 0 0 0:00:00 Junc -02 0.13 3.09 685.10 0 00:11 0 0 0:00:00 Outf -001 0.10 1.50 682.71 0 00:06 0 0 0:00:00 ................. Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days Ed: Pro June -01 JUNCTION 0.00 3.92 0 00:03 0.00 Junc -02 JUNCTION 0.00 10.92 0 00:11 0.00 Outf -001 OUTFALL 0.00 10.58 0 00:10 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 10.36 687.86 0.34 0 00:09 Inlet -02 18.25 688.90 1.57 0 00:06 Inlet -03 23.65 690.48 2.41 0 00:03 Inlet -04 26.91 692.38 4.29 0 00:03 Inlet Flow Summary .................. Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes Inlet -01 4.95 4.95 - - - 0.081 2 Inlet -02 9.13 9.13 - - - 0.968 11 Inlet -03 12.44 12.44 - - - 3.234 31 Inlet -04 14.61 14.61 - - - 4.9.34 31 Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Outf -001 20.93 2.51 10.58 System 20.93 2.51 10.58 ................. Link Flow Summary ................. Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth nutes ___ mi ........ - - -- Link -01 CONDUIT 0 00:10 5.99 1.00 10.58 7.43 1.42 1.00 14 SURCHARGED Link -02 CONDUIT 0 00:11 6.18 1.00 10.92 7.22 1.51 1.00 14 SURCHARGED Link -03 CONDUIT 0 00:19 4.17 1.00 7.36 5.61 1.31 1.00 15 SURCHARGED Link -04 CONDUIT 0 00:31 4.48 1.00 3.42 1.67 2.05 1.00 25 SURCHARGED Link -05 CONDUIT 0 00:03 5.13 1.00 3.92 2.49 1.58 1.00 33 SURCHARGED Link -06 CONDUIT 0 00:03 2.80: 1.00 2.20 1.41 1.56 1.00 33 SURCHARGED Highest Flaw Instability Indexes . ........................... Link Link -04 (6) Link Link -05 (6) Link Link 03 (5) Link Link 06 (4) Autodesk Storm and Sanitary Analysis Link Link -02 (9) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to maxim elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -02 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. Analysis began on. Wed Feb 06 08:13:59 2013 Analysis ended on. Wed Feb 06 08:19:00 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis APPENDIX F SOUTH STORM SEWER SYSTEM EXISTING CONDITIONS ANALYSIS RESULTS 2, 10, 25, 50, 100 YEAR STORMS Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (SOUth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 2 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 23 Number of links ........... 19 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 688.87 696.30 0.00 Junc -05 JUNCTION 6.89.08 694.80 0.00 Junc -06 JUNCTION 690.65 695.00 0.00 Junc -13 JUNCTION 689.99 696.20 0.00 Out - So uthl OUTFALL 681.22 684.72 0.00 Out - Southl OUTFALL 686.25 688.75 0.00 Out- So Uth3 OUTFALL 687.00 688.00 0.00 Inlet Summary Inlet Inlet. Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.97 692.00 10.00 682.97 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.87 691.80 10.00 686.87 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 688.44 691.50 10.00 688.44 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 691.51 699.10 10.00 691.51 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 687.04 692.20 10.00 687.04 0.00 Inlet -08 FHWA HEC -22 GENERIC. N/A On Sag 1 690.33 699.20 10.00 690.33 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 690.36 695.90 10.00 690.36 0.00 Inlet -11 FHWA HEC -22 GENERIC. N/A On Sag 1 691.93 699.90 10.00 691.93 0.00 Inlet -12 FHWA HEC -22 GENERIC N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Roadway and Gutter Summary Autodesk Storm and Sanitary Analysis Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope CONDUIT 730.0 0.0890 ft /ft ft /ft __ _ _ _ _ _ __ ft / ft _ _ _ _ _ _ ft _ __ _ _ __ in ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -12 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2. 00 2.00. Link Summary Link From Node To Node Element Length Slope Manning's' Coeff. ID 9.02 - Type ft 8 Roughness 0.60 Link -08 Junc -03 Junc -02 CONDUIT 730.0 0.0890 0.0130 Runoff Link -09 Inlet -06 Junc -03 CONDUIT 46.0 0.5000 0.0130 0.60 Link -10 Inlet -07 Inlet -06 CONDUIT 438.0 0.8356 0.0130 Link 11 Junc -04 Inlet -07 CONDUIT 156.0 0.6282 0.0130 Link_ 12 Junc -05 Junc -04 CONDUIT 42.0 0.5000 0.0130 Link -13 Inlet -08 Junc -05 CONDUIT 250.0 0.5000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 0.5000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141. 0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 out - SEDth2 CONDUIT 124.0 0.5000 0.0130 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.5000 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out -S outh3 CONDUIT 304.0 0.5000 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -01 CONDUIT 17.0 11.3529 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.5017 0.0130 * * * * * * * * Cross Section ***************** * * * * * * * * * * * ** Summary * *** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Lin k -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 37.49 Link -11 CIRCULAR 1.75 1.75 1 2.41 0.44 12.56 Link 12 CIRCULAR 1.75 1.75 1 2. 41 0.44 11.20 Link 13 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 14 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 16 CIRCULAR 2.00 2.00 1 3.14 0.50 1 6.0 1 Link 17 CIRCULAR 2.00 2.00 1 3.14 0.50 16.05 Link -18 CIRCULAR 1.00 1.00 1 0.79 0.25 2.53 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 2.50 2.50 1 9.91 0.63 29.00 Link -21 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -22 CIRCUL AR 1.50 1.50 1 1.77 0.38 7.43 Link -24 CIRCULAR 1.00 1.00 1 0.79 0.25 2.52 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 339.00 Link -29 CIRCULAR 1.25 1.25 1 1.23 0.31 4.58 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity acre-ft inches Total Precipitation ...... 8.132 1.179 Continuity Error (8) ..... 0. 405 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing x * * * * * * * Continuity * * ***x * * * * * * *x * * ** acre-ft Mgallons External Inflow .......... 1.818 0.592 External Outflow ......... 6.005 1.957 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0. 061 0.020 Continuity Error (8) ..... 0. 081 Runoff Coefficient Computations Report ******* *** ** * ** * ** **** * ******** ** * * * ** Subbasin Sub -01 Autodesk Storm and Sanitary Analysis AreaSoil Runoff Soil /,.Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 Area Soil Runoff Soil /,.Surface Description ----------------- - ---- --------- - - - - -- --------- (ac es) - - - - -- - -- - - -- - Group -- -- - -- - Coeff. -- -- - - - 37.41 - 0.60 Composite Area & Weighted Runoff Coeff. 37.41 0.60 Autodesk Storm and Sanitary Analysis Subbasin Sub -03 Area Soil /Surface Description ( (ac es) - 3 3.22 Composite Area & Weighted R Runoff C Coeff. 3 3.22 Subbasin Sub -09 Area Soil /Surface Description ( (ac es) - 9 9.96 Composite Area & Weighted R Runoff C Coeff. 9 9.96 Subbasin Sub -05 Area Soil /Surface Description ( (ac es) - 2 2.38 Composite Area & Weighted R Runoff C Coeff_ 2 2.38 Subbasin Sub -06 Axe Soil /Surface Description ( (acres) - 1 11.62 Composite Area & Weighted R Runoff C Coeff. 1 11.62 Subbasin Sub -07 Area Soil /Surface Description ( _ _ _ __ _ T - 2 27.39 Composite Area & Weighted R Runoff C Coeff. 2 27.39 Subbasin Sub -08 Area Soil /Surface Description ( (ac T es) __________ _ _ _ _ __ _ _ Composite Area & Weighted R Runoff C Coeff. 9 9.86 Subbasin Sub -09 Area Soil /Surface Description ( _ _ _ __ _ T - 1 127.30 Composite Area & Weighted R Runoff C Coeff. 1 127.30 Subbasin Sub -10 Area Soil /Surface Description ( T ________ _ _ _ _ _ Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. ------------------ 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Autodesk Storm and Sanitary Analysis Flow Length (ft): 1952.00 Slope (8): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope (8): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 311.00 Slope (8): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 610.00 Slope (8): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 921.00 Slope (8): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1995.00 Slope (8): 0.50 Computed TOC (minutes): 93.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (8): 0.82 Computed TOC (minutes): 92.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope (8): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1395.00 Slope (8): 0.53 Computed TOC (minutes): 90.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flow Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 99.98 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (ft): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 91.95 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Time of Peak Time of ID Lateral Precip Intensity Runoff Runoff Runoff Concentration Depth Inflow Peak Flow in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.27 1.77 0.76 9.57 0.600 0 00:43:12 Sub -02 0.68 3.49 0.41 4.90 0.600 0 00:11:40 Sub -03 0.71 3.45 0.43 6.66 0.600 0 00:12:18 Sub -04 0.95 2.74 0.57 8.17 0.600 0 00:20:45 Sub -05 0.95 2.75 0.57 3.92 0.600 0 00:20:42 Sub -06 1.28 1.75 0.77 0.00 0.600 0 00:43:49 Sub -07 1.27 1.79 0.76 29.43 0.600 0 0042:15 Sub -08 1.11 2.27 0.67 6.61 0.600 0 00:29:19 Sub -09 0.97 2.67 0.58 5.65 0.600 0 00:21:49 Sub -10 1.2.5 1.84 0.75 7.62 0.600 0 00:40:46 Sub -11 1.34 1.62 0.80 7.07 0..600 0 0049:28 Sub -12 1.06 2.38 0.64 1.71 0.600 0 00:26:52 Sub -13 1.26 1.82 0.75 10.57 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL .Attained Attained Attained ft ft ft Junc -01 2.69 4.52 685.56 Junc -02 1.71 3.40 685.90 Junc -03 2.27 4.36 687.51 Junc -04 0.97 4.93 693.80 Junc -05 0.97 5.24 694.32 Juno -06 0.96 4.35 695.00 Junc -13 0.14 0.76 690.75 Out - Southl 2.11 3.50 684.72 Out - South2 0.23 1.19 687.44 Out - South3 0.48 1.00 688.00 Time of Max Total Total Retention Occurrence Flooded Time Time Volume Flooded days hh:- acre-in minutes hh: mm:ss 0 00:43 0 0 0:00:00 0 00:43 0 0 0:00:00 0 00:26 0 0 0:00:00 0 00:28 0 0 0:00:00 0 00:28 0 0 0:00:00 0 00:30 0.01 1 0:00:00 0 00:22 0 0 0:00:00 0 00:18 0 0 0:00:00 0 00:21 0 0 0:00:00 0 00:10 0 0 0:00:00 Node Flow Summary ................. Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Time Depth Inflow Peak Flow Occurrence Peak Flow Overflow Occurrence Flooded ft cfs cfs days hh:mm cfs days hh:mm Junc -01 JUNCTION 0.00 48.45 0 00:43 0.00 0.52 Junc -02 JUNCTION 0.00 42.65 0 00:30 0.00 00:21 Juno -03 JUNCTION 0.00 42.73 0 00:30 0.00 -05 11.05 Junc -04 JUNCTION 0.00 10.87 0 00:28 0.00 0.84 Junc -05 JUNCTION 0.00 10.81 0 00:28 0.00 00:25 Junc -06 JUNCTION 0.00 13.77 0 00:41 0.97 0 00:30 Junc -13 JUNCTION 0.00 3.86 0 00:21 0.00 0.62 Out - Southl OUTFALL 0.00 48.45 0 00:43 0.00 00:25 Out- South2 OUTFALL 0.00 13.39 0 00:21 0.00 -13 42.84 Out- South3 OUTFALL 0.00 5.14 0 00:33 0.00 0.000 Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet -01 34.92 692.78 0.78 0 00:43 Inlet -02 13.65 685.77 0.52 0 00:10 Inlet -03 13.89 692.41 0.61 0 00:21 Inlet -04 25.08 692.16 0.66 0 00:21 Inlet -05 11.05 699.57 0.47 0 00:21 Inlet -06 9.86 690.74 0.84 0 00:26 Inlet -07 338.68 699.04 6.84 0 00:25 Inlet -08 13.35 699.80 0.60 0 00:27 Inlet -09 8.66 700.08 0.58 0 00:27 Inlet -10 21.78 696.52 0.62 0 00:30 Inlet -11 18.50 700.52 0.62 0 00:25 Inlet -12 4.04 700.33 0.33 0 00:00 Inlet -13 42.84 695.94 0.94 0 00:19 .................. Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 acre-in minutes Inlet -01 9.57 9.57 - - - 0.000 0 Inlet -02 4.90 4.90 - - - 2.119 49 Inlet -03 6.66 6.66 - - - 0.000 0 Inlet -04 8.16 8.16 - - - 0.000 0 Inlet -05 3.92 3.92 - - - 0.000 0 Inlet -06 5.50 5.50 - - - 0.000 0 Inlet -07 29.43 29.43 - - - 2.189 22 Inlet -08 6.61 6.61 - - - 0.000 0 Inlet -09 5.65 5.65 - - - 0.000 0 Inlet -10 7.62 7.62 - - - 0.002 0 Inlet -11 7.07 7.07 - - - 0.028 5 Inlet -12 1.71 1.71 - - - 0.000 0 Inlet -13 10.57 10.57 - - - 1.902 42 Autodesk Storm and Sanitary Analysis Outfall Loading Summary Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out - Southl 99.96 21.98 98.95 Out -S OUth2 59.89 3.57 13.39 Out -S OUth3 56.59 3.99 5.19 System 70.30 29.99 58.89 ................. Link Flow Summary ................. Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth minutes -------- - - - - - Link -08 - - - - - - ---------------------------- - - CONDUIT 0 ------------------ 00:30 9.97 1.00 ------- 92.65 - - - -- - -------------- - - 30.02 1.92 - - - - - -- - 0.99 --------------- 0 1 CAPACITY Link - 09 CONDUIT 0 00:30 5.99 1.00 92.73 71.19 0.60 1.00 39 SURCHARGED Link 10 CONDUIT 0 00:30 7.59 1.00 37.26 37.99 0.99 1.00 38 SURCHARGED Link 11 CONDUIT 0 00:28 5.23 1.00 10.73 12.56 0.85 1.00 33 SURCHARGED Link 12 CONDUIT 0 00:28 9.62 1.00 10.87 11.20 0.97 1.00 32 SURCHARGED Link 13 CONDUIT 0 00:28 9.50 1.00 10.81 11.20 0.97 1.00 28 SURCHARGED Link 14 CONDUIT 0 00:22 3.23 1.00 5.58 11.20 0.50 1.00 9 SURCHARGED Link 16 CONDUIT 0 00:91 9.98 1.00 13.60 16.01 0.85 1.00 27 SURCHARGED Link 17 CONDUIT 0 00:91 9.75 1.00 13.77 16.05 0.86 1.00 25 SURCHARGED Link -18 CONDUIT 0 00:51 8.91 1.00 7.00 2.53 2.77 1.00 50 SURCHARGED Link -19 CONDUIT 0 00:11 9.00 1.00 9.90 9.09 1.20 1.00 69 SURCHARGED Link -20 CONDUIT 0 00:21 5.20 1.00 13.39 29.00 0.96 0.52 0 Calculated Link _21 CONDUIT 0 00:21 5.02 1.00 11.63 16.00 0.73 0.70 0 Calculated Link -22 CONDUIT 0 00:22 2.79 1.00 3.79 7.93 0.51 0.72 0 Calculated Link -29 CONDUIT 0 00:33 6.55 1.00 5.19 2.52 2.09 1.00 62 SURCHARGED Link -26 CONDUIT 0 00:93 5.09 1.00 98.95 30.73 1.58 1.00 51 SURCHARGED Link -27 CONDUIT 0 00:51 9.97 1.00 39.50 115.00 0.39 0.99 0 Calculated Link -28 CONDUIT 0 00:93 9.99 1.00 9.57 339.00 0.03 0.87 0 Calculated Link -29 CONDUIT 0 00:21 9.28 1.00 3.86 9.58 0.89 0.69 0 Calculated . ............................... Highest Flow . ............................... Instability Indexes Link Link -09 (76) Link Link -18 (2 8) Link Link -28 (2 6) Link Link -12 (18) Link Link 17 (18) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. r Assumed initial watece surfa elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junct ion Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to i eit elevation. v below WARNING 108 Surcharge elevation defined for Junction Junc -09 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -05 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -06 is below junction maximum . elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction June -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water su rfaee elevation equal to catchbasin inlet in elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 05 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet _09 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -10 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 116 Conduit inlet i n ert elevation defined for Conduit Link 11 is below upstream node invert elevation. Assumed conduitinlet i ert elevation equal to upstream node invert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet i ert elevation equal to downstream node i v ert elevation. WARNING 116 Conduit inlet i ert elevation defined for Conduit Link 28 is below owupstream node invert elevation. Assumed conduit invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 08:29:18 2013 Autodesk Storm and Sanitary Analysis Analysis ended on: Wed Feb 06 08:29:19 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (SOUth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 10 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 23 Number of links ........... 19 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 688.87 696.30 0.00 Junc -05 JUNCTION 6.89.08 694.80 0.00 Junc -06 JUNCTION 690.65 695.00 0.00 Junc -13 JUNCTION 689.99 696.20 0.00 Out - So uthl OUTFALL 681.22 684.72 0.00 Out - Southl OUTFALL 686.25 688.75 0.00 Out- So Uth3 OUTFALL 687.00 688.00 0.00 Inlet Summary Inlet Inlet. Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.97 692.00 10.00 682.97 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.87 691.80 10.00 686.87 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 688.44 691.50 10.00 688.44 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 691.51 699.10 10.00 691.51 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 687.04 692.20 10.00 687.04 0.00 Inlet -08 FHWA HEC -22 GENERIC. N/A On Sag 1 690.33 699.20 10.00 690.33 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 690.36 695.90 10.00 690.36 0.00 Inlet -11 FHWA HEC -22 GENERIC. N/A On Sag 1 691.93 699.90 10.00 691.93 0.00 Inlet -12 FHWA HEC -22 GENERIC N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Roadway and Gutter Summary Autodesk Storm and Sanitary Analysis Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope CONDUIT 730.0 0.0890 ft /ft ft /ft __ _ _ _ _ _ __ ft / ft _ _ _ _ _ _ ft _ __ _ _ __ in ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -12 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2. 00 2.00. Link Summary Link From Node To Node Element Length Slope Manning's' Coeff. ID 9.02 - Type ft 8 Roughness 0.60 Link -08 Junc -03 Junc -02 CONDUIT 730.0 0.0890 0.0130 Runoff Link -09 Inlet -06 Junc -03 CONDUIT 46.0 0.5000 0.0130 0.60 Link -10 Inlet -07 Inlet -06 CONDUIT 438.0 0.8356 0.0130 Link 11 Junc -04 Inlet -07 CONDUIT 156.0 0.6282 0.0130 Link_ 12 Junc -05 Junc -04 CONDUIT 42.0 0.5000 0.0130 Link -13 Inlet -08 Junc -05 CONDUIT 250.0 0.5000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 0.5000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141. 0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 out - SEDth2 CONDUIT 124.0 0.5000 0.0130 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.5000 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out -S outh3 CONDUIT 304.0 0.5000 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -01 CONDUIT 17.0 11.3529 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.5017 0.0130 * * * * * * * * Cross Section ***************** * * * * * * * * * * * ** Summary * *** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Lin k -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 37.49 Link -11 CIRCULAR 1.75 1.75 1 2.41 0.44 12.56 Link 12 CIRCULAR 1.75 1.75 1 2. 41 0.44 11.20 Link 13 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 14 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 16 CIRCULAR 2.00 2.00 1 3.14 0.50 1 6.0 1 Link 17 CIRCULAR 2.00 2.00 1 3.14 0.50 16.05 Link -18 CIRCULAR 1.00 1.00 1 0.79 0.25 2.53 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 2.50 2.50 1 9.91 0.63 29.00 Link -21 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -22 CIRCUL AR 1.50 1.50 1 1.77 0.38 7.43 Link -24 CIRCULAR 1.00 1.00 1 0.79 0.25 2.52 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 339.00 Link -29 CIRCULAR 1.25 1.25 1 1.23 0.31 4.58 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity acre-ft inches Total Precipitation * * * * ** 11.969 1.736 Continuity Error (8) ..... 0. 405 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing x * * * * * * * Continuity * * ***x * * * * * * *x * * ** acre-ft Mgallons External Inflow .......... 1.818 0.592 External Outflow ......... 7.021 2.288 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0. 061 0.020 Continuity Error (8) ..... 0.176 Runoff Coefficient Computations Report ******* *** ** * ** * ** **** * ******** ** * * * ** Subbasin Sub -01 Autodesk Storm and Sanitary Analysis AreaSoil Runoff Soil /,.Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 Area Soil Runoff Soil /,.Surface Description ----------------- - ---- --------- - - - - -- --------- (ac es) - - - - -- - -- - - -- - Group -- -- - -- - Coeff. -- -- - - - 37.41 - 0.60 Composite Area & Weighted Runoff Coeff. 37.41 0.60 Autodesk Storm and Sanitary Analysis Subbasin Sub -03 Area Soil /Surface Description ( (ac es) - 3 3.22 Composite Area & Weighted R Runoff C Coeff. 3 3.22 Subbasin Sub -09 Area Soil /Surface Description ( (ac es) - 9 9.96 Composite Area & Weighted R Runoff C Coeff. 9 9.96 Subbasin Sub -05 Area Soil /Surface Description ( (ac es) - 2 2.38 Composite Area & Weighted R Runoff C Coeff_ 2 2.38 Subbasin Sub -06 Axe Soil /Surface Description ( (acres) - 1 11.62 Composite Area & Weighted R Runoff C Coeff. 1 11.62 Subbasin Sub -07 Area Soil /Surface Description ( _ _ _ __ _ T - 2 27.39 Composite Area & Weighted R Runoff C Coeff. 2 27.39 Subbasin Sub -08 Area Soil /Surface Description ( (ac T es) __________ _ _ _ _ __ _ _ Composite Area & Weighted R Runoff C Coeff. 9 9.86 Subbasin Sub -09 Area Soil /Surface Description ( _ _ _ __ _ T - 1 127.30 Composite Area & Weighted R Runoff C Coeff. 1 127.30 Subbasin Sub -10 Area Soil /Surface Description ( T ________ _ _ _ _ _ Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. ------------------ 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Autodesk Storm and Sanitary Analysis Flow Length (ft): 1952.00 Slope (8): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope (8): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 311.00 Slope (8): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 610.00 Slope (8): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 921.00 Slope (8): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1995.00 Slope (8): 0.50 Computed TOC (minutes): 93.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (8): 0.82 Computed TOC (minutes): 92.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope (8): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1395.00 Slope (8): 0.53 Computed TOC (minutes): 90.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flow Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 99.98 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (ft): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 91.95 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Maximum Time of ID ID Precip Intensity Runoff Runoff Runoff Concentration Flooding Flooding Peak Flow in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.87 2.60 1.12 14.08 0.600 0 00:43:12 Sub -02 1.01 5.17 0.60 7.26 0.600 0 00:11:40 Sub -03 1.05 5.10 0.63 9.86 0.600 0 00:12:18 Sub -04 1.40 4.05 0.84 12.04 0.600 0 00:20:45 Sub -05 1.40 4.05 0.84 5.78 0.600 0 00:20:42 Sub -06 1.88 2.58 1.13 0.00 0.600 0 00:43:49 Sub -07 1.86 2.64 1.12 43.29 0.600 0 00:42:15 Sub -08 1.63 3.34 0.98 9.75 0.600 0 00:29:19 Sub -09 1.43 3.93 0.86 8.33 0.600 0 00:21:49 Sub -10 1.84 2.70 1.10 11.22 0.600 0 00:40:46 Sub -11 1.96 2.38 1.18 10.39 0..600 0 00:49:28 Sub -12 1.57 3.51 0.94 202 0.600 0 000052 Sub -13 1.85 2.67 1.11 15.56 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL .Attained Attained Attained ft ft ft Junc -01 3.00 9.87 690.91 Junc -02 2.02 7.90 690.40 Junc -03 2.67 5.85 689.00 Junc -04 1.66 5.60 694.47 Junc -05 1.71 5.72 694.80 Juno -06 1.66 4.35 695.00 Junc -13 0.20 1.39 691.38 Out - Southl 2.32 3.50 684.72 Out - South2 0.31 1.50 687.75 Out - South3 0.55 1.00 688.00 Time of Max Occurrence days hh:- 0 00:42 0 00:42 0 00:41 0 00:41 0 00:18 0 00:20 0 00:22 0 00:14 0 00:18 0 00:07 Total Total Retention Flooded Time Time Volume Flooded minutes hh: mm:ss 0.81 1 0:00:00 0.38 1 0:00:00 0.17 1 0:00:00 0 0 0:00:00 0.23 13 0:00:00 0.01 1 0:00:00 0 0 0:00:00 0 0 0:00:00 0 0 0:00:00 0 0 0:00:00 Node Flow Summary ................. Node Max Gutter Element Maximum Peak Time of Maximum Time of Peak ID Lateral Type Lateral Inflow Peak Inflow Flooding Flooding Peak Flow Peak Flow Peak Flow Occurrence Inflow Flooded Occurrence ft Overflow Occurrence hh:mm Inlet -01 76.67 693.62 cfs cfs days hh:mm cfs days hh:mm Junc -01 JUNCTION 0.00 314.98 0 00:46 79.48 0 00:46 Junc -02 JUNCTION 0.00 61.57 0 00:48 42.70 0 00:44 Juno -03 JUNCTION 0.00 43.59 0 00:41 13.84 0 00:42 Junc -04 JUNCTION 0.00 14.27 0 00:31 0.00 Inlet -09 26.20 Junc -05 JUNCTION 0.00 15.92 0 00:23 1.85 0 00:19 Junc -06 JUNCTION 0.00 15.08 0 00:45 3.88 0 00:20 Junc -13 JUNCTION 0.00 5.83 0 00:20 0.00 - - Out - Southl OUTFALL 0.00 104.82 0 00:96 0.00 - 0.260 Out- South2 OUTFALL 0.00 19.50 0 00:18 0.00 35 Inlet Out- South3 OUTFALL 0.00 5.14 0 00:24 0.00 -13 15.55 15.55 Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet -01 76.67 693.62 1.62 0 00:41 Inlet -02 19.62 685.90 0.65 0 00:07 Inlet -03 36.95 692.63 0.83 0 00:18 Inlet -04 55.67 692.70 1.20 0 00:20 Inlet -05 7.54 699.64 0.54 0 00:21 Inlet -06 9.86 690.96 1.06 0 00:42 Inlet -07 732.88 706.97 14.77 0 00:18 Inlet -08 36.21 700.22 1.02 0 00:18 Inlet -09 26.20 700.16 0.66 0 00:18 Inlet -10 48.10 696.95 1.05 0 00:20 Inlet -11 41.29 700.81 0.91 0 00:25 Inlet -12 6.85 700.39 0.39 0 00:00 Inlet -13 93.86 696.96 1.96 0 00:13 .................. Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 acre-in minutes Inlet -01 14.08 14.08 - - - 0.011 0 Inlet -02 7.25 7.25 - - - 3.631 68 Inlet -03 9.84 9.84 - - - 0.000 0 Inlet -04 12.03 12.03 - - - 0.000 0 Inlet -05 538 538 - - - 0.000 0 Inlet -06 5.50 5.50 - - - 0.001 0 Inlet -07 43.26 43.26 - - - 12.027 42 Inlet -08 9.74 9.74 - - - 0.006 1 Inlet -09 8.33 8.33 - - - 0.024 4 Inlet -10 11.19 11.19 - - - 0.260 16 Inlet -11 10.39 10.39 - - - 1.341 35 Inlet -12 2.52 2.52 - - - 0.000 0 Inlet -13 15.55 15.55 - - - 4.780 55 Autodesk Storm and Sanitary Analysis Outfall Loading Summary Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out - Southl 99.61 27.38 109.82 Out -S OUth2 59.97 5.15 19.50 Out -S outh3 61.99 9.32 5.19 System 73.67 36.85 110.27 ................. Link Flow Summary ................. Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth minutes -------- - - - - - Link 08 - - - - - - ---------------------------- - - CONDUIT 0 ------------------------- 00:50 9.55 1.00 93.11 - - - -- - -------------- - - 30.02 1.99 - - - - - -- - 1.00 --------------- 3 SURCHARGED Link -09 CONDUIT 0 00:91 5.99 1.00 93.59 71.19 0.61 1.00 50 SURCHARGED Link 10 CONDUIT 0 00:93 7.70 1.00 37.82 37.99 1.01 1.00 53 SURCHARGED Link 11 CONDUIT 0 00:23 5.82 1.00 19.01 12.56 1.12 1.00 99 SURCHARGED Link 12 CONDUIT 0 00:31 5.93 1.00 19.27 11.20 1.27 1.00 99 SURCHARGED Link 13 CONDUIT 0 00:23 6 .6 2 1.00 15.92 11.20 1.92 1.00 95 SURCHARGED Link 14 CONDUIT 0 00:22 3.90 1.00 8.17 11.20 0.73 1.00 21 SURCHARGED Link 16 CONDUIT 0 00:95 5.00 1.00 15.08 16.01 0.99 1.00 96 SURCHARGED Link -17 CONDUIT 0 00:95 9.83 1.00 15.08 16.05 0.99 1.00 99 SURCHARGED Link -18 CONDUIT 0 01:09 9.30 1.00 7.31 2.53 2.89 1.00 62 SURCHARGED Link 19 CONDUIT 0 00:97 6.91 1.00 7.87 9.09 1.93 1.00 71 SURCHARGED Link 20 CONDUIT 0 00:18 5.60 1.00 19.50 29.00 0.67 0.67 0 Calculated Link -21 CONDUIT 0 00:21 5.38 1.00 16.53 16.00 1.03 0.96 0 > CAPACITY Link -22 CONDUIT 0 00:23 3.30 1.00 5.91 7.93 0.73 0.96 0 Calculated Link -29 CONDUIT 0 00:29 6.55 1.00 5.19 2.52 2.09 1.00 68 SURCHARGED Link -26 CONDUIT 0 00:96 10.90 1.00 109.82 30.73 3.91 1.00 61 SURCHARGED Link -27 CONDUIT 0 00:96 9.66 1.00 92.90 115.00 0.81 1.00 3 SURCHARGED Link -28 CONDUIT 0 00:96 32.79 1.00 319.98 339.00 0.93 1.00 1 SURCHARGED Link -29 CONDUIT 0 00:20 9.83 1.00 5.83 9.58 1.27 1.00 3 SURCHARGED . ............................... Highest Flow . ............................... Instability Indexes Link Link -09 (79) Link Link -17 (2 8) Link Link -18 (25) Link Link -12 (23) Link Link -19 (21) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. Assumed initial watece r surfa elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junct ion Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to i eit elevation. v below WARNING 108 Surcharge elevation defined for Junction Junc -09 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -05 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -06 is below junction maximum . elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction June -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water su rfaee elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 05 is belowcatchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet _09 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -10 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 116 Conduit inlet i n ert elevation defined for Conduit Link 11 is below upstream node invert elevation. Assumed conduitinlet i ert elevation equal to upstream node invert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet i ert elevation equal to downstream node i v ert elevation. WARNING 116 Conduit inlet i ert elevation defined for Conduit Link 28 is below owupstream node invert elevation. Assumed conduit invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 08:28:27 2013 Autodesk Storm and Sanitary Analysis Analysis ended on: Wed Feb 06 08:28:28 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (SOUth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 25 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 23 Number of links ........... 19 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 688.87 696.30 0.00 Junc -05 JUNCTION 6.89.08 694.80 0.00 Junc -06 JUNCTION 690.65 695.00 0.00 Junc -13 JUNCTION 689.99 696.20 0.00 Out - So uthl OUTFALL 681.22 684.72 0.00 Out - Southl OUTFALL 686.25 688.75 0.00 Out- So Uth3 OUTFALL 687.00 688.00 0.00 Inlet Summary Inlet Inlet. Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.97 692.00 10.00 682.97 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.87 691.80 10.00 686.87 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 688.44 691.50 10.00 688.44 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 691.51 699.10 10.00 691.51 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 687.04 692.20 10.00 687.04 0.00 Inlet -08 FHWA HEC -22 GENERIC. N/A On Sag 1 690.33 699.20 10.00 690.33 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 690.36 695.90 10.00 690.36 0.00 Inlet -11 FHWA HEC -22 GENERIC. N/A On Sag 1 691.93 699.90 10.00 691.93 0.00 Inlet -12 FHWA HEC -22 GENERIC N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Roadway and Gutter Summary Autodesk Storm and Sanitary Analysis Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope CONDUIT 730.0 0.0890 ft /ft ft /ft __ _ _ _ _ _ __ ft / ft _ _ _ _ _ _ ft _ __ _ _ __ in ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -12 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2. 00 2.00. Link Summary Link From Node To Node Element Length Slope Manning's' Coeff. ID 9.02 - Type ft 8 Roughness 0.60 Link -08 Junc -03 Junc -02 CONDUIT 730.0 0.0890 0.0130 Runoff Link -09 Inlet -06 Junc -03 CONDUIT 46.0 0.5000 0.0130 0.60 Link -10 Inlet -07 Inlet -06 CONDUIT 438.0 0.8356 0.0130 Link 11 Junc -04 Inlet -07 CONDUIT 156.0 0.6282 0.0130 Link_ 12 Junc -05 Junc -04 CONDUIT 42.0 0.5000 0.0130 Link -13 Inlet -08 Junc -05 CONDUIT 250.0 0.5000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 0.5000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141. 0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 out - SEDth2 CONDUIT 124.0 0.5000 0.0130 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.5000 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out -S outh3 CONDUIT 304.0 0.5000 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -01 CONDUIT 17.0 11.3529 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.5017 0.0130 * * * * * * * * Cross Section ***************** * * * * * * * * * * * ** Summary * *** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Lin k -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 37.49 Link -11 CIRCULAR 1.75 1.75 1 2.41 0.44 12.56 Link 12 CIRCULAR 1.75 1.75 1 2. 41 0.44 11.20 Link 13 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 14 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 16 CIRCULAR 2.00 2.00 1 3.14 0.50 1 6.0 1 Link 17 CIRCULAR 2.00 2.00 1 3.14 0.50 16.05 Link -18 CIRCULAR 1.00 1.00 1 0.79 0.25 2.53 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 2.50 2.50 1 9.91 0.63 29.00 Link -21 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -22 CIRCUL AR 1.50 1.50 1 1.77 0.38 7.43 Link -24 CIRCULAR 1.00 1.00 1 0.79 0.25 2.52 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 339.00 Link -29 CIRCULAR 1.25 1.25 1 1.23 0.31 4.58 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity acre-ft inches Total Precipitation * * * * ** 14.776 2.143 Continuity Error (8) ..... 0. 905 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing x * * * * * * * Continuity * * ***x * * * * * * *x * * ** acre-ft Mgallons External Inflow .......... 1.818 0.592 External Outflow ......... 7.897 2.573 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0. 061 0.020 Continuity Error (8) ..... 0.192 Runoff Coefficient Computations Report ******* *** ** * ** * ** **** * ******** ** * * * ** Subbasin Sub -01 Autodesk Storm and Sanitary Analysis AreaSoil Runoff Soil /,.Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 Area Soil Runoff Soil /,.Surface Description ----------------- - ---- --------- - - - - -- --------- (ac es) - - - - -- - -- - - -- - Group -- -- - -- - Coeff. -- -- - - - 37.41 - 0.60 Composite Area & Weighted Runoff Coeff. 37.41 0.60 Autodesk Storm and Sanitary Analysis Subbasin Sub -03 Area Soil /Surface Description ( (ac es) - 3 3.22 Composite Area & Weighted R Runoff C Coeff. 3 3.22 Subbasin Sub -09 Area Soil /Surface Description ( (ac es) - 9 9.96 Composite Area & Weighted R Runoff C Coeff. 9 9.96 Subbasin Sub -05 Area Soil /Surface Description ( (ac es) - 2 2.38 Composite Area & Weighted R Runoff C Coeff_ 2 2.38 Subbasin Sub -06 Axe Soil /Surface Description ( (acres) - 1 11.62 Composite Area & Weighted R Runoff C Coeff. 1 11.62 Subbasin Sub -07 Area Soil /Surface Description ( _ _ _ __ _ T - 2 27.39 Composite Area & Weighted R Runoff C Coeff. 2 27.39 Subbasin Sub -08 Area Soil /Surface Description ( (ac T es) __________ _ _ _ _ __ _ _ Composite Area & Weighted R Runoff C Coeff. 9 9.86 Subbasin Sub -09 Area Soil /Surface Description ( _ _ _ __ _ T - 1 127.30 Composite Area & Weighted R Runoff C Coeff. 1 127.30 Subbasin Sub -10 Area Soil /Surface Description ( T ________ _ _ _ _ _ Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. ------------------ 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Autodesk Storm and Sanitary Analysis Flow Length (ft): 1952.00 Slope (8): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope (8): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 311.00 Slope (8): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 610.00 Slope (8): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 921.00 Slope (8): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1995.00 Slope (8): 0.50 Computed TOC (minutes): 93.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (8): 0.82 Computed TOC (minutes): 92.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope (8): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1395.00 Slope (8): 0.53 Computed TOC (minutes): 90.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flow Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 99.98 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (ft): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 91.95 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Maximum Time of ID ID Precip Intensity Runoff Runoff Runoff Concentration Flooding Flooding Peak Flow in in /hr in cfs Coeff days hh: mm:ss Sub -01 2.31 3.21 1.39 17.39 0.600 0 00:43:12 Sub -02 1.24 6.36 0.74 8.93 0.600 0 00:11:40 Sub -03 1.29 6.27 0.77 12.12 0.600 0 00:12:18 Sub -04 1.73 4.99 1.04 14.85 0.600 0 00:20:45 Sub -05 1.72 5.00 1.03 7.14 0.600 0 00:20:42 Sub -06 2.32 3.18 1.39 0.00 0.600 0 00:43:49 Sub -07 2.30 3.26 1.38 53.46 0.600 0 00:42:15 Sub -08 2.02 4.13 1.21 12.05 0.600 0 00:29:19 Sub -09 1.77 4.85 1.06 10.28 0.600 0 00:21:49 Sub -10 2.27 3.34 1.36 13.85 0.600 0 00:40:46 S p 11 2.42 2.94 1.45 12.82 0..600 0 00:49:28 Sub -12 1.99 9.33 1.16 3.12 0.600 0 00:26:52 Sub -13 2.28 3.30 1.37 19.21 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL .Attained At Attained ft ft ft Junc -01 2.98 9.87 690.91 Junc -02 2.02 7.90 690.40 Junc -03 2.67 5.85 689.00 Junc -04 1.75 5.72 694.59 Junc -05 1.85 5.72 694.80 Juno -06 1.69 4.35 695.00 1 unc -13 0.35 6.21 696.20 Out - Southl 2.30 3.50 684.72 Out - South2 0.37 1.77 688.02 Out - South3 0.53 1.00 688.00 Time of Max Occurrence days hh:- 0 00:33 0 00:33 0 00:16 0 00:49 0 00:15 0 00:17 0 00:16 0 00:12 0 00:17 0 00:06 Total Total Retention Flooded Time Time Volume Flooded minutes hh: mm:ss 2.09 2 0:00:00 1.36 2 0:00:00 0.59 6 0:00:00 0 0 0:00:00 0.88 19 0:00:00 0.01 1 0:00:00 0.00 0 0:00:00 0 0 0:00:00 0 0 0:00:00 0 0 0:00:00 Node Flow Summary Node Max Gutter Element Maximum Peak Time of Maximum Time of Peak ID Lateral Type Lateral Inflow Peak Inflow Flooding Flooding Peak Flow Peak Flow Peak Flow Occurrence Inflow Flooded Occurrence ft Overflow Occurrence hh:mm Inlet 01 117.38 694.43 cfs cfs days hh:mm cfs days hh :mm Junc -01 JUNCTION 0.00 366 61 0 00:51 157.46 0 00:51 Junc -02 JUNCTION 0.00 120.68 0 00:38 75.03 0 00:57 Junc -03 JUNCTION 0.00 44.01 0 00:15 12.98 0 00:41 Junc -04 JUNCTION 0.00 14.19 0 00:34 0.00 Inlet -09 90.39 Junc -05 JUNCTION 0.00 18.11 0 00:29 4.10 0 00:29 Junc -06 JUNCTION 0.00 15.09 0 00:39 4.48 0 00:17 Junc -13 JUNCTION 0.00 7.42 0 00:20 0.68 0 00:16 Out - Southl OUT FALL 0.00 119.59 0 00:39 0.00 - 1.078 Out- South2 OUT FALL 0.00 24.55 0 00:17 0.00 97 Inlet Out- South3 OUTFALL 0.00 5.14 0 00:32 0.00 -13 19.19 1 9 19 . Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet 01 117.38 694.43 2.43 0 00:33 Inlet -02 30.12 685.94 0.69 0 00:06 Inlet 03 56.53 693.01 1.21 0 00:17 Inlet -04 85.36 693.29 1.79 0 00:15 Inlet -05 18.90 699.98 0.88 0 00:16 Inlet -06 9.86 690.96 1.06 0 00:33 Inlet -07 1119.76 714.57 22.37 0 00:15 Inlet -08 55.82 700.40 1.20 0 00:17 Inlet -09 90.39 700.41 0.91 0 00:15 Inlet -10 79.09 697.97 1.57 0 00:17 Inlet -11 63.40 701.25 1.35 0 00:20 Inlet -12 8.73 700.90 0.90 0 00:00 Inlet -13 143.39 697.96 2.96 0 00:11 .................. Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 - minutes Inlet ------ -01 17.37 ----------- 17.37 --------- - ------------ - _---- - --- 0.734 1 Inlet -02 8.92 8.92 - - - 4.764 72 Inlet -03 12.12 12.12 - - - 0.000 0 Inlet -04 14.84 14.84 - - - 0.217 7 Inlet -05 7.13 7.13 - - - 0.003 0 Inlet -06 5.50 5.50 - - - 0.000 0 Inlet -07 53.46 53.46 - - - 19.890 50 Inlet -08 12.05 12.05 - - - 0.007 4 Inlet -09 10.28 10.28 - - - 0.250 14 Inlet -10 13.84 13.84 - - - 1.078 29 Inlet -11 12.82 12.82 - - - 2.780 97 Inlet -12 3.12 3.12 - - - 0.000 0 Inlet -13 19.19 1 9 19 . - - - 7.066 60 Autodesk Storm and Sanitary Analysis Outfall Loading Summary Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out - Southl 99.69 28. 06 119.59 Out -S OUth2 58.27 7.15 29.55 Out -S outh3 59.87 9.30 5.19 System 72.59 39.51 129.61 ................. Link Flow Summary ................. Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth minutes -------- - - - - - Link 08 - - - - - - - - ----------------------- CONDUIT 0 ----------------- 00:16 9.63 1.00 - - - --- --- 93.93 - - - - - --------------------------- -_-------------- 30.02 1.95 1.00 11 SURCHARGED Link -09 CONDUIT 0 00:15 5.99 1.00 99.01 71.19 0.62 1.00 57 SURCHARGED Link 10 CONDUIT 0 00:16 7.81 1.00 38.36 37.99 1.02 1.00 60 SURCHARGED Link 11 CONDUIT 0 00:16 5.89 1.00 19.16 12.56 1.13 1.00 56 SURCHARGED Link 12 CONDUIT 0 00:39 5.90 1.00 19.19 11.20 1.27 1.00 55 SURCHARGED Link 13 CONDUIT 0 00:29 7.53 1.00 18.11 11.20 1.62 1.00 51 SURCHARGED Link 14 CONDUIT 0 00:19 3.72 1.00 8.96 11.20 0.80 1.00 26 SURCHARGED Link 16 CONDUIT 0 00:51 5.02 1.00 15.08 16.01 0.99 1.00 53 SURCHARGED Link 17 CONDUIT 0 00:39 9.87 1.00 15.09 16.05 0.99 1.00 52 SURCHARGED Link -18 CONDUIT 0 01:10 9.67 1.00 7.60 2.53 3.00 1.00 67 SURCHARGED Link -19 CONDUIT 0 00:91 6.96 1.00 8.59 9. 09 2.09 1.00 79 SURCHARGED Link -20 CONDUIT 0 00:17 5.82 1.00 29.55 29.00 0.85 0.80 0 Calculated Link _21 CONDUIT 0 00:23 6.12 1.00 19.19 16.00 1.20 1.00 6 SURCHARGED Link -22 CONDUIT 0 00:20 9.17 1.00 7.38 7.93 0.99 1.00 9 SURCHARGED Link -29 CONDUIT 0 00:32 6.55 1.00 5.19 2.52 2.09 1.00 71 SURCHARGED Link -26 CONDUIT 0 00:39 12.93 1.00 119.59 30.73 3.89 1.00 65 SURCHARGED Link -27 CONDUIT 0 00:50 19.58 1.00 190.32 115.00 1.22 1.00 10 SURCHARGED Link -28 CONDUIT 0 00:51 97.91 1.00 338.99 339.00 1.00 1.00 6 SURCHARGED Link -29 CONDUIT 0 00:20 6.05 1.00 7.92 9.58 1.62 1.00 11 SURCHARGED . ............................... Highest Flow . ............................... Instability Indexes Link Link -09 (83) Link Link -17 (2 7) Link Link -19 (23) Link Link 13 (22) Link Link -28 (22) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. Assumed initial watece r surfa elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junct ion Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to i eit elevation. v below WARNING 108 Surcharge elevation defined for Junction Junc -09 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -05 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -06 is below junction maximum . elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction June -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water su rfaee elevation equal to catchbasin inlet in elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 05 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet _09 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -10 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 116 Conduit inlet i n ert elevation defined for Conduit Link 11 is below upstream node invert elevation. Assumed conduitinlet i ert elevation equal to upstream node invert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet i ert elevation equal to downstream node i v ert elevation. WARNING 116 Conduit inlet i ert elevation defined for Conduit Link 28 is below owupstream node invert elevation. Assumed conduit invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 08:39:35 2013 Autodesk Storm and Sanitary Analysis Analysis ended on: Wed Feb 06 08:34:36 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (SOUth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 50 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 23 Number of links ........... 19 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 688.87 696.30 0.00 Junc -05 JUNCTION 6.89.08 694.80 0.00 Junc -06 JUNCTION 690.65 695.00 0.00 Junc -13 JUNCTION 689.99 696.20 0.00 Out - So uthl OUTFALL 681.22 684.72 0.00 Out - Southl OUTFALL 686.25 688.75 0.00 Out- So Uth3 OUTFALL 687.00 688.00 0.00 Inlet Summary Inlet Inlet. Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.97 692.00 10.00 682.97 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.87 691.80 10.00 686.87 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 688.44 691.50 10.00 688.44 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 691.51 699.10 10.00 691.51 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 687.04 692.20 10.00 687.04 0.00 Inlet -08 FHWA HEC -22 GENERIC. N/A On Sag 1 690.33 699.20 10.00 690.33 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 690.36 695.90 10.00 690.36 0.00 Inlet -11 FHWA HEC -22 GENERIC. N/A On Sag 1 691.93 699.90 10.00 691.93 0.00 Inlet -12 FHWA HEC -22 GENERIC N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Roadway and Gutter Summary Autodesk Storm and Sanitary Analysis Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope CONDUIT 730.0 0.0890 ft /ft ft /ft __ _ _ _ _ _ __ ft / ft _ _ _ _ _ _ ft _ __ _ _ __ in ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -12 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2. 00 2.00. Link Summary Link From Node To Node Element Length Slope Manning's' Coeff. ID 9.02 - Type ft 8 Roughness 0.60 Link -08 Junc -03 Junc -02 CONDUIT 730.0 0.0890 0.0130 Runoff Link -09 Inlet -06 Junc -03 CONDUIT 46.0 0.5000 0.0130 0.60 Link -10 Inlet -07 Inlet -06 CONDUIT 438.0 0.8356 0.0130 Link 11 Junc -04 Inlet -07 CONDUIT 156.0 0.6282 0.0130 Link_ 12 Junc -05 Junc -04 CONDUIT 42.0 0.5000 0.0130 Link -13 Inlet -08 Junc -05 CONDUIT 250.0 0.5000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 0.5000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141. 0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 out - SEDth2 CONDUIT 124.0 0.5000 0.0130 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.5000 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out -S outh3 CONDUIT 304.0 0.5000 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -01 CONDUIT 17.0 11.3529 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.5017 0.0130 * * * * * * * * Cross Section ***************** * * * * * * * * * * * ** Summary * *** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Lin k -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 37.49 Link -11 CIRCULAR 1.75 1.75 1 2.41 0.44 12.56 Link 12 CIRCULAR 1.75 1.75 1 2. 41 0.44 11.20 Link 13 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 14 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 16 CIRCULAR 2.00 2.00 1 3.14 0.50 1 6.0 1 Link 17 CIRCULAR 2.00 2.00 1 3.14 0.50 16.05 Link -18 CIRCULAR 1.00 1.00 1 0.79 0.25 2.53 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 2.50 2.50 1 9.91 0.63 29.00 Link -21 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -22 CIRCUL AR 1.50 1.50 1 1.77 0.38 7.43 Link -24 CIRCULAR 1.00 1.00 1 0.79 0.25 2.52 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 339.00 Link -29 CIRCULAR 1.25 1.25 1 1.23 0.31 4.58 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity acre-ft inches Total Precipitation * * * * ** 17.330 2.513 Continuity Error (8) ..... 0. 405 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing x * * * * * * * Continuity * * ***x * * * * * * *x * * ** acre-ft Mgallons External Inflow .......... 1.818 0.593 External Outflow ......... 8.415 2.742 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.061 0.020 Continuity Error (8) ..... 0.233 Runoff Coefficient Computations Report ******* *** ** * ** * ** **** * ******** ** * * * ** Subbasin Sub -01 Autodesk Storm and Sanitary Analysis AreaSoil Runoff Soil /,.Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 Area Soil Runoff Soil /,.Surface Description ----------------- - ---- --------- - - - - -- --------- (ac es) - - - - -- - -- - - -- - Group -- -- - -- - Coeff. -- -- - - - 37.41 - 0.60 Composite Area & Weighted Runoff Coeff. 37.41 0.60 Autodesk Storm and Sanitary Analysis Subbasin Sub -03 Area Soil /Surface Description ( (ac es) - 3 3.22 Composite Area & Weighted R Runoff C Coeff. 3 3.22 Subbasin Sub -09 Area Soil /Surface Description ( (ac es) - 9 9.96 Composite Area & Weighted R Runoff C Coeff. 9 9.96 Subbasin Sub -05 Area Soil /Surface Description ( (ac es) - 2 2.38 Composite Area & Weighted R Runoff C Coeff_ 2 2.38 Subbasin Sub -06 Axe Soil /Surface Description ( (acres) - 1 11.62 Composite Area & Weighted R Runoff C Coeff. 1 11.62 Subbasin Sub -07 Area Soil /Surface Description ( _ _ _ __ _ T - 2 27.39 Composite Area & Weighted R Runoff C Coeff. 2 27.39 Subbasin Sub -08 Area Soil /Surface Description ( (ac T es) __________ _ _ _ _ __ _ _ Composite Area & Weighted R Runoff C Coeff. 9 9.86 Subbasin Sub -09 Area Soil /Surface Description ( _ _ _ __ _ T - 1 127.30 Composite Area & Weighted R Runoff C Coeff. 1 127.30 Subbasin Sub -10 Area Soil /Surface Description ( T ________ _ _ _ _ _ Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. ------------------ 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Autodesk Storm and Sanitary Analysis Flow Length (ft): 1952.00 Slope (8): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope (8): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 311.00 Slope (8): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 610.00 Slope (8): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 921.00 Slope (8): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1995.00 Slope (8): 0.50 Computed TOC (minutes): 93.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (8): 0.82 Computed TOC (minutes): 92.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope (8): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1395.00 Slope (8): 0.53 Computed TOC (minutes): 90.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flow Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 99.98 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (ft): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 91.95 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Maximum Time of ID ID Precip Intensity Runoff Runoff Runoff Concentration Flooding Flooding Peak Flow in in /hr in cfs Coeff days hh: mm:ss Sub -01 2.71 3.77 1.63 20.39 0.600 0 00:43:12 Sub -02 1.45 7.48 0.87 10.50 0.600 0 00:11:40 Sub -03 1.52 7.38 0.91 14.25 0.600 0 00:12:18 Sub -04 2.03 5.86 1.22 17.42 0.600 0 00:20:45 Sub -05 2.02 5.86 1.21 8..37 0.600 0 00:20:42 Sub -06 2.73 3.73 1.64 0.00 0.600 0 00:43:49 Sub -07 2.70 3.82 1.62 62.69 0.600 0 00:42:15 Sub -08 2.37 4.84 1.42 14.12 0.600 0 00:29:19 Sub -09 2.07 5.69 1.24 12.06 0.600 0 00:21:49 Sub -10 2.66 3.91 1.60 16.24 0.600 0 00:40:46 Sub -11 2.84 3.45 1.71 15.04 0.600 0 00:49:28 Sub -12 2.27 5.08 1.36 3.66 0.600 0 00:26:52 Sub -13 2.68 3.87 1.61 22.53 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL .Attained At Attained ft ft ft Junc -01 3.19 9.87 690.91 Junc -02 2.21 7.90 690.40 Junc -03 2.87 5.85 689.00 Junc -04 1.99 5.47 694.34 Junc -05 2.09 5.72 694.80 Juno -06 1.97 4.35 695.00 1 unc -13 0.46 6.21 696.20 Out - Southl 2.41 3.50 684.72 Out - South2 0.39 1.97 688.22 Out - South3 0.57 1.00 688.00 Time of Max Occurrence days hh:- 0 00:28 0 00:29 0 00:14 0 00:51 0 00:13 0 00:15 0 00:14 0 00:11 0 00:14 0 00:05 Total Total Retention Flooded Time Time Volume Flooded minutes hh: mm:ss 3.44 2 0:00:00 1.32 2 0:00:00 0.44 6 0:00:00 0 0 0:00:00 1.28 24 0:00:00 0.01 0 0:00:00 0.00 0 0:00:00 0 0 0:00:00 0 0 0:00:00 0 0 0:00:00 Node Flow Summary Node Max Gutter Element Maximum Peak Time of Maximum Time of Peak ID Lateral Type Lateral Inflow Peak Inflow Flooding Flooding Peak Flow Peak Flow Peak Flow Occurrence Inflow Flooded Occurrence ft Overflow Occurrence hh:mm Inlet 01 162.02 695.32 cfs cfs days hh:mm cfs days hh :mm Junc -01 JUNCTION 0.00 449.86 0 00:54 153.70 0 00:54 Junc -02 JUNCTION 0.00 134.66 0 00:58 60.33 0 00:31 Junc -03 JUNCTION 0.00 45.64 0 00:14 10.47 0 00:59 Junc -04 JUNCTION 0.00 14.29 0 00:36 0.00 Inlet -09 55.94 Junc -05 JUNCTION 0.00 18.65 0 00:29 4.64 0 00:29 Junc -06 JUNCTION 0.00 15.10 0 00:56 4.94 0 00:15 Junc -13 JUNCTION 0.00 8.10 0 00:21 2.41 0 00:14 Out - Southl OUT FALL 0.00 109.71 0 00:54 0.00 - 2.091 Out- South2 OUT FALL 0.00 27.97 0 00:14 0.00 54 Inlet Out- South3 OUTFALL 0.00 5.14 0 00:50 0.00 -13 22.52 22.52 Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet 01 162.02 695.32 3.32 0 00:28 Inlet -02 42.24 686.18 0.93 0 00:05 Inlet 03 78.47 693.45 1.65 0 00:14 Inlet -04 118.06 693.94 2.44 0 00:12 Inlet -05 26.45 699.86 0.76 0 00:14 Inlet -06 9.86 690.84 0.94 0 00:37 Inlet -07 1540.23 722.90 30.70 0 00:13 Inlet -08 76.89 700.83 1.63 0 00:14 Inlet -09 55.94 700.70 1.20 0 00:13 Inlet -10 102.42 698.03 2.13 0 00:15 Inlet -11 87.61 701.73 1.83 0 00:17 Inlet -12 10.28 700.81 0.81 0 00:00 Inlet -13 197.97 699.03 4.03 0 00:09 .................. Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow ifs cfs cfs cfs 8 - minutes Inlet ------ -01 20.39 ----------- 20.39 --------- - ------------ - _---- - --- 0.453 0 Inlet -02 10.50 10.50 - - - 5.590 75 Inlet -03 14.24 14.24 - - - 0.000 0 Inlet -04 17.42 17.42 - - - 0.803 12 Inlet -05 8.37 8.37 - - - 0.007 3 Inlet -06 5.50 5.50 - - - 0.001 0 Inlet -07 62.69 62.69 - - - 26.864 54 Inlet -08 14.10 14.10 - - - 0.012 5 Inlet -09 12. 06 12.06 - - - 0.848 19 Inlet -10 16.24 16.24 - - - 2.091 36 Inlet -11 15.04 15.04 - - - 4.233 54 Inlet -12 3.66 3.66 - - - 0.000 0 Inlet -13 22.52 22.52 - - - 9.203 64 Autodesk Storm and Sanitary Analysis Outfall Loading Summary Outfall Node ID Flow Average Peak Frequency Flow Inflow 8) cfs cfs Out - Southl 99.69 31.22 109.71 Out -S outh2 61.62 7.09 27.97 Out -S outh3 63.05 9.93 5.19 System ........ 79.79 92.79 ...... ____ 129.60 ................. Link Flow Summary ................. Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth minutes -------- - - - - - Link 08 - - - - - - - - ---------------------------- CONDUIT 0 ------------------------- 00:19 9.61 1.00 93.91 - - - -- - -------------- - - 30.02 1.95 - - - - - - -- 1.00 --------------- 25 SURCHARGED Link -09 CONDUIT 0 00:19 5.99 1.00 95.69 71.19 0.69 1.00 61 SURCHARGED Link 10 CONDUIT 0 00:19 8.03 1.00 39.99 37.99 1.05 1.00 63 SURCHARGED Link 11 CONDUIT 0 00:33 5.83 1.00 19.01 12.56 1.12 1.00 60 SURCHARGED Link 12 CONDUIT 0 00:36 5.99 1.00 19.29 11.20 1.28 1.00 59 SURCHARGED Link 13 CONDUIT 0 00:29 7.75 1.00 18.65 11.20 1.66 1.00 56 SURCHARGED Link 14 CONDUIT 0 00:16 3.86 1.00 8.97 11.20 0.80 1.00 29 SURCHARGED Link 16 CONDUIT 0 00:55 5.06 1.00 15.08 16.01 0.99 1.00 57 SURCHARGED Link 17 CONDUIT 0 00:56 9.92 1.00 15.10 16.05 0.99 1.00 56 SURCHARGED Link -18 CONDUIT 0 01:19 9.86 1.00 7.79 2.53 3.06 1.00 71 SURCHARGED Link -19 CONDUIT 0 00:55 6.82 1.00 8.37 4.09 2.05 1.00 76 SURCHARGED Link _ 2 0 CONDUIT 0 00:19 6.09 1.00 27.97 29.00 0.96 0.90 0 Calculated Link _21 CONDUIT 0 00:25 6.35 1.00 19.70 16.00 1.23 1.00 9 SURCHARGED Link -22 CONDUIT 0 00:21 9.58 1.00 8.10 7.93 1.09 1.00 15 SURCHARGED Link -29 CONDUIT 0 00:50 6.55 1.00 5.19 2.52 2.09 1.00 73 SURCHARGED Link -26 CONDUIT 0 00:59 11.90 1.00 109.71 30.73 3.57 1.00 69 SURCHARGED Link -27 CONDUIT 0 00:58 9.99 1.00 96.09 115.00 0.89 1.00 23 SURCHARGED Link -28 CONDUIT 0 00:59 96.76 1.00 999.86 339.00 1.33 1.00 9 SURCHARGED Link -29 CONDUIT 0 00:21 6.60 1.00 8.10 9.58 1.77 1.00 15 SURCHARGED . ............................... Highest Flow . ............................... Instability Indexes Link Link -09 (83) Link Link -19 (2 9) Link Link -17 (22) Link Link 13 (20) Link Link 28 (20) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junct ion Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. v below WARNING 108 Surcharge elevation defined for Junction Junc -02 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -09 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -05 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -06 is below junction maximum . elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction June -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water su rfaee elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -OS i s belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is belowcatchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -10 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin in i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 116 Conduit inlet live rt elevation defined for Conduit Link 11 is below upstream node invert elevation. Assumed conduitinlet invert elevation equal to upstream node invert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet i ert elevation equal to downstream node i v ert elevation. WARNING 116 Conduit inlet i ert elevation defined for Conduit Link 28 is below upstream node invert elevation. Assumed conduit inlet invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 08:38:21 2013 Autodesk Storm and Sanitary Analysis Analysis ended on: Wed Feb 06 08:38:21 2013 Total elapsed time: < 1 sec Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Existing Conditions (SOUth).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 100 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 23 Number of links ........... 19 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 688.87 696.30 0.00 Junc -05 JUNCTION 6.89.08 694.80 0.00 Junc -06 JUNCTION 690.65 695.00 0.00 Junc -13 JUNCTION 689.99 696.20 0.00 Out - So uthl OUTFALL 681.22 684.72 0.00 Out - Southl OUTFALL 686.25 688.75 0.00 Out- So Uth3 OUTFALL 687.00 688.00 0.00 Inlet Summary Inlet Inlet. Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.97 692.00 10.00 682.97 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.87 691.80 10.00 686.87 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 688.44 691.50 10.00 688.44 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 691.51 699.10 10.00 691.51 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 687.04 692.20 10.00 687.04 0.00 Inlet -08 FHWA HEC -22 GENERIC. N/A On Sag 1 690.33 699.20 10.00 690.33 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 690.36 695.90 10.00 690.36 0.00 Inlet -11 FHWA HEC -22 GENERIC. N/A On Sag 1 691.93 699.90 10.00 691.93 0.00 Inlet -12 FHWA HEC -22 GENERIC N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Roadway and Gutter Summary Autodesk Storm and Sanitary Analysis Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope CONDUIT 730.0 0.0890 ft /ft ft /ft __ _ _ _ _ _ __ ft / ft _ _ _ _ _ _ ft _ __ _ _ __ in ____ _ _ - --- Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -12 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2. 00 2.00. Link Summary Link From Node To Node Element Length Slope Manning's' Coeff. ID 9.02 - Type ft 8 Roughness 0.60 Link -08 Junc -03 Junc -02 CONDUIT 730.0 0.0890 0.0130 Runoff Link -09 Inlet -06 Junc -03 CONDUIT 46.0 0.5000 0.0130 0.60 Link -10 Inlet -07 Inlet -06 CONDUIT 438.0 0.8356 0.0130 Link 11 Junc -04 Inlet -07 CONDUIT 156.0 0.6282 0.0130 Link_ 12 Junc -05 Junc -04 CONDUIT 42.0 0.5000 0.0130 Link -13 Inlet -08 Junc -05 CONDUIT 250.0 0.5000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 0.5000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141. 0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 out - SEDth2 CONDUIT 124.0 0.5000 0.0130 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.5000 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out -S outh3 CONDUIT 304.0 0.5000 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -01 CONDUIT 17.0 11.3529 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.5017 0.0130 * * * * * * * * Cross Section ***************** * * * * * * * * * * * ** Summary * *** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Lin k -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 37.49 Link -11 CIRCULAR 1.75 1.75 1 2.41 0.44 12.56 Link 12 CIRCULAR 1.75 1.75 1 2. 41 0.44 11.20 Link 13 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 14 CIRCULAR 1.75 1.75 1 2.41 0.44 11.20 Link 16 CIRCULAR 2.00 2.00 1 3.14 0.50 1 6.0 1 Link 17 CIRCULAR 2.00 2.00 1 3.14 0.50 16.05 Link -18 CIRCULAR 1.00 1.00 1 0.79 0.25 2.53 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 2.50 2.50 1 9.91 0.63 29.00 Link -21 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -22 CIRCUL AR 1.50 1.50 1 1.77 0.38 7.43 Link -24 CIRCULAR 1.00 1.00 1 0.79 0.25 2.52 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 339.00 Link -29 CIRCULAR 1.25 1.25 1 1.23 0.31 4.58 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity * Precipitation Continuity * acre-ft inches Total * * * * ** 20.298 2.944 Continuity Error (8) ..... 0. 905 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing x * * * * * * * Continuity * * ***x * * * * * * *x * * ** acre-ft Mgallons External Inflow .......... 1.818 0.592 External Outflow ......... 8.650 2.819 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0. 061 0.020 Continuity Error (8) ..... 0.318 Runoff Coefficient Computations Report ******* *** ** * ** * ** **** * ******** ** * * * ** Subbasin Sub -01 Autodesk Storm and Sanitary Analysis AreaSoil Runoff Soil /,.Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 Area Soil Runoff Soil /,.Surface Description ----------------- - ---- --------- - - - - -- --------- (ac es) - - - - -- - -- - - -- - Group -- -- - -- - Coeff. -- -- - - - 37.41 - 0.60 Composite Area & Weighted Runoff Coeff. 37.41 0.60 Autodesk Storm and Sanitary Analysis Subbasin Sub -03 Area Soil /Surface Description ( (ac es) - 3 3.22 Composite Area & Weighted R Runoff C Coeff. 3 3.22 Subbasin Sub -09 Area Soil /Surface Description ( (ac es) - 9 9.96 Composite Area & Weighted R Runoff C Coeff. 9 9.96 Subbasin Sub -05 Area Soil /Surface Description ( (ac es) - 2 2.38 Composite Area & Weighted R Runoff C Coeff_ 2 2.38 Subbasin Sub -06 Axe Soil /Surface Description ( (acres) - 1 11.62 Composite Area & Weighted R Runoff C Coeff. 1 11.62 Subbasin Sub -07 Area Soil /Surface Description ( _ _ _ __ _ T - 2 27.39 Composite Area & Weighted R Runoff C Coeff. 2 27.39 Subbasin Sub -08 Area Soil /Surface Description ( (ac T es) __________ _ _ _ _ __ _ _ Composite Area & Weighted R Runoff C Coeff. 9 9.86 Subbasin Sub -09 Area Soil /Surface Description ( _ _ _ __ _ T - 1 127.30 Composite Area & Weighted R Runoff C Coeff. 1 127.30 Subbasin Sub -10 Area Soil /Surface Description ( T ________ _ _ _ _ _ Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. ------------------ 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Soil Runoff Group Coeff. 0.60 0.60 Autodesk Storm and Sanitary Analysis Flow Length (ft): 1952.00 Slope (8): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope (8): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 311.00 Slope (8): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 610.00 Slope (8): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 921.00 Slope (8): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1995.00 Slope (8): 0.50 Computed TOC (minutes): 93.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (8): 0.82 Computed TOC (minutes): 92.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope (8): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1395.00 Slope (8): 0.53 Computed TOC (minutes): 90.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flow Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 99.98 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (ft): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 91.95 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis Subbasin Accumulated Rainfall Total Peak Weighted Maximum Time of ID ID Precip Intensity Runoff Runoff Runoff Concentration Flooding Flooding Peak Flow in in /hr in cfs Coeff days hh: mm:ss Sub -01 3.17 4.41 1.90 23.88 0.600 0 00:43:12 Sub -02 1.70 8.75 1.02 12.29 0.600 0 00:11:40 Sub -03 1.78 8.64 1.07 16.68 0.600 0 00:12:18 Sub -04 2.38 6.86 1.43 20.41 0.600 0 00:20:45 Sub -05 2.37 6.87 1.42 9.81 0.600 0 00:20:42 Sub -06 3.19 4.37 1.92 0.00 0.600 0 00:43:49 Sub -07 3.16 4.48 1.90 73.43 0.600 0 00:42:15 Sub -08 2.77 5.67 1.66 16.54 0.600 0 00:29:19 Sub -09 2.43 6.67 1.96 19.13 0.600 0 00:21:49 Sub -10 3.12 9.58 1.87 19.02 0.600 0 00:40:46 S p 11 3.33 9.09 2.00 17.61 0.600 0 00:49:28 Sub -12 2.66 5.95 1.60 9.28 0.600 0 00:26:52 Sub -13 3.14 4.53 1.88 26.38 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL .Attained At Attained ft ft ft Junc -01 3.35 9.87 690.91 Junc -02 2.35 7.90 690.40 Junc -03 3.03 5.85 689.00 Junc -09 2.19 5.45 699.32 Junc -05 2.29 5.72 694.80 Juno -06 2.20 4.35 695.00 Junc -13 0.53 6.21 696.20 Out -S outhl 2.50 3.50 689.72 Out - South2 0.40 2.50 688.75 Out - South3 0.60 1.00 688.00 Time of Max Occurrence days hh:- 0 00:25 0 00:25 0 00:12 0 00:38 0 00:12 0 00:13 0 00:12 0 00:10 0 00:11 0 00:04 Total Total Retention Flooded Time Time Volume Flooded minutes hh: mm:ss 1.01 1 0:00:00 0.87 2 0:00:00 0.33 4 0:00:00 0 0 0:00:00 1.66 27 0:00:00 0.01 1 0:00:00 0.00 0 0:00:00 0 0 0:00:00 0 0 0:00:00 0 0 0:00:00 Node Flow Summary Node Max Gutter Element Maximum Peak Time of Maximum Time of Peak ID Lateral Type Lateral Inflow Peak Inflow Flooding Flooding Peak Flow Peak Flow Peak Flow Occurrence Inflow Flooded Occurrence ft Overflow Occurrence hh:mm Inlet 01 222.58 696.52 cfs cfs days hh:mm cfs days hh :mm Junc -01 JUNCTION 0.00 621.61 0 01:03 195.29 0 00:26 Junc -02 JUNCTION 0.00 99.52 0 00:56 59.49 0 01:04 Junc -03 JUNCTION 0.00 45.74 0 00:12 12.91 0 01:04 Junc -04 JUNCTION 0.00 14.04 0 00:34 0.00 Inlet -09 77.20 Junc -05 JUNCTION 0.00 18.66 0 00:30 9.68 0 00:31 Junc -06 JUNCTION 0.00 15.10 0 00:34 5.29 0 00:13 Junc -13 JUNCTION 0.00 8.10 0 00:18 2.70 0 00:12 Out - Southl OUT FALL 0.00 119.23 0 01:04 0.00 - 3.462 Out- South2 OUT FALL 0.00 31.01 0 00:12 0.00 60 Inlet Out- South3 OUTFALL 0.00 5.14 0 00:45 0.00 -13 26.38 26.38 Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet 01 222.58 696.52 4.52 0 00:26 Inlet -02 58.23 686.49 1.24 0 00:04 Inlet -03 108.06 694.04 2.24 0 00:14 Inlet -04 162.28 694.82 3.32 0 00:11 Inlet -05 36.68 699.98 0.88 0 00:12 Inlet -06 9.86 690.91 1.01 0 00:26 Inlet -07 2113.28 734.25 42.05 0 00:12 Inlet -08 106.14 701.41 2.21 0 00:12 Inlet -09 77.20 701.12 1.62 0 00:12 Inlet -10 140.85 698.79 2.89 0 00:13 Inlet -11 120.66 702.:39 2.49 0 00:15 Inlet -12 12.02 700.88 0.88 0 00:00 Inlet -13 272.01 700.50 5.50 0 00:08 .................. Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 - minutes Inlet ------ -01 23.88 ----------- 23.88 --------- - ------------ - _---- - --- 0.999 1 Inlet -02 12.29 12.29 - - - 6.141 77 Inlet -03 16.68 16.68 - - - 0.000 0 Inlet -04 20.40 20.90 - - - 1.725 17 Inlet -05 9.81 9.81 - - - 0.109 9 Inlet -06 5.50 5.50 - - - 0.000 0 Inlet -07 73.42 73.92 - - - 39.329 58 Inlet -08 16.53 16.53 - - - 0.161 12 Inlet -09 14.13 19.13 - - - 1.667 23 Inlet -10 19.02 19.02 - - - 3.462 43 Inlet -11 17.61 17.61 - - - 6.025 60 Inlet -12 4.28 4.28 - - - 0.000 0 Inlet -13 26.38 26.38 - - - 11.730 67 Autodesk Storm and Sanitary Analysis Outfall Loading Summary Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out - Southl 99.75 39.02 119.23 Out -S OUth2 69.37 6.90 31.01 Out -S OUth3 65.68 9.52 5.19 System 76.60 95.99 133.59 ................. Link Flow Summary ................. Link ID Element Time of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days In :Pro ft /sec cfs cfs Flow Depth minutes -------------- Link-08 ------- --------------- CONDUIT 0 ------------------------- 00:13 9.65 1.00 - - - - - - - - - 99.09 - - - - - - -------------- - - - - 30.02 1.97 - -- - - -- - 1.00 - - - -- ----- - - - - -- 32 SURCHARGED Link -09 CONDUIT 0 00:12 5.95 1.00 95.79 71.19 0.69 1.00 69 SURCHARGED Link 10 CONDUIT 0 00:12 8.13 1.00 39.89 37.99 1.06 1.00 67 SURCHARGED Link 11 CONDUIT 0 00:39 5.83 1.00 19.02 12.56 1.12 1.00 69 SURCHARGED Link 12 CONDUIT 0 00:39 5.89 1.00 19.09 11.20 1.25 1.00 63 SURCHARGED Link 13 CONDUIT 0 00:30 7.76 1.00 18.66 11.20 1.67 1.00 60 SURCHARGED Link 14 CONDUIT 0 00:19 3.71 1.00 8.99 11.20 0.80 1.00 33 SURCHARGED Link 16 CONDUIT 0 00:33 5.11 1.00 15.08 16.01 0.99 1.00 61 SURCHARGED Link 17 CONDUIT 0 00:39 9.96 1.00 15.10 16.05 0.99 1.00 60 SURCHARGED Link -18 CONDUIT 0 01:16 10.06 1.00 7.90 2.53 3.12 1.00 79 SURCHARGED Link -19 CONDUIT 0 00:27 6.95 1.00 8.53 9.09 2.09 1.00 77 SURCHARGED Link -20 CONDUIT 0 00:12 6.32 1.00 31.01 29.00 1.07 1.00 3 SURCHARGED Link _21 CONDUIT 0 00:26 6.35 1.00 19.70 16.00 1.23 1.00 11 SURCHARGED Link -22 CONDUIT 0 00:18 9.58 1.00 8.10 7.93 1.09 1.00 18 SURCHARGED Link -29 CONDUIT 0 00:95 6.55 1.00 5.19 2.52 2.09 1.00 79 SURCHARGED Link -26 CONDUIT 0 01:09 12.39 1.00 119.23 30.73 3.88 1.00 71 SURCHARGED Link -27 CONDUIT 0 00:26 9.95 1.00 95.77 115.00 0.83 1.00 31 SURCHARGED Link -28 CONDUIT 0 01:03 >50.00 1.00 573.59 339.00 1.69 1.00 8 SURCHANDED Link -29 CONDUIT 0 00:18 6.60 1.00 8.10 9.58 1.77 1.00 19 SURCHARGED . ............................... Highest Flow . ............................... Instability Indexes Link Link -09 (89) Link Lin k -12 (1 9) Link Link -28 (18) Link Link -19 (1 7) Link Link -17 (16) WARNING 107 : Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. Assumed initial wateace r surf elevation equal to i ert el evation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -09 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -05 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -06 is below junction maximum . elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction June -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water su rfaee elevation equal to catchbasin inlet in elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 05 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet _09 is below invert elevation. Assumed initial water surface elevation equal to c atchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inle t 10 is belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet in elevation. WARNING 116 Conduit inlet i n ert elevation defined for Conduit Link 11 is below upstream node invert elevation. Assumed conduit i ert elevation equal to upstream node invert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet i ert elevation equal to downstream node i v ert elevation. WARNING 116 Conduit inlet i ert elevation defined for Conduit Link 28 is below owupstream node invert elevation. Assumed conduit invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 08:91:21 2013 Autodesk Storm and Sanitary Analysis Analysis ended on: Wed Feb 06 08:41:21 2013 Total elapsed time: < 1 sec Autodesk Storm and Sanitary Analysis APPENDIX G NORTH STORM SEWER SYSTEM PROPOSED CONDITIONS ANALYSIS RESULTS 2, 10, 25, 50, 100 YEAR STORMS Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (North).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 2 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 8 Number of links ........... 7 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.83 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Out -001 OUTFALL 681.21 683.21 0.00 Out -04 OUTFALL 686.00 687.50 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.27 687.52 10.00 682.27 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.26 687.33 10.00 683.26 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.28 688.07 10.00 684.28 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.59 688.09 10.00 684.59 0.00 Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft /ft ft in Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Out -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.2016 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.4371 0.0130 Link -04 Junc -01 Inlet -02 CONDUIT 195.0 0.4410 0.0130 Link -05 Inlet -03 Junc -01 CONDUIT 156.0 0.4423 0.0130 Link -06 Inlet -04 Inlet -03 CONDUIT 109.0 0.4312 0.0130 Link -21 Out -04 Inlet -01 CONDUIT 60.0 5.0000 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis ft ft ft' ft cfs Link -01 CIRCULAR 2.00 2.00 1 :3.19 0.50 16.00 Link -02 CIRCULAR 2.00 2.00 1 3.19 0.50 10.16 Link -03 CIRCULAR 2.00 2.00 1 3.19 0.50 19.96 Link 04 CIRCULAR 1.50 1.50 1 1.77 0.38 6.98 Link 05 CIRCULAR 1.50 1.50 1 1.77 0.38 6.99 Link 06 CIRCULAR 1.00 1.00 1 0.79 0.25 2.39 Link 21 CIRCULAR 1.50 1.50 1 1.77 0.38 23.99 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity -e-ft inches Total Precipitation ...... 0.691 0.857 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * ** * * ** Volume Volume Flow Routing Continuity e -ft Mgallons External Inflow ........,. 0.000 0.000 External Outflow ......... 0.399 0.119 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.079 Runoff Coefficient Computatio s Report Subbasin Sub -01 Area Soil Runoff Sail /Surface Description (acres) Group Coeff. - 0.93 - 0.60 Composite Area & Weighted Runoff Coeff. 0.93 0.60 Subbasin Sub -02 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.85 - 0.60 Composite Area & Weighted Runoff Coeff. 1.85 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 2.91 - 0.60 Composite Area & Weighted Runoff Coeff. 2.91 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.29 - 0.60 Composite Area & Weighted Runoff Coeff. 3.29 0.60 **************************************** ******************************* FAA (Federal Aviation Agency) Time of Concentration **************************************** ** Cotations * ** * ** * ***** * * * mpu *** * **** Report ** ** ** Tc - (1.8 * (1.1 - C. * (L ^0.5) * (S ^- 0.333)) Where: Tc - Time of Concentration (min) C = Runoff Coefficient L - Flow Length (ft) S - Slope (8) Subbasin Sub -01 Runoff Coefficient: 0.60 Flow Length (ft): 189.00 Slope (8): 1.91 Computed TIC (minutes): 11.09 Subbasin Sub -02. Runoff Coefficient: 0.60 Flow Length (ft): 235.00 Slope (8): 0.82 Computed TIC (minutes): 19.79 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 733.00 Slope (�): 2.01 Computed TIC (minutes): 19.31 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 700.00 Slope ( -'): 2.30 Computed TIC (minutes): 18.09 Autodesk Storm and Sanitary Analysis Subbasin Runoff Summary Subbasin Accumulated Rainfall Total Peak Weighted Time of Peak Flow ID Precip Intensity Runoff Runoff Runoff Concentration Reported in in /hr in cfs Coeff days In:mm:ss during Sub -01 0.65 3.54 0.39 1.98 0.600 0 00:11:02 Sub -02 0.81 3.29 0.48 3.66 0.600 0 00:14:44 Capacity Sub -03 0.92 2.85 0.55 4.98 0.600 0 00:19:18 Sub -04 0.89 2.96 0.53 5.85 0.600 0 00:18:02 Flow .................. Node Depth Summary - ------ Link - - - - - - - - - - - - - - - - - - - 01 CONDUIT - - - - - - - - - - - 0 00:16 Node Average Maximum Maximum Time of Max Total Total Retention - - - - - - - - --- 0.68 ID Depth Depth HGL Or Flooded Time Time 4.07 1.00 AttainedAttained Attained Volume Flooded 0.84 0 > CAPACITY ft ft ft days hh:mm - minutes In:mm:ss 1.00 Junc -01 0. 80 2.42 686.25 ... ... .... 0 00:20 0 0 0:00:00 Calculated Junc -02 0.19 1.46 683.97 0 00:16 0 0 0:00:00 7.59 Out -001 0.17 1.25 682.46 0 00:16 0 0 0:00:00 Link_ Out -04 0.00 0.00 686.00 0 00:00 0 0 0:00:00 6.99 No ..... Flow . Summar y ......... 1.00 0 SURCHARGED Link Node Element Maximum I eak Time of Maximum Time of Peak 2.34 ID Type Lateral Inflow Peak Inflow Flooding Flooding Link 21 CONDUIT 0 00:00 0.00 Inflow Occurrence Overflow Occurrence 23.49 0.00 0.38 0 cfs cfs days hh:mm cfs days In: mm Junc -01 JUNCTION 0.00 7.69 0 00:20 0.00 Junc -02 JUNCTION 0.00 11.39 0 00:16 0.00 Out -001 0 TRAIL 0.00 11.37 0 00:16 0.00 Out -04 OUTFALL 0.00 0.00 0 00:00 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 3.17 687.82 0.30 0 00:16 Inlet -02 7.48 688.50 1.17 0 00:16 Inlet -03 10.41 688.42 0.35 0 00:20 Inlet 04 12.19 690. 98 2.89 0 00:17 .................. Inlet Flow .................. Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 acre -in minutes Inlet -01 1.97 1.97 - - - 0.000 0 Inlet -02 3.66 3. 66 - - - 0.000 0 Inlet -03 4.97 4.97 - - - 0.001 0 Inlet 04 5.84 5.84 - - - 0.172 5 Outfall .. Load ..ing Summary . .................. Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out -001 39.95 3.06 11.37 Out -04 0.00 0.00 0.00 System 19.97 3.06 11.37 ................. Link Flow Summary ................. Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth minutes m- - ------ Link - - - - - - - - - - - - - - - - - - - 01 CONDUIT - - - - - - - - - - - 0 00:16 - - - -- --- ................. 5.02 1.00 -- ......... 11.37 - - ----- 16.00 - - - - - 0.71 - - - - - - - - --- 0.68 - - - -_- .............. 0 Calculated Link -02 CONDUIT 0 00:16 4.07 1.00 11.39 10.16 1.12 0.84 0 > CAPACITY Link 03 CONDUIT 0 00:16 3.87 1.00 10.40 14.96 0.70 0. 80 0 Calculated Link 04 CONDUIT 0 00:20 4.51 1.00 7.59 6.98 1.09 0.92 0 > CAPACITY Link_ 05 CONDUIT 0 00:20 4.:36 1.00 7.69 6.99 1.10 1.00 0 SURCHARGED Link 06 CONDUIT 0 00:09 4.60 1.00 3.61 2.34 1.54 1.00 21 SURCHARGED Link 21 CONDUIT 0 00:00 0.00 1.00 0.00 23.49 0.00 0.38 0 Calculated Autodesk Storm and Sanitary Analysis Highest * Flow * Instability * Indexes Link Link -06 (12) Link Link -O5 (1 2) Link Link -09 (5) Link Link -03 (9) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface e 1 v ation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -02 is below junction maximum . elevation. Assumed surcharge elevation equal to m xIN— elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -Ol is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -02 is bel ow catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet-03 is bel ow i ert elevation. Assumed initial water surface elevation equal to catchbasin in i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 04 is bel ow in i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i v ert elevation. WARNING 117 Conduit outlet Invert elevation defined for Conduit Link 21 is belowdownstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node invert elevation. Analysis began on. Wed Feb 06 09:28:08 2013 Analysis ended on. Wed Feb 06 99:28:08 2013 Total elapsed time: < 1 sec Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (North).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 10 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 8 Number of links ........... 7 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.83 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Out -001 OUTFALL 681.21 683.21 0.00 Out -04 OUTFALL 686.00 687.50 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.27 687.52 10.00 682.27 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.26 687.33 10.00 683.26 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.28 688.07 10.00 684.28 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.59 688.09 10.00 684.59 0.00 Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft /ft ft in Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Out -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.2016 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.4371 0.0130 Link -04 Junc -01 Inlet -02 CONDUIT 195.0 0.4410 0.0130 Link -05 Inlet -03 Junc -01 CONDUIT 156.0 0.4423 0.0130 Link -06 Inlet -04 Inlet -03 CONDUIT 109.0 0.4312 0.0130 Link -21 Out -04 Inlet -01 CONDUIT 60.0 5.0000 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis ft ft ft' ft cfs Link -01 CIRCULAR 2.00 2.00 1 :3.19 0.50 16.00 Link -02 CIRCULAR 2.00 2.00 1 3.19 0.50 10.16 Link -03 CIRCULAR 2.00 2.00 1 3.14 0.50 14.96 Link 04 CIRCULAR 1.50 1.50 1 1.77 0.38 6.98 Link 05 CIRCULAR 1.50 1.50 1 1.77 0.38 6.99 Link 06 CIRCULAR 1.00 1.00 1 0.79 0.25 2.34 Link 21 CIRCULAR 1.50 1.50 1 1.77 0.38 23.99 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity * Precipitation * -e-ft inches Total * * * * ** 0.946 1.265 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * ** * * ** Volume Volume Flow Routing Continuity e -ft Mgallons External Inflow ........,. 0.000 0.000 External Outflow ......... 0.953 0.148 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.178 Runoff Coefficient Computatio s Report Subbasin Sub -01 Area Soil Runoff Sail /Surface Description (acres) Group Coeff. - 0.93 - 0.60 Composite Area & Weighted Runoff Coeff. 0.93 0.60 Subbasin Sub -02 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.85 - 0.60 Composite Area & Weighted Runoff Coeff. 1.85 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 2.91 - 0.60 Composite Area & Weighted Runoff Coeff. 2.91 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.29 - 0.60 Composite Area & Weighted Runoff Coeff. 3.29 0.60 **************************************** ******************************* FAA (Federal Aviation Agency) Time of Concentration **************************************** ** Cotations * ** * ** * ***** * * * mpu *** * **** Report ** ** ** Tc - (1.8 * (1.1 - C. * (L ^0.5) * (S ^- 0.333)) Where: Tc - Time of Concentration (min) C = Runoff Coefficient L - Flow Length (ft) S - Slope (8) Subbasin Sub -01 Runoff Coefficient: 0.60 Flow Length (ft): 189.00 Slope (8): 1.41 Computed TIC (minutes): 11.09 Subbasin Sub -02. Runoff Coefficient: 0.60 Flow Length (ft): 235.00 Slope (8): 0.82 Computed TIC (minutes): 14.74 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 733.00 Slope (�): 2.01 Computed TIC (minutes): 19.31 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 700.00 Slope ( -'): 2.30 Computed TIC (minutes): 18.04 Autodesk Storm and Sanitary Analysis Subbasin Runoff Summary Subbasin Accumulated Rainfall Total Peak Weighted Time of Peak Flow ID Precip Intensity Runoff Runoff Runoff Concentration Reported in in /hr in cfs Coeff days In:mm:ss during Sub -01 0.96 5.25 0.58 2.93 0.600 0 00:11:02 Sub -02 1.19 4.86 0.71 5.40 0.600 0 00:14:44 Capacity Sub -03 1.36 4.21 0.81 7.35 0.600 0 00:19:18 Sub -04 1.31 4.37 0.79 8.63 0.600 0 00:18:02 Flow .................. Node Depth Summary - ------ Link - - - - - - - - - - - - - - - - - - - 01 CONDUIT - - - - - - - - - - - 0 00:15 Node Average Maximum Maximum Time of Max Total Total Retention - - - - - - - - --- 0.79 ID Depth Depth HGL Or Flooded Time Time 4.52 1.00 AttainedAttained Attained Volume Flooded 0.93 0 > CAPACITY ft ft ft days hh:mm - minutes In:mm:ss 1.00 Junc -01 0.89 3.07 686.90 ... ... .... 0 00:15 0 0 0:00:00 Calculated Junc -02 0.25 1.72 683.73 0 00:15 0 0 0:00:00 8.02 Out -001 0.21 1.42 682.63 0 00:15 0 0 0:00:00 Link_ Out -04 0.00 0.00 686.00 0 00:00 0 0 0:00:00 6.99 Node Flow Summary ................. 1.00 14 SURCHARGED Link Node Element Maximum I eak Time of Maximum Time of Peak 2.34 ID Type Lateral Inflow Peak Inflow Flooding Flooding Link_ 21 CONDUIT 0 00:00 0.00 Inflow Occurrence Overflow Occurrence 23.49 0.00 0.50 0 cfs cfs days hh:mm cfs days In: mm Junc -01 JUNCTION 0.00 8.60 0 00:24 0.00 Juno -02 JUNCTION 0.00 13 .75 0 00:15 0.00 Out -001 0 TRAIL 0.00 13.66 0 00:15 0.00 Out -04 OUTFALL 0.00 0.00 0 00:00 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 5.74 687.87 0.35 0 00:15 Inlet -02 11.28 688.82 1.49 0 00:15 Inlet -03 15.08 689.59 1.52 0 00:12 Inlet -04 17.39 691.15 3.06 0 00:04 .................. Inlet Flow .................. Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 acre -in minutes Inlet -01 2.93 2.93 - - - 0.000 0 Inlet -02 5.39 5.39 - - - 0.000 0 Inlet -03 7.35 7.35 - - - 0.391 6 Inlet 04 8.61 8.61 - - - 1.530 15 Out all Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out 001 41.22 4.13 13.66 Out -04 0.00 0.00 0.00 System 20.61 4.13 13.66 ................. Link Flow Summary ................. Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth minutes m- - ------ Link - - - - - - - - - - - - - - - - - - - 01 CONDUIT - - - - - - - - - - - 0 00:15 - - - -- --- ................. 5.16 1.00 -- ......... 13.66 - - ----- 16.00 - - - - - 0.85 - - - - - - - - --- 0.79 - - - -_- .............. 0 Calculated Link -02 CONDUIT 0 00:15 4.52 1.00 13.75 10.16 1.35 0.93 0 > CAPACITY Link 03 CONDUIT 0 00:15 3. 92 1.00 11.97 14.96 0.80 0.98 0 Calculated Link 04 CONDUIT 0 00:22 4.82 1.00 8.02 6.98 1.15 1.00 9 SURCHARGED Link_ 05 CONDUIT 0 00:24 4.87 1.00 8.60 6.99 1.23 1.00 14 SURCHARGED Link 06 CONDUIT 0 00:06 4.72 1.00 3.71 2.34 1.58 1.00 28 SURCHARGED Link_ 21 CONDUIT 0 00:00 0.00 1.00 0.00 23.49 0.00 0.50 0 Calculated Autodesk Storm and Sanitary Analysis Highest * Flow * Instability * Indexes Link Link -06 (15) Link Link -05 (15) Link Link 04 (10) Link Link 03 (8) WARNING 107 : Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -02 is below junction maximum . elevation. Assumed surcharge elevation equal to m ximum elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet-01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet Invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet - 04 is below i e elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 117 Conduit outlet i invert elevation defined for Conduit Link -21 is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node invert elevation. Analysis began on. Wed Feb 06 09:30:23 2013 Analysis ended on. Wed Feb 06 09:30:24 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (North).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 25 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 8 Number of links ........... 7 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.83 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Out -001 OUTFALL 681.21 683.21 0.00 Out -04 OUTFALL 686.00 687.50 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.27 687.52 10.00 682.27 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.26 687.33 10.00 683.26 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.28 688.07 10.00 684.28 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.59 688.09 10.00 684.59 0.00 Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft /ft ft in Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Out -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.2016 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.4371 0.0130 Link -04 Junc -01 Inlet -02 CONDUIT 195.0 0.4410 0.0130 Link -05 Inlet -03 Junc -01 CONDUIT 156.0 0.4423 0.0130 Link -06 Inlet -04 Inlet -03 CONDUIT 109.0 0.4312 0.0130 Link -21 Out -04 Inlet -01 CONDUIT 60.0 5.0000 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis ft ft ft' ft cfs Link -01 CIRCULAR 2.00 2.00 1 :3.19 0.50 16.00 Link -02 CIRCULAR 2.00 2.00 1 3.19 0.50 10.16 Link -03 CIRCULAR 2.00 2.00 1 3.19 0.50 19.96 Link 04 CIRCULAR 1.50 1.50 1 1.77 0.38 6.98 Link 05 CIRCULAR 1.50 1.50 1 1.77 0.38 6.99 Link 06 CIRCULAR 1.00 1.00 1 0.79 0.25 2.39 Link 21 CIRCULAR 1.50 1.50 1 1.77 0.38 23.99 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity -e-ft inches Total Precipitation ...... 1.166 1.558 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * ** * * ** Volume Volume Flow Routing Continuity e -ft Mgallons External Inflow ........,. 0.009 0.001 External Outflow ......... 0.509 0.166 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.296 Runoff Coefficient Computatio s Report Subbasin Sub -01 Area Soil Runoff Sail /Surface Description (acres) Group Coeff. - 0.93 - 0.60 Composite Area & Weighted Runoff Coeff. 0.93 0.60 Subbasin Sub -02 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.85 - 0.60 Composite Area & Weighted Runoff Coeff. 1.85 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 2.91 - 0.60 Composite Area & Weighted Runoff Coeff. 2.91 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.29 - 0.60 Composite Area & Weighted Runoff Coeff. 3.29 0.60 **************************************** ******************************* FAA (Federal Aviation Agency) Time of Concentration **************************************** ** Cotations * ** * ** * ***** * * * mpu *** * **** Report ** ** ** Tc - (1.8 * (1.1 - C. * (L ^0.5) * (S ^- 0.333)) Where: Tc - Time of Concentration (min) C = Runoff Coefficient L - Flow Length (ft) S - Slope (8) Subbasin Sub -01 Runoff Coefficient: 0.60 Flow Length (ft): 189.00 Slope (8): 1.91 Computed TIC (minutes): 11.09 Subbasin Sub -02. Runoff Coefficient: 0.60 Flow Length (ft): 235.00 Slope (8): 0.82 Computed TIC (minutes): 19.79 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 733.00 Slope (�): 2.01 Computed TIC (minutes): 19.31 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 700.00 Slope ( -'): 2.30 Computed TIC (minutes): 18.09 Autodesk Storm and Sanitary Analysis Subbasin Runoff Summary Subbasin Accumulated Rainfall Total Peak Weighted Time of ID Precip Intensity Runoff Runoff Runoff Concentration in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.18 6.45 0.71 3.60 0.600 0 00:11:02 Sub -02 1.46 5.99 0.88 6.65 0.600 0 00:14:44 Sub -03 1.67 5.19 1.00 9.06 0.600 0 00:19:18 Sub -04 1.62 5.39 0.97 10.64 0.600 0 00:18:02 .................. Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Or Flooded Time Time AttainedAttained Attained Volume Flooded ft ft ft days hh:mm - minutes hh: mm:ss Junc -01 0. 95 3. ... 93 687.76 0 00:11 ... .... 0 0 0:00:00 Junc -02 0.31 3.52 685.53 0 00:11 0 0 0:00:00 Out -001 0.27 2.00 68.3.21 0 00:11 0 0 0:00:00 Out -04 0.03 0.12 686.12 0 00:11 0 0 0:00:00 N F ........... Summar y Node Element Maximum I eak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh: mm Junc -01 JUNCTION 0.00 8.04 0 00:26 0.00 Junc -02 JUNCTION 0.00 18 85 0 00:11 0.00 Out -001 0 TRAIL 0.00 17 .2 2 0 00:11 0.00 Out -04 OUTFALL 0.00 :0.28 0 00:11 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 7.34 688.79 1.27 0 00:11 Inlet -02 13.73 688.67 1.34 0 00:11 Inlet -03 18.14 689.27 1.20 0 00:10 Inlet 04 20.73 691.23 3.14 0 00:05 .................. Inlet Flow .................. Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 acre -in minutes Inlet -01 3.59 3.59 - - - 0.000 0 Inlet -02 6.63 6.63 - - - 0.009 0 Inlet -03 9.06 9.06 - - - 0.539 10 Inlet 04 10.61 10.61 - - - 2.517 24 Outfall Loading ....................... Summary Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out -001 99.34 2.03 17.22 Out -04 94.82 0.01 0.28 System 97.08 2.04 17.50 ................. Link Flow ................. Summary Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow m- Depth minutes - ------ - - Link 01 - - - - - - - - - - - - - - - - - CONDUIT - - - - - - - - - - - - - - -- --- ................. 0 00:11 5.48 1.00 -- ......... 17.22 - - ----- - 16.00 - - - - - - - 1.08 - - - - - --- - - - -_- .............. 1.00 0 SURCHARGED Link -02 CONDUIT 0 00:11 6.01 1.00 18..85: 10.16 1.86 1.00 1 SURCHARGED Link 03 CONDUIT 0 00:23 4.09 1.00 12.84 14.96 0. 86 1.00 11 SURCHARGED Link 04 CONDUIT 0 00:18 4.69 1.00 7.65 6.98 1.10 1.00 16 SURCHARGED Link 05 CONDUIT 0 00:26 4.55 1.00 8.04 6.99 1.15 1.00 17 SURCHARGED Link 06 CONDUIT 0 00:09 4.44 1.00 3.49 2.34 1.49 1.00 29 SURCHARGED Link_ 21 CONDUIT 0 00:11 1.76 1.00 0.28 23.49 0.01 0.51 0 Calculated Autodesk Storm and Sanitary Analysis . ............................... Highest Flow Instability Indexes Link Link -06 (17) Link Link -05 (16) Link Link 04 (10) Link Link -03 (7) Link Link 02 (3) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet Invert ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet-0 2 i s below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is bel ow catchbasin i et elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 117 Conduit outlet i invert elevation defined for Conduit Link -21 is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node invert elevation. Analysis began on. Wed Feb 06 09:31:97 2013 Analysis ended on. Wed Feb 06 09:31:97 2013 Total elapsed time: 1 1 sec Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (North).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 50 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 8 Number of links ........... 7 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.83 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Out -001 OUTFALL 681.21 683.21 0.00 Out -04 OUTFALL 686.00 687.50 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.27 687.52 10.00 682.27 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.26 687.33 10.00 683.26 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.28 688.07 10.00 684.28 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.59 688.09 10.00 684.59 0.00 Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft /ft ft in Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Out -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.2016 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.4371 0.0130 Link -04 Junc -01 Inlet -02 CONDUIT 195.0 0.4410 0.0130 Link -05 Inlet -03 Junc -01 CONDUIT 156.0 0.4423 0.0130 Link -06 Inlet -04 Inlet -03 CONDUIT 109.0 0.4312 0.0130 Link -21 Out -04 Inlet -01 CONDUIT 60.0 5.0000 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis ft ft ft' ft cfs Link -01 CIRCULAR 2.00 2.00 1 :3.19 0.50 16.00 Link -02 CIRCULAR 2.00 2.00 1 3.19 0.50 10.16 Link -03 CIRCULAR 2.00 2.00 1 3.19 0.50 19.96 Link 04 CIRCULAR 1.50 1.50 1 1.77 0.38 6.98 Link 05 CIRCULAR 1.50 1.50 1 1.77 0.38 6.99 Link 06 CIRCULAR 1.00 1.00 1 0.79 0.25 2.39 Link 21 CIRCULAR 1.50 1.50 1 1.77 0.38 23.99 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity -e-ft inches Total Precipitation * * * * ** 1.369 1.829 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * ** * * ** Volume Volume Flow Routing Continuity e -ft Mgallons External Inflow ........,. 0.009 0.001 External Outflow ......... 0.590 0.176 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.309 Runoff Coefficient Computatio s Report Subbasin Sub -01 Area Soil Runoff Sail /Surface Description (acres) Group Coeff. - 0.93 - 0.60 Composite Area & Weighted Runoff Coeff. 0.93 0.60 Subbasin Sub -02 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.85 - 0.60 Composite Area & Weighted Runoff Coeff. 1.85 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 2.91 - 0.60 Composite Area & Weighted Runoff Coeff. 2.91 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.29 - 0.60 Composite Area & Weighted Runoff Coeff. 3.29 0.60 **************************************** ******************************* FAA (Federal Aviation Agency) Time of Concentration **************************************** ** Cotations * ** * ** * ***** * * * mpu *** * **** Report ** ** ** Tc - (1.8 * (1.1 - C. * (L ^0.5) * (S ^- 0.333)) Where: Tc - Time of Concentration (min) C = Runoff Coefficient L - Flow Length (ft) S - Slope (8) Subbasin Sub -01 Runoff Coefficient: 0.60 Flow Length (ft): 189.00 Slope (8): 1.91 Computed TIC (minutes): 11.09 Subbasin Sub -02. Runoff Coefficient: 0.60 Flow Length (ft): 235.00 Slope (8): 0.82 Computed TIC (minutes): 19.79 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 733.00 Slope (�): 2.01 Computed TIC (minutes): 19.31 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 700.00 Slope ( -'): 2.30 Computed TIC (minutes): 18.09 Autodesk Storm and Sanitary Analysis Subbasin Runoff Summary Subbasin Accumulated Rainfall Total Peak Weighted Time of ID Precip Intensity Runoff Runoff Runoff Concentration in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.39 7.59 0.84 4.24 0.600 0 00:11:02 Sub -02 1.72 7.03 1.03 7.81 0.600 0 00:14:44 Sub -03 1.96 6.09 1.18 10.64 0.600 0 00:19:18 Sub -04 1.90 6.32 1.19 12.48 0.600 0 00:18:02 .................. Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Or Flooded Time Time AttainedAttained Attained Volume Flooded ft ft ft days hh:mm - minutes hh: mm:ss Junc -01 0.99 4.39 ... 688.22 0 00:13 ... .... 0 0 0:00:00 Junc -02 0.33 4.13 686.14 0 00:12 0 0 0:00:00 Out -001 0.28 2.00 68.3. 21 0 00:09 0 0 0:00:00 Out -04 0.03 0.34 686.34 0 00:12 0 0 0:00:00 Node Flow ................. Summary Node Element Maximum I eak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh: mm Junc -01 JUNCTION 0.00 8.45 0 00:31 0.00 Junc -02 JUNCTION 0.00 19 .11 0 00:12 0.00 Out -001 0 TRAIL 0.00 18.99 0 00:14 0.00 Out -04 OUTFALL 0.00 2.70 0 00:12 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 8.80 689.31 1.79 0 00:12 Inlet -02 15.91 689.29 1.96 0 00:09 Inlet -03 20.73 689.87 1.80 0 00:09 Inlet 04 23.67 692.18 4.09 0 00:04 .................. Inlet Flow .................. Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 acre -in minutes Inlet -01 4.23 4.23 - - - 0.000 0 Inlet -02 7.80 7.80 - - - 0.063 1 Inlet -03 10.61 10.61 - - - 0.872 13 Inlet 04 12.46 12.46 - - - 3.299 25 Outfall .. Load .................. ..ing Summary . Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out 001 99.40 2.15 18.99 Out -04 95.30 0.02 2.70 System 97.35 2.16 21.59 ................. Link Flow ................. Summary Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow m- Depth minutes - ------ - - Link 01 - - - - - - - - - - - - - - - - - CONDUIT - - - - - - - - - - - - - - -- --- ................. 0 00:14 6.05. 1.00 -- ......... 18.99 - - ----- - 16.00 - - - - - - - 1.19 - - - - - --- - - - -_- .............. 1.00 3 SURCHARGED Link -02 CONDUIT 0 00:12 6.08 1.00 19.11 10.16 1.88 1.00 4 SURCHARGED Link 03 CONDUIT 0 00:15 4.45 1.00 13.99 14.96 0.94 1.00 9 SURCHARGED Link 04 CONDUIT 0 00:25 4.84 1.00 8.23 6.98 1.18 1.00 16 SURCHARGED Link_ 05 CONDUIT 0 00:31 4.80 1.00 8.45 6.99 1.21 1.00 22 SURCHARGED Link 06 CONDUIT 0 00:05 4.60 1.00 3.62 2.34 1.55 1.00 29 SURCHARGED Link_ 21 CONDUIT 0 00:12 2.39 1.00 2.70 23.49 0.12 0.61 0 Calculated Autodesk Storm and Sanitary Analysis Highest * Flow * Instability * Indexes Link Link -06 (16) Link Link -05 (13) Link Link -09 (11) Link Link 03 (10) Link Link 02 (5) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -02 is bel ow i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is bel ow i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is bel ow catchbasin i e elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -21 is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node invert elevation. Analysis began on. Wed Feb 06 99:33:09 2013 Analysis ended on. Wed Feb 06 09:33:05 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (North).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 100 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 4 Number of nodes ........... 8 Number of links ........... 7 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 0.93 189.00 1.4100 Sub -02 1.85 235.00 0.8200 Sub -03 2.91 733.00 2.0100 Sub -04 3.29 700.00 2.3000 Node Summary Node * * * * * * ** Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 683.83 688.31 0.00 Junc -02 JUNCTION 682.01 690.21 0.00 Out -001 OUTFALL 681.21 683.21 0.00 Out -04 OUTFALL 686.00 687.50 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 1 682.27 687.52 10.00 682.27 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.26 687.33 10.00 683.26 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 1 684.28 688.07 10.00 684.28 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 684.59 688.09 10.00 684.59 0.00 Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft /ft ft in Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00. Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -01 Junc -02 Out -001 CONDUIT 160.0 0.5000 0.0130 Link -02 Inlet -01 Junc -02 CONDUIT 129.0 0.2016 0.0130 Link -03 Inlet -02 Inlet -01 CONDUIT 302.0 0.4371 0.0130 Link -04 Junc -01 Inlet -02 CONDUIT 195.0 0.4410 0.0130 Link -05 Inlet -03 Junc -01 CONDUIT 156.0 0.4423 0.0130 Link -06 Inlet -04 Inlet -03 CONDUIT 109.0 0.4312 0.0130 Link -21 Out -04 Inlet -01 CONDUIT 60.0 5.0000 0.0130 Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis ft ft ft' ft cfs Link -01 CIRCULAR 2.00 2.00 1 :3.19 0.50 16.00 Link -02 CIRCULAR 2.00 2.00 1 3.19 0.50 10.16 Link -03 CIRCULAR 2.00 2.00 1 3.19 0.50 19.96 Link 04 CIRCULAR 1.50 1.50 1 1.77 0.38 6.98 Link 05 CIRCULAR 1.50 1.50 1 1.77 0.38 6.99 Link 06 CIRCULAR 1.00 1.00 1 0.79 0.25 2.39 Link 21 CIRCULAR 1.50 1.50 1 1.77 0.38 23.99 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity -e-ft inches Total Precipitation * * * * ** 1.609 2.193 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * * * ** * * ** Volume Volume Flow Routing Continuity e -ft Mgallons External Inflow ........,. 0.009 0.001 External Outflow ......... 0.569 0.185 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (8) ..... 0.369 Runoff Coefficient Computatio s Report Subbasin Sub -01 Area Soil Runoff Sail /Surface Description (acres) Group Coeff. - 0.93 - 0.60 Composite Area & Weighted Runoff Coeff. 0.93 0.60 Subbasin Sub -02 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.85 - 0.60 Composite Area & Weighted Runoff Coeff. 1.85 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 2.91 - 0.60 Composite Area & Weighted Runoff Coeff. 2.91 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.29 - 0.60 Composite Area & Weighted Runoff Coeff. 3.29 0.60 **************************************** ******************************* FAA (Federal Aviation Agency) Time of Concentration **************************************** ** Cotations * ** * ** * ***** * * * mpu *** * **** Report ** ** ** Tc - (1.8 * (1.1 - C. * (L ^0.5) * (S ^- 0.333)) Where: Tc - Time of Concentration (min) C = Runoff Coefficient L - Flow Length (ft) S - Slope (8) Subbasin Sub -01 Runoff Coefficient: 0.60 Flow Length (ft): 189.00 Slope (8): 1.91 Computed TIC (minutes): 11.09 Subbasin Sub -02. Runoff Coefficient: 0.60 Flow Length (ft): 235.00 Slope (8): 0.82 Computed TIC (minutes): 19.79 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 733.00 Slope (�): 2.01 Computed TIC (minutes): 19.31 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 700.00 Slope ( -'): 2.30 Computed TIC (minutes): 18.09 Autodesk Storm and Sanitary Analysis Subbasin Runoff Summary Subbasin Accumulated Rainfall Total Peak Weighted Time of ID Precip Intensity Runoff Runoff Runoff Concentration in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.63 8.88 0.98 4.96 0.600 0 00:11:02 Sub -02 2.01 8.24 1.21 9.14 0.600 0 00:14:44 Sub -03 2.30 7.14 1.38 12.46 0.600 0 00:19:18 Sub -04 2.22 7.41 1.33 14.62. 0.600 0 00:18:02 .................. Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Or Flooded Time Time AttainedAttained Attained Volume Flooded ft ft ft days hh:mm - minutes hh: mm:ss Junc -01 0.99 4.31 ... 688.14 0 00:17 ... .... 0 0 0:00:00 Junc -02 0.33 3.06 685.07 0 00:10 0 0 0:00:00 Out -001 0.28 2.00 68.3.21 0 00:10 0 0 0:00:00 Out -04 0.02 0.25 686.25 0 00:10 0 0 0:00:00 Node Flow ................. Summary Node Element Maximum I eak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh: mm Junc -01 JUNCTION 0.00 8.55 0 00:26 0.00 Junc -02 JUNCTION 0.00 19 .12 0 00:10 0.00 Out -001 0 TRAIL 0.00 18.43 0 00:10 0.00 Out -04 OUTFALL 0.00 1.45 0. 00:10 0.00 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm Inlet -01 10.35 689.13 1.61 0 00:11 Inlet -02 18.24 689.10 1.77 0 00:10 Inlet -03 23.66 690.30 2.23 0 00:06 Inlet 04 26.91 691.02 2.93 0 00:05 .................. Inlet Flow .................. Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 acre -in minutes Inlet -01 4.94 4.94 - - - 0.000 0 Inlet -02 9.12 9.12 - - - 0.130 2 Inlet -03 12.45 12.45 - - - 1.243 16 Inlet 04 14.60 14.60 - - - 4.518 26 Out all Loading ...................... Summary . Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out 001 99.40 2.12 18.43 Out -04 94.53 0.01 1.45 System 96.96 2.13 19.88 ................. Link Flow ................. Summary Link ID Element Tim of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Veloc�i ty Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow m- Depth minutes - ------ - - Link 01 - - - - - - - - - - - - - - - - - CONDUIT - - - - - - - - - - - - - - -- --- ................. 0 00:10 5.87 1.00 -- ......... 18.43 - - ----- - 16.00 - - - - - - - 1.15 - - - - - --- - - - -_- .............. 1.00 6 SURCHARGED Link -02 CONDUIT 0 00:10 6.09 1.00 19.12 10.16 1.88 1.00 7 SURCHARGED Link 03 CONDUIT 0 00:16 4.72 1.00 14.81 14.96 0.99 1.00 12 SURCHARGED Link 04 CONDUIT 0 00:25 4.94 1.00 8.50 6.98 1.22 1.00 18 SURCHARGED Link 05 CONDUIT 0 00:26 4.84 1.00 8.55 6.99 1.22 1.00 23 SURCHARGED Link 06 CONDUIT 0 00:04 4. 63 1.00 3.64 2.34 1.56 1.00 30 SURCHARGED Link_ 21 CONDUIT 0 00:10 1.76 1.00 1.45 23.49 0.06 0.57 0 Calculated Autodesk Storm and Sanitary Analysis . ............................... Highest Flow Instability Indexes Link Link -06 (73) Link Link -05 (12) Link Link 04 (11) Link Link -03 (9) Link Link 02 (5) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet Invert ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet-0 2 i s below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i n ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is bel ow catchbasin i et elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 117 Conduit outlet i invert elevation defined for Conduit Link -21 is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node invert elevation. Analysis began on. Wed Feb 06 09:35:23 2013 Analysis ended on. Wed Feb 06 09:35:29 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis APPENDIX H SOUTH STORM SEWER SYSTEM PROPOSED CONDITIONS ANALYSIS RESULTS 2, 10, 25, 50, 100 YEAR STORMS Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) + + + + + + + + + + + + + + + + + ++ Project Description File Name ................. Lawrence Lane Proposed Conditions (South).SPF + + + + + + + + + + + + + + ++ Analysis Options + + + + + + + + + + + + + + ++ Flow Units ................ Subbasin Hydrograph Method. Time of Concentration...... Return Period .............. Link Routing Method ....... Storage Node Exfiltration.. Starting Date ............. Ending Date ............... Report Time Step .......... cfs Rational FAA 2 years Hydrodynamic None JAN -22 -2013 00:00:00 JAN -22 -2013 04:00:00 00:00:10 + + + + + + + + + + + ++ Element Count + + + + + + + + + + + ++ Number of subbasins ....... 13 Number of nodes ........... 24 Number of links ........... 20 + + + + + + + + + + + + + + ++ Subbasin Summary + + + + + + + + + + + + + + ++ Subbasin Total Flow Average Maximum Ponded External Area Length Slope ID Elev. acres ft o Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 + + + + + + + + + + ++ Node Summary + + + + + + + + + + ++ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft 2 Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Junc -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 685.75 696.30 0.00 Junc -05 JUNCTION 685.92 694.80 0.00 Junc -06 JUNCTION 688.23 695.00 0.00 Autodesk Storm and Sanitary Analysis Junc -13 JUNCTION 688.75 696.20 0.00 Junc -14 JUNCTION 682.80 690.87 0.00 Out - Southl OUTFALL 681.22 684.72 0.00 Out- South2 OUTFALL 686.25 689.25 0.00 Out- South3 OUTFALL 687.00 689.00 0.00 + + + + + + + + + + + ++ Inlet Summary + + + + + + + + + + + ++ Inlet Catchbasin ID Inlet Inlet Ponded Manufacturer Manufacturer Initial Grate Part Water Clogging Number Elevation Factor ft o Inlet Number Location of Inlets Invert Rim Area Elevation Elevation ft ft ft Inlet -01 FHWA HEC -22 GENERIC N/A On Sag 684.62 692.00 10.00 684.62 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC N/A On Sag 686.80 691.80 10.00 686.80 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 687.20 691.50 10.00 687.20 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 690.26 699.10 10.00 690.26 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 685.13 692.20 10.00 685.13 0.00 Inlet -08 FHWA HEC -22 GENERIC N/A On Sag 686.92 699.20 10.00 686.92 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 688.94 695.90 10.00 688.94 0.00 Inlet -11 FHWA HEC -22 GENERIC N/A On Sag 689.51 699.90 10.00 689.51 0.00 Inlet -12 FHWA HEC -22 GENERIC N/A On Sag 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 688.52 695.00 10.00 688.52 0.00 + + + + + + + + Roadway + + + + + + + + + + + + + + + + ++ and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft /ft ft /ft ft /ft ft in Inlet -01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -05 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 1 1 1 1 1 1 1 1 1 1 1 1 1 Autodesk Storm and Sanitary Analysis Inlet -11 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -12 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2.00 2.00 + + + + + + + + + + ++ Link Summary + + + + + + + + + + ++ Link From Node To Node Element Length Slope Manning's ID Type ft o Roughness Link -08 Junc -03 Junc -02 CONDUIT 730.0 0.0890 0.0130 Link -09 Inlet -06 Junc -03 CONDUIT 46.0 0.5000 0.0130 Link -10 Inlet -07 Inlet -06 CONDUIT 438.0 0.3995 0.0130 Link -11 Junc -04 Inlet -07 CONDUIT 156.0 0.3974 0.0130 Link -12 Junc -05 Junc -04 CONDUIT 42.0 0.4048 0.0130 Link -13 Inlet -08 Junc -05 CONDUIT 250.0 0.4000 0.0130 Link -14 Inlet -09 Inlet -08 CONDUIT 324.0 1.0000 0.0130 Link -16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link -17 Inlet -10 Junc -06 CONDUIT 141.0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 Out- South2 CONDUIT 124.0 0.4435 0.0130 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.1274 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out- South3 CONDUIT 304.0 0.7993 0.0130 Link -26 Out- Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -14 CONDUIT 330.0 0.5515 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.4983 0.0130 Link -30 Junc -14 Junc -01 CONDUIT 17.0 10.3529 0.0130 Cross + + + + + Section + + + + + + + + + Summary + + + + + ++ Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft 2 ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Link -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link -10 CIRCULAR 2.50 2.50 1 4.91 0.63 25.93 Link -11 CIRCULAR 1.50 1.50 1 1.77 0.38 6.62 Link -12 CIRCULAR 2.50 2.50 1 4.91 0.63 26.10 Link -13 CIRCULAR 2.50 2.50 1 4.91 0.63 25.94 Link -14 CIRCULAR 2.50 2.50 1 4.91 0.63 41.02 Link -16 CIRCULAR 1.50 1.50 1 1.77 0.38 7.43 Link -17 CIRCULAR 1.50 1.50 1 1.77 0.38 7.45 Link -18 CIRCULAR 1.50 1.50 1 1.77 0.38 7.46 Autodesk Storm and Sanitary Analysis Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 3.00 3.00 1 7.07 0.75 44.42 Link -21 CIRCULAR 3.00 3.00 1 7.07 0.75 23.81 Link -22 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -24 CIRCULAR 2.00 2.00 1 3.14 0.50 20.23 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 74.72 Link -29 CIRCULAR 1.50 1.50 1 1.77 0.38 7.42 Link -30 CIRCULAR 3.50 3.50 1 9.62 0.88 323.72 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity * * * * * * * * * * * * * * * * * * * * * * * * ** acre -ft inches --- Total Precipitation ...... - - - - -- 8.132 - - - - - -- 1.179 Continuity Error (o) ..... 0.405 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Volume Flow Routing Continuity * * * * * * * * * * * * * * * * * * * * * * * * ** acre -ft Mgallons --- External Inflow .......... - - - - -- 18.451 --- - - - - -- 6.012 External Outflow ......... 5.772 1.881 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.034 0.011 Continuity Error (a) ..... 0.682 ******* * * * * * * * * * * * * * * * * * * * * * * * * * Runoff Coefficient Computations ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Report * * * * ** Subbasin Sub -01 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbasin Sub -02 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 37.41 - 0.60 Composite Area & Weighted Runoff Coeff. 37.41 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. Autodesk Storm and Sanitary Analysis - 3.22 - 0.60 Composite Area & Weighted Runoff Coeff. 3.22 0.60 Subbasin Sub -04 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 4.96 - 0.60 Composite Area & Weighted Runoff Coeff. 4.96 0.60 Subbasin Sub -05 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 2.38 - 0.60 Composite Area & Weighted Runoff Coeff. 2.38 0.60 Subbasin Sub -06 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 11.62 - 0.60 Composite Area & Weighted Runoff Coeff. 11.62 0.60 Subbasin Sub -07 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 27.34 - 0.60 Composite Area & Weighted Runoff Coeff. 27.34 0.60 Subbasin Sub -08 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 4.86 - 0.60 Composite Area & Weighted Runoff Coeff. 4.86 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 127.30 - 0.60 Composite Area & Weighted Runoff Coeff. 127.30 0.60 Subbasin Sub -10 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 6.92 - 0.60 Composite Area & Weighted Runoff Coeff. 6.92 0.60 Autodesk Storm and Sanitary Analysis Subbasin Sub -11 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. 120.77 - 0.60 Composite Area & Weighted Runoff Coeff. 120.77 0.60 Subbasin Sub -12 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. 1.20 - 0.60 Composite Area & Weighted Runoff Coeff. 1.20 0.60 Subbasin Sub -13 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. 9.70 - 0.60 Composite Area & Weighted Runoff Coeff. 9.70 0.60 FAA (Federal Aviation Agency) Time of Concentration Computations Report To = (1.8 * (1.1 - C) * (L ^0.5) * (S 0.333)) Where: To = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (o) Subbasin Sub -01 Runoff Coefficient: 0.60 Flow Length (ft): 1452.00 Slope (o): 0.50 Computed TLC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope (o): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft): 311.00 Slope (o): 2.15 Computed TLC (minutes): 12.30 Autodesk Storm and Sanitary Analysis Subbasin Sub -04 Runoff Coefficient: 0.60 Flow Length (ft): 610.00 Slope (o): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 421.00 Slope (o): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1495.00 Slope (o): 0.50 Computed TOC (minutes): 43.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (o): 0.82 Computed TOC (minutes): 42.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope (o): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (o): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1345.00 Slope (o): 0.53 Computed TOC (minutes): 40.78 Subbasin Sub -11 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (South).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 10 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 24 Number of links ........... 20 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary * * * * * * ** Node Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 685.75 696.30 0.00 Junc -05 JUNCTION 685.92 694.80 0.00 Junc -06 JUNCTION 688.23 695.00 0.00 Junc -13 JUNCTION 688.75 696.20 0.00 Judc-14 JUNCTION 682.80 690.87 0.00 Out - Southl OUTFALL 681.22 684.72 0.00 Out- So uth2 OUTFALL 686.25 689.25 0.00 Out- So uth3 OUTFALL 687.00 689.00 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation. Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC: N/A On Sag 1 684.62 692.00 10.00 684.62 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.80 691.80 10.00 686.80 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 687.20 691.50 10.00 687.20 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 690.2.6 699.10 10.00 690.26 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 685.13 692.20 10.00 685.13 0.00 Inlet -08 FHWA HEC -22 GENERIC N/A On Sag 1 686.92 699.20 10.00 686.92 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 688.94 695.90 10.00 688.94 0.00 Inlet -11 FHWA HEC -22 GENERIC N/A On Sag 1 689.51 699.90 10.00 689.51 0.00 Inlet -12 FHWA HEC -22 GENERIC. N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Autodesk Storm and Sanitary Analysis Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope 730 .0 0.0890 ft /ft ft /ft ____________ ft /ft __________________________ ft in Inlet -01 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -12 - 0.0200 0.0160 0.0620 2. 00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -08 Junc -03 I unc -02 CONDUIT 730 .0 0.0890 0.0130 Link -09 Inlet -06 1 unc -03 CONDUIT 46.0 0.5000 0.0130 Link_ 10 Inlet -07 Inlet -06 CONDUIT 438.0 0.3995 0.0130 Link_ 11 Junc -04 Inlet -07 CONDUIT 156.0 0.3974 0.0130 Link -12 Junc -05 Junc -04 CONDUIT 42.0 0.4048 0.0130 Link 13 Inlet -08 Junc -05 CONDUIT 250.0 0.4000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 1.0000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141.0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 Out- South2 CONDUIT 124.0 0.4435 0.013.0 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.1274 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out- South3 CONDUIT 304.0 0.7993 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -14 CONDUIT 330 .0 0.5515 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.4983 0.0130 Link -30 Junc -14 Junc -01 CONDUIT 17.0 10.3529 0.0130 * * * * * * * * * * * * * * * * * * * ** Cross Section Summary * * * * * * * * * * * * * * * * * * * ** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Link -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 25.93 Link 11 CIRCULAR 1.50 1.50 1 1.77 0.38 6 .6 2 Link 12 CIRCULAR 2.50 2.50 1 4.91 0.63 26 .1 0 Link 13 CIRCULAR 2.50 2.50 1 4.91 0.63 25.94 Link 14 CIRCULAR 2.50 2.50 1 4.91 0.63 41.02 Link 16 CIRCULAR 1.50 1.50 1 1.77 0.38 7.43 Link_ 17 CIRCULAR 1.50 1.50 1 1.77 0.38 7.45 Link 18 CIRCULAR 1.50 1.50 1 1.77 0.38 7.46 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 3.00 3.00 1 7.07 0.75 44.42 Link -21 CIRCULAR 3.00 3.00 1 7.07 0.75 23.81 Link -22 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -24 CIRCULAR 2.00 2.00 1 3.14 0.50 20.23 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 74.72 Link -29 CIRCULAR 1.50 1.50 1 1.77 0.38 7.42 Link -30 CIRCULAR 3.50 3.50 1 9.62 0.88 323.72 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity acre-ft inches Total Precipitation * * * * ** 11.969 1.736 Continuity Error (8) ..... 0.405 * * * * * * * * * * * * * * * * * ** * * * * ** Volume Volume Flow Routing Continuity acre-ft Mgallons External Inflow .......... 18.441 6.009 External Outflow ......... 6.931 2.259 Initial Stoned Volume .... 0.000 0.000 Final Stored Volume ...... 0.034 0.011 Continuity Error (8) ..... 0.659 ******* * * * * * * * * * * * * * * * * * * * * * * * Runoff Coefficient Computations ******** * * * * * * * * * * * * * * ** * * * * * * ** Report * * * ** Subbas n Sub -01 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 A I ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 37.41 - 0.60 Autodesk Storm and Sanitary Analysis Composite Area & Weighted Runoff Coeff. 37.91 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.22 - 0.60 Composite Area & Weighted Runoff Coeff. 3.22 0.60 Subbasin Sub -09 AreaSoil Runoff Soil /Surface Description (acres) Group Coeff. - 9.96 - 0.60 Composite Area & Weighted Runoff Coeff. 9.96 0.60 Subbasin Sub -05 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 2.38 - 0.60 .Composite Area & Weighted Runoff Coeff. 2.38 0.60 Subbasin Sub -06 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 11.62 - 0.60 Composite Area & Weighted Runoff Coeff. 11.62 0.60 Subbasin Sub -07 AreaSoil Runoff Soil /Surface Description (acres) Group Coeff. - 27.39 - 0.60 Composite Area & Weighted Runoff Coeff. 27.39 0.60 Subbasin Sub -08 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 9.86 - 0.60 Composite Area & Weighted Runoff Coeff. 9.86 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 127.30 - 0.60 Composite Area & Weighted Runoff Coeff. 127.30 0.60 Subbasin Sub -10 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 6.92 - 0.60 Composite Area & Weighted Runoff Coeff. 6.92 0.60 Subbasin Sub -11 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 120.77 - 0.60 Composite Area & Weighted Runoff Coeff. 120.77 0.60 Subbasin Sub -12 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.20 - 0.60 Composite Area & Weighted Runoff Coeff. 1.20 0.60 Subbasin Sub -13 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.70 - 0.60 Composite Area & Weighted Runoff Coeff. 9.70 0.60 FAA .. * (Fed . e . ral .. * Aviation Agency) . * Time of Con .......................... e..... * io Cotat ra enttn * io mpu ............................... * Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbasin Sub -01 Autodesk Storm and Sanitary Analysis Runoff Coefficient: 0.60 Flow Length (ft); 1452.00 Slope ( _, ): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope ( _, ): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft); 311.00 Slope ( _, ): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -04 Runoff Coefficient: 0.60 Flow Length (ft); 610.00 Slope ( _, ): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 421.00 Slope ( _, ): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1495.00 Slope (�): 0.50 Computed TOC (minutes): 43.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (_%): 0.82 Computed TOC (minutes): 42.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope ( _, ): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1345.00 Slope (8): 0.53 Computed TOC (minutes): 40.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flaw Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 49.48 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (f t): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 41.45 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis Subbasin u Accumulated Rainfall Total Peak Weighted Time of Peak Time of ID Lateral P "recip Intensity Runoff Runoff Runoff Concentration Depth Inflow Peak Flow in in /hr in cfs Coeff days hh: mm:ss Sub -01 1.87 2.60 1.12 14.08 0.600 0 00:43:12 Sub -02 1.01 5.17 0.60 7.26 0.600 0 00:11:40 Sub -03 1.05 5.10 0.63 9.86 0.600 0 00:12:18 Sub -04 1.40 4.05 0.84 12.04 0.600 0 00:20:45 Sub -05 1.40 4.05 0.84 5.78 0.600 0 00:20:42 Sub -06 1.88 2.58 1.13 0.00 0.600 0 00:43:49 Sub -07 1.86 2.64 1.12 43.29 0.600 0 00:42:15 Sub -08 1 .6 3 3.34 0.98 9.75 0.600 0 00:29:19 Sub -09 1.43 3.93 0.86 8.33 0.600 0 00:21:49 Sub -10 1.84 2.70 1.10 11.22 0.600 0 00:40:46 Sub -11 1.96 2.38 1.18 10.39 0.600 0 00:49:28 Sub -12 1.57 3.51 0.94 2.52 0 .6 00 0 00:26:52 Sub -13 1.85 2.67 1.11 15.56 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL Attained At Attained ft ft ft Junc -01 3.11 4.57 685.61 Junc -02 2.05 3.36 685.86 Juno -03 2. 17 4 6 687.80 Junc -04 3.53 9 1 694.88 Junc -05 3.44 8.88 694.80 Junc -06 3.45 6.77 695.00 Junc -13 0.18 0.82 689.57 Junc -14 1.49 2.82 685.62 Out - Southl 2.46 3.50 684.72 Out - South2 0.34 1.41 687.66 Out -S outh3 0.58 1.31 688.31 Time of Max Total Total Retention Occurrence Flooded Time Time Volume Flooded days hh:- - nutes Ed: mm:ss 0 00:43 0 0 0:00:00 0 00:44 0 0 0:00:00 0 00:21 0 0 0:00:00 0 00:32 0 0 0:00:00 0 00:21 0.77 13 0:00:00 0 00:17 0.01 1 0:00:00 0 00:21 0 0 0:00:00 0 00:44 0 0 0:00:00 0 00:17 0 0 0:00:00 0 00:21 0 0 0:00:00 0 00:42 0 0 0:00:00 Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow It Flooding Time Depth Inflow Peak Flow Occurrence Peak Flow Overflow Occurrence Flooded ft cfs cfs days Ed: cfs days hh :mm Junc -01 JUNCTION 0.00 49 .22 0 00:43 0.00 31.17 Junc -02 JUNCTION 0.00 39.78 0 00:21 0.00 00:21 Junc -03 JUNCTION 0.00 40.37 0 00:21 0.00 -05 7.54 Junc -04 JUNCTION 0.00 12 50 0 00:32 0.00 0.00 Junc -05 JUNCTION 0.00 19.66 0 00:32 7.20 0 00:32 Junc -06 JUNCTION 0.00 10.03 0 01:08 1.04 0 00:17 Junc -13 JUNCTION 0.00 5.71 0 00:21 0.00 1.05 Junc -14 JUNCTION 0.00 14 04 0 00:43 0.00 00:16 Out - Southl OUT FALL 0.00 49.20 0 00:44 0.00 -13 93.86 Out- South2 OUT FALL 0.00 19.94 0 00:21 0.00 0.002 Out- South3 OUTFALL 0.00 15.50 0 00:42 0.00 6.384 Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet -01 76.64 693.62 1.62 0 00:43 Inlet -02 1557.64 716.42 31.17 0 00:00 Inlet -03 37.00 692.63 0.83 0 00:21 Inlet -04 55.71 692.70 1.20 0 00:21 Inlet -05 7.54 699.64 0.54 0 00:21 Inlet -06 0.00 689.90 0.00 0 00:21 Inlet -07 733.52 706.90 14.70 0 00:21 Inlet -08 36.19 700.01 0.81 0 00:31 Inlet -09 26.18 700.13 0.63 0 00:21 Inlet -10 48.29 696.95 1.05 0 00:16 Inlet -11 41.29 700.81 0.91 0 00:16 Inlet -12 6.84 700.39 0.39 0 00:00 Inlet -13 93.86 696.96 1.96 0 00:41 Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Floodingg Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs ------ cfs ----------- cfs cfs __ _ _ ________________ 8 _____ - ___ minutes Inlet -01 14.08 14.08 - - - 0.000 0 Inlet -02 63.04 63.04 - - - 208.965 240 Inlet -03 9.85 9.85 - - - 0.000 0 Inlet -04 12.03 12.03 - - - 0.000 0 Inlet -05 5.78 5.78 - - - 0.000 0 Inlet -06 0.00 0.00 - - - 0.000 0 Inlet -07 43.28 43.28 - - - 5.965 34 nlet -08 9.74 9.74 - - - 0.010 0 Inlet -09 8.33 8.33 - - - 0.002 0 Inlet -10 11.21 11.21 - - - 6.384 51 Inlet -11 10.39 10.39 - - - 0.023 2 Autodesk Storm and Sanitary Analysis Inlet -12 2.52 2.52 - - - 0.000 Inlet -13 15.55 15.55 - - - 0.000 ....................... Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out - Southl 99.93 27.37 99.20 Out -S OUth2 72.67 5.06 19.99 Out -S OUth3 69.26 8.09 15.50 System 80.95 90.97 70.71 ................. Link Flow Summary ................. Link ID Element Time of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft /sec cfs cfs Flow Depth minutes Link -08 CONDUIT 0 00:21 9.23 1.00 39.78 30.02 1.33 0.98 0 1 CAPACITY Link -09 CONDUIT 0 00:21 9.98 1.00 90.37 71.19 0.57 1.00 38 SURCHARGED Link -10 CONDUIT 0 00:21 8.12 1.00 39.85 25.93 1.59 1.00 57 SURCHARGED Link _ 11 CONDUIT 0 00:27 6.95 1.00 11.90 6 .6 2 1.72 1.00 65 SURCHARGED Link 12 CONDUIT 0 00:32 2.76 1.00 12.50 26.10 0.98 1.00 55 SURCHARGED Link 13 CONDUIT 0 00:32 9.01 1.00 19.66 25.99 0.76 1.00 51 SURCHARGED Link 14 CONDUIT 0 00:31 5.63 1.00 9.73 91.02 0.29 1.00 11 SURCHARGED Link 16 CONDUIT 0 01:08 5.67 1.00 10.02 7.93 1.35 1.00 60 SURCHARGED Link -17 CONDUIT 0 01:08 5.68 1.00 10.03 7.95 1.35 1.00 59 SURCHARGED Link -18 CON DUIT 0 00:99 5.88 1.00 10.39 7.96 1.39 1.00 59 SURCHARGED Link -19 CONDUIT 0 00:11 5.99 1.00 5.58 9.09 1.36 1.00 79 SURCHARGED Link -20 CONDUIT 0 00:21 5.92 1.00 19.99 99.92 0.95 0.52 0 Calculated Link _21 CONDUIT 0 00:21 3.83 1.00 17.33 23.81 0.73 0.62 0 Calculated Link -22 CONDUIT 0 00:21 2.38 1.00 5.63 16.00 0.35 0.70 0 Calculated Link -29 CONDUIT 0 00:92 6.67 1.00 15.50 20.23 0.77 0.69 0 Calculated Link -26 CONDUIT 0 00:99 5.11 1.00 99.20 30.73 1.60 1.00 56 SURCHARGED Link -27 CONDUIT 0 00:22 5.18 1.00 36.95 115.00 0.32 0.98 0 Calculated Link -28 CONDUIT 0 00:93 5.05 1.00 19.09 79.72 0.19 0.56 0 Calculated Link -29 CONDUIT 0 00:21 9.88 1.00 5.71 7.92 0.77 0.63 0 Calculated Link -30 CONDUIT 0 00:99 1.53 1.00 19.01 323.72 0.09 0.90 0 Calculated . ............................... High . Flow Instability . ... Indexes . ......................... Link Link -10 (93) Link Link -30 (9 3) Link Link -12 (39) Link Link -18 (39) Link Link 17 (36) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum . elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -09 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -05 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WAG 108 : Surcharge elevation defined for Junction Junc -06 is below junction maximum elevation. Assumed surcharge elevation equal to RNIN m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -19 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -19 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for In Inlet -09 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet Invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -OS is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 139 Podded area defined for o sag Inlet Inlet -06 i zero. Assumed podded area equal to 10 ft (0.929 m WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is below catchbasin live rt elevation. Assumed initial water surface elevation equal to catchbasin inlet Invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below i ert elevation. Assumed initial water surface elevation equal to Inlet-09 in i et elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -10 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet Invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is belowcatchbasin invert elevation. Autodesk Storm and Sanitary Analysis Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is belowcatchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i v ert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node i v ert elevation. n WARNING 116 Conduit inlet invert elevation defined for Conduit Link -28 is below upstream node invert elevation. Assumed conduit inlet invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 13:26:32 2013 Analysis ended on. Wed Feb 06 13:26:33 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (South).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 25 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 24 Number of links ........... 20 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary * * * * * * ** Node Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 685.75 696.30 0.00 Junc -05 JUNCTION 685.92 694.80 0.00 Junc -06 JUNCTION 688.23 695.00 0.00 Junc -13 JUNCTION 688.75 696.20 0.00 Judc-14 JUNCTION 682.80 690.87 0.00 Out - Southl OUTFALL 681.22 684.72 0.00 Out- So uth2 OUTFALL 686.25 689.25 0.00 Out- So uth3 OUTFALL 687.00 689.00 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation. Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC: N/A On Sag 1 684.62 692.00 10.00 684.62 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.80 691.80 10.00 686.80 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 687.20 691.50 10.00 687.20 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 690.2.6 699.10 10.00 690.26 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 685.13 692.20 10.00 685.13 0.00 Inlet -08 FHWA HEC -22 GENERIC N/A On Sag 1 686.92 699.20 10.00 686.92 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 688.94 695.90 10.00 688.94 0.00 Inlet -11 FHWA HEC -22 GENERIC N/A On Sag 1 689.51 699.90 10.00 689.51 0.00 Inlet -12 FHWA HEC -22 GENERIC. N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Autodesk Storm and Sanitary Analysis Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope 730 .0 0.0890 ft /ft ft /ft ____________ ft /ft __________________________ ft in Inlet -01 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -12 - 0.0200 0.0160 0.0620 2. 00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -08 Junc -03 I unc -02 CONDUIT 730 .0 0.0890 0.0130 Link -09 Inlet -06 1 unc -03 CONDUIT 46.0 0.5000 0.0130 Link_ 10 Inlet -07 Inlet -06 CONDUIT 438.0 0.3995 0.0130 Link_ 11 Junc -04 Inlet -07 CONDUIT 156.0 0.3974 0.0130 Link -12 Junc -05 Junc -04 CONDUIT 42.0 0.4048 0.0130 Link 13 Inlet -08 Junc -05 CONDUIT 250.0 0.4000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 1.0000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141.0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 Out- South2 CONDUIT 124.0 0.4435 0.013.0 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.1274 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out- South3 CONDUIT 304.0 0.7993 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -14 CONDUIT 330 .0 0.5515 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.4983 0.0130 Link -30 Junc -14 Junc -01 CONDUIT 17.0 10.3529 0.0130 * * * * * * * * * * * * * * * * * * * ** Cross Section Summary * * * * * * * * * * * * * * * * * * * ** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Link -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 25.93 Link 11 CIRCULAR 1.50 1.50 1 1.77 0.38 6 .6 2 Link 12 CIRCULAR 2.50 2.50 1 4.91 0.63 26 .1 0 Link 13 CIRCULAR 2.50 2.50 1 4.91 0.63 25.94 Link 14 CIRCULAR 2.50 2.50 1 4.91 0.63 41.02 Link 16 CIRCULAR 1.50 1.50 1 1.77 0.38 7.43 Link_ 17 CIRCULAR 1.50 1.50 1 1.77 0.38 7.45 Link 18 CIRCULAR 1.50 1.50 1 1.77 0.38 7.46 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 3.00 3.00 1 7.07 0.75 44.42 Link -21 CIRCULAR 3.00 3.00 1 7.07 0.75 23.81 Link -22 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -24 CIRCULAR 2.00 2.00 1 3.14 0.50 20.23 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 74.72 Link -29 CIRCULAR 1.50 1.50 1 1.77 0.38 7.42 Link -30 CIRCULAR 3.50 3.50 1 9.62 0.88 323.72 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity acre-ft inches Total Pne cip it ation * * * * ** 14.776 2.143 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * ** * * * * ** Volume Volume Flow Routing Continuity acre-ft Mgallons External Inflow .......... 18.445 6.011 External Outflow ......... 7.695 2.491 Initial Stoned Volume .... 0.000 0.000 Final Stored Volume ...... 0.034 0.011 Continuity Error (8) ..... 0.648 ******* * * * * * * * * * * * * * * * * * * * * * * * Runoff Coefficient Computations ******** * * * * * * * * * * * * * * ** * * * * * * ** Report * * * ** Subbas n Sub -01 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 A I ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 37.41 - 0.60 Autodesk Storm and Sanitary Analysis Composite Area & Weighted Runoff Coeff. 37.91 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.22 - 0.60 Composite Area & Weighted Runoff Coeff. 3.22 0.60 Subbasin Sub -09 AreaSoil Runoff Soil /Surface Description (acres) Group Coeff. - 9.96 - 0.60 Composite Area & Weighted Runoff Coeff. 9.96 0.60 Subbasin Sub -05 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 2.38 - 0.60 .Composite Area & Weighted Runoff Coeff. 2.38 0.60 Subbasin Sub -06 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 11.62 - 0.60 Composite Area & Weighted Runoff Coeff. 11.62 0.60 Subbasin Sub -07 AreaSoil Runoff Soil /Surface Description (acres) Group Coeff. - 27.39 - 0.60 Composite Area & Weighted Runoff Coeff. 27.39 0.60 Subbasin Sub -08 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 9.86 - 0.60 Composite Area & Weighted Runoff Coeff. 9.86 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 127.30 - 0.60 Composite Area & Weighted Runoff Coeff. 127.30 0.60 Subbasin Sub -10 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 6.92 - 0.60 Composite Area & Weighted Runoff Coeff. 6.92 0.60 Subbasin Sub -11 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 120.77 - 0.60 Composite Area & Weighted Runoff Coeff. 120.77 0.60 Subbasin Sub -12 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.20 - 0.60 Composite Area & Weighted Runoff Coeff. 1.20 0.60 Subbasin Sub -13 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.70 - 0.60 Composite Area & Weighted Runoff Coeff. 9.70 0.60 FAA .. * (Fed . e . ral .. * Aviation Agency) . * Time of Con .......................... e..... * io Cotat ra enttn * io mpu ............................... * Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbasin Sub -01 Autodesk Storm and Sanitary Analysis Runoff Coefficient: 0.60 Flow Length (ft); 1452.00 Slope ( _, ): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope ( _, ): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft); 311.00 Slope ( _, ): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -04 Runoff Coefficient: 0.60 Flow Length (ft); 610.00 Slope ( _, ): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 421.00 Slope ( _, ): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1495.00 Slope (�): 0.50 Computed TOC (minutes): 43.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (_%): 0.82 Computed TOC (minutes): 42.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope ( _, ): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1345.00 Slope (8): 0.53 Computed TOC (minutes): 40.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flaw Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 49.48 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (f t): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 41.45 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis Subbasin u Accumulated Rainfall Total Peak Weighted Time of Peak Time of ID Lateral P "recip Intensity Runoff Runoff Runoff Concentration Depth Inflow Peak Flow in in /hr in cfs Coeff days hh:mm:ss Sub -01 2.31 3.21 1.39 17.39 0.600 0 00:43:12 Sub -02 1.24 6.36 0.74 8..93 0.600 0 00:11:40 Sub -03 1.29 6.27 0.77 12.12 0.600 0 00:12:18 Sub -09 1.73 4.99 1.04 14.85 0.600 0 00:20:45 Sub -05 1.72 5.00 1.03 7.14 0.600 0 00:20:42 Sub -06 2.32 3.18 1.39 0.00 0.600 0 00:43:49 Sub -07 2.30 3.26 1.38 53.46 0.600 0 00:42:15 Sub -08 2.02 4.13 1.21 12.05 0.600 0 00:29:19 Sub -09 1.77 4.85 1.06 10.28 0.600 0 00:21:49 Sub -10 2.27 3.34 1.36 13.85 0.600 0 00:40:46 Sub -11 2.92 2.99 1.95 12.82 0.600 0 00:99:28 Sub -12 1.94 9.33 1.16 3.12 0.600 0 00:26:52 Sub -13 2.28 3.30 1.37 19.21 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL AttainedAttained Attained ft ft ft Junc -01 3.31 9.69 685.68 Junc -02 2.29 3.45 685.95 Juno -03 2.42 4.40 687.55 Junc -09 9.19 9.00 699.75 Junc -05 9.11 8.88 699.80 Junc -06 3.93 6.77 695.00 Junc -13 0. 21 1.09 689.84 Junc -14 1.69 2.93 685.73 Out - Southl 2.58 3.50 684.72 Out - Southl 0.39 1.59 687.84 Out -S outh3 0.72 1.54 688.54 Time of Max Total Total Retention Or Flooded Time Time Volume Flooded days hh:m - minutes Ed:mm:ss ... ... .... 0 00:99 0 0 0:00:00 0 00:99 0 0 0:00:00 0 00:18 0 0 0:00:00 0 00:17 0 0 0:00:00 0 00:17 1.71 20 0:00:00 0 00:14 0.00 0 0:00:00 0 00:22 0 0 0:00:00 0 00:44 0 0 0:00:00 0 00:15 0 0 0:00:00 0 00:18 0 0 0:00:00 0 00:42 0 0 0:00:00 Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow It Flooding Time Depth Inflow Peak Flow Occurrence Peak Flow Overflow Occurrence Flooded ft cfs cfs days Ed: cfs days hh:mm Junc -01 JUNCTION 0.00 51.78 0 00:99 0.00 32.82 Junc -02 JUNCTION 0.00 39.82 0 00:18 0.00 00:18 Junc -03 JUNCTION 0.00 40 .81 0 00:18 0.00 -05 18.88 Junc -09 JUNCTION 0.00 11.99 0 00:25 0.00 0.00 Junc -05 JUNCTION 0.00 22.28 0 00:22 9.68 0 00:24 Junc -06 JUNCTION 0.00 10.07 0 01:12 0.73 0 00:19 Junc -13 JUNCTION 0.00 7.01 0 00:21 0.00 1.57 Junc -19 JUNCTION 0.00 17 31 0 00:43 0.00 00:13 Out - Southl OUT FALL 0.00 51.78 0 00:99 0.00 -13 143. 6b Out - Southl OUT FALL 0.00 24.49 0 00:18 0.00 0.019 Out- South3 OUTFALL 0.00 19.03 0 00:42 0.00 9.808 Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet -01 117.52 699.93 2.93 0 00:43 Inlet -02 1640.97 718.07 32.82 0 00:00 Inlet -03 56.56 693. 01 1.21 0 00:18 Inlet -04 85.32 693.29 1.79 0 00:21 Inlet -05 18.88 699.70 0.60 0 00:21 Inlet -06 0.00 689.90 0.00 0 00:18 Inlet -07 1119.92 714.56 22.36 0 00:15 Inlet -08 55.79 700.40 1.20 0 00:19 Inlet -09 40.38 700.39 0.89 0 00:17 Inlet -10 74.17 697.47 1.57 0 00:13 Inlet -11 63.38 701.25 1.35 0 00:13 Inlet -12 8.73 700.43 0.43 0 00:00 Inlet -13 143. 6b 697.95 2.95 0 00:42 Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Floodingg Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs 8 - minutes Inlet ------ -01 17.38 ----------- 17.38 - __ _ _ ________________ - _____ - ___ 0.000 0 Inlet -02 69.70 69.70 - - - 210.178 240 Inlet -03 12.12 12.12 - - - 0.000 0 Inlet -04 14.84 14.84 - - - 0.000 0 Inlet -05 7.13 7.13 - - - 0.000 0 Inlet -06 0.00 0.00 - - - 0.000 0 Inlet -07 53.46 53.46 - - - 11.503 42 Inlet -08 12.04 12.04 - - - 0.070 2 Inlet -09 10.28 10.28 - - - 0.019 1 Inlet -10 13.85 13.85 - - - 9.808 58 Inlet -11 12.82 12.82 - - - 0.009 0 Autodesk Storm and Sanitary Analysis Inlet -12 3.12 3.12 - - - 0.000 Inlet -13 19.21 19.21 - - - 0.000 ....................... Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out - Southl 99.98 30.89 51.78 Out -S OUth2 75.20 5.90 29.99 Out -S OUth3 72.08 10.69 19.03 System 82.26 97.92 78.82 ................. Link Flow Summary ................. Link ID Element Time of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days In := ft /sec cfs cfs Flow Depth minutes Link -08 CONDUIT 0 00:18 9.22 1.00 39.82 30.02 1.33 0.99 0 1 CAPACITY Link -09 CONDUIT 0 00:18 5.17 1.00 90.81 71.19 0.57 1.00 96 SURCHARGED Link 10 CONDUIT 0 00:18 8.25 1.00 90.51 25.93 1.56 1.00 62 SURCHARGED Link 11 CONDUIT 0 00:22 6.96 1.00 11.91 6.62 1.72 1.00 69 SURCHARGED Link 12 CONDUIT 0 00:25 2.85 1.00 11.99 26.10 0.99 1.00 61 SURCHARGED Link 13 CONDUIT 0 00:22 9.59 1.00 22.28 25.99 0.86 1.00 58 SURCHARGED Link 14 CONDUIT 0 00:21 5.67 1.00 15.35 91.02 0.37 1.00 20 SURCHARGED Link -16 CONDUIT 0 01:12 5.69 1.00 10.05 7.93 1.35 1.00 69 SURCHARGED Link _ 17 CONDUIT 0 01:12 5.70 1.00 10.07 7.95 1.35 1.00 69 SURCHARGED Link -18 CON DUIT 0 00:99 7.25 1.00 12.82 7.96 1.72 1.00 69 SURCHARGED Link -19 CONDUIT 0 00:10 5.99 1.00 5.58 9.09 1.37 1.00 76 SURCHARGED Link -20 CONDUIT 0 00:18 5.66 1.00 29.99 99.92 0.55 0.59 0 Calculated Link _21 CONDUIT 0 00:22 9.06 1.00 20.98 23.81 0.88 0.70 0 Calculated Link -22 CONDUIT 0 00:23 2.71 1.00 6.96 16.00 0.93 0.77 0 Calculated Link -29 CONDUIT 0 00:92 6.77 1.00 19.03 20.23 0.99 0.85 0 Calculated Link -26 CONDUIT 0 00:99 5.38 1.00 51.78 30.73 1.69 1.00 61 SURCHARGED Link -27 CONDUIT 0 00:19 5.15 1.00 36.55 115.00 0.32 0.99 0 Calculated Link -28 CONDUIT 0 00:93 5.25 1.00 17.31 79.72 0.23 0.60 0 Calculated Link -29 CONDUIT 0 00:21 9.90 1.00 7.01 7.92 0.95 0.80 0 Calculated Link -30 CONDUIT 0 00:99 1.87 1.00 17.28 323.72 0.05 0.92 0 Calculated . ............................... Highest Flow Instability Indexes . ............................... Link Link -30 (36) Link Link -12 (39) Link Link 13 (27) Link Link -27 (26) Link Link -19 (25) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v below junction maximum ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -09 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -05 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WAG 108 Surcharge elevation defined for Junction Junc -06 is below junction maximum elevation. Assumed surcharge elevation equal to RNIN m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -19 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -19 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for In Inlet -09 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -OS is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 139 Podded area defined for o sag Inlet Inlet -06 i zero. Assumed podded area equal to 10 ft (0.929 m WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is below catchbasin live rt elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below i ert elevation. Assumed initial water surface elevation equal to Inlet-09 in i et elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -10 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is belowcatchbasin invert elevation. Autodesk Storm and Sanitary Analysis Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is belowcatchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i v ert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node i v ert elevation. n WARNING 116 Conduit inlet invert elevation defined for Conduit Link -28 is below upstream node invert elevation. Assumed conduit inlet invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 13:28:25 2013 Analysis ended on. Wed Feb 06 13:2 &:26 2013 Total elapsed time: 00:00:01 Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (South).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 50 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 24 Number of links ........... 20 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary * * * * * * ** Node Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 685.75 696.30 0.00 Junc -05 JUNCTION 685.92 694.80 0.00 Junc -06 JUNCTION 688.23 695.00 0.00 Junc -13 JUNCTION 688.75 696.20 0.00 Judc-14 JUNCTION 682.80 690.87 0.00 Out - Southl OUTFALL 681.22 684.72 0.00 Out- So uth2 OUTFALL 686.25 689.25 0.00 Out- So uth3 OUTFALL 687.00 689.00 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation. Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC: N/A On Sag 1 684.62 692.00 10.00 684.62 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.80 691.80 10.00 686.80 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 687.20 691.50 10.00 687.20 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 690.2.6 699.10 10.00 690.26 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 685.13 692.20 10.00 685.13 0.00 Inlet -08 FHWA HEC -22 GENERIC N/A On Sag 1 686.92 699.20 10.00 686.92 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 688.94 695.90 10.00 688.94 0.00 Inlet -11 FHWA HEC -22 GENERIC N/A On Sag 1 689.51 699.90 10.00 689.51 0.00 Inlet -12 FHWA HEC -22 GENERIC. N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Autodesk Storm and Sanitary Analysis Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope 730 .0 0.0890 ft /ft ft /ft ____________ ft /ft __________________________ ft in Inlet -01 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -12 - 0.0200 0.0160 0.0620 2. 00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -08 Junc -03 I unc -02 CONDUIT 730 .0 0.0890 0.0130 Link -09 Inlet -06 1 unc -03 CONDUIT 46.0 0.5000 0.0130 Link_ 10 Inlet -07 Inlet -06 CONDUIT 438.0 0.3995 0.0130 Link_ 11 Junc -04 Inlet -07 CONDUIT 156.0 0.3974 0.0130 Link -12 Junc -05 Junc -04 CONDUIT 42.0 0.4048 0.0130 Link 13 Inlet -08 Junc -05 CONDUIT 250.0 0.4000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 1.0000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141.0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 Out- South2 CONDUIT 124.0 0.4435 0.013.0 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.1274 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out- South3 CONDUIT 304.0 0.7993 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -14 CONDUIT 330 .0 0.5515 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.4983 0.0130 Link -30 Junc -14 Junc -01 CONDUIT 17.0 10.3529 0.0130 * * * * * * * * * * * * * * * * * * * ** Cross Section Summary * * * * * * * * * * * * * * * * * * * ** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Link -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 25.93 Link 11 CIRCULAR 1.50 1.50 1 1.77 0.38 6 .6 2 Link 12 CIRCULAR 2.50 2.50 1 4.91 0.63 26 .1 0 Link 13 CIRCULAR 2.50 2.50 1 4.91 0.63 25.94 Link 14 CIRCULAR 2.50 2.50 1 4.91 0.63 41.02 Link 16 CIRCULAR 1.50 1.50 1 1.77 0.38 7.43 Link_ 17 CIRCULAR 1.50 1.50 1 1.77 0.38 7.45 Link 18 CIRCULAR 1.50 1.50 1 1.77 0.38 7.46 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 3.00 3.00 1 7.07 0.75 44.42 Link -21 CIRCULAR 3.00 3.00 1 7.07 0.75 23.81 Link -22 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -24 CIRCULAR 2.00 2.00 1 3.14 0.50 20.23 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 74.72 Link -29 CIRCULAR 1.50 1.50 1 1.77 0.38 7.42 Link -30 CIRCULAR 3.50 3.50 1 9.62 0.88 323.72 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity acre-ft inches Total Precipitation * * * * ** 17.330 2.513 Continuity Error (8) ..... 0.405 * * * * * * * * * * * * * * * * * ** * * * * ** Volume Volume Flow Routing Continuity acre-ft Mgallons External Inflow .......... 18.439 6.009 External Outflow ......... 8.244 2.687 Initial Stoned Volume .... 0.000 0.000 Final Stored Volume ...... 0.034 0.011 Continuity Error (8) ..... 0.640 ******* * * * * * * * * * * * * * * * * * * * * * * * Runoff Coefficient Computations ******** * * * * * * * * * * * * * * ** * * * * * * ** Report * * * ** Subbas n Sub -01 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 A I ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 37.41 - 0.60 Autodesk Storm and Sanitary Analysis Composite Area & Weighted Runoff Coeff. 37.91 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.22 - 0.60 Composite Area & Weighted Runoff Coeff. 3.22 0.60 Subbasin Sub -09 AreaSoil Runoff Soil /Surface Description (acres) Group Coeff. - 9.96 - 0.60 Composite Area & Weighted Runoff Coeff. 9.96 0.60 Subbasin Sub -05 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 2.38 - 0.60 .Composite Area & Weighted Runoff Coeff. 2.38 0.60 Subbasin Sub -06 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 11.62 - 0.60 Composite Area & Weighted Runoff Coeff. 11.62 0.60 Subbasin Sub -07 AreaSoil Runoff Soil /Surface Description (acres) Group Coeff. - 27.39 - 0.60 Composite Area & Weighted Runoff Coeff. 27.39 0.60 Subbasin Sub -08 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 9.86 - 0.60 Composite Area & Weighted Runoff Coeff. 9.86 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 127.30 - 0.60 Composite Area & Weighted Runoff Coeff. 127.30 0.60 Subbasin Sub -10 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 6.92 - 0.60 Composite Area & Weighted Runoff Coeff. 6.92 0.60 Subbasin Sub -11 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 120.77 - 0.60 Composite Area & Weighted Runoff Coeff. 120.77 0.60 Subbasin Sub -12 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.20 - 0.60 Composite Area & Weighted Runoff Coeff. 1.20 0.60 Subbasin Sub -13 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.70 - 0.60 Composite Area & Weighted Runoff Coeff. 9.70 0.60 FAA .. * (Fed . e . ral .. * Aviation Agency) . * Time of Con .......................... e..... * io Cotat ra enttn * io mpu ............................... * Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbasin Sub -01 Autodesk Storm and Sanitary Analysis Runoff Coefficient: 0.60 Flow Length (ft); 1452.00 Slope ( _, ): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope ( _, ): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft); 311.00 Slope ( _, ): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -04 Runoff Coefficient: 0.60 Flow Length (ft); 610.00 Slope ( _, ): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 421.00 Slope ( _, ): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1495.00 Slope (�): 0.50 Computed TOC (minutes): 43.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (_%): 0.82 Computed TOC (minutes): 42.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope ( _, ): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1345.00 Slope (8): 0.53 Computed TOC (minutes): 40.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flaw Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 49.48 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (f t): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 41.45 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis Subbasin u Accumulated Rainfall Total Peak Weighted Time of Peak Time of ID Lateral P "recip Intensity Runoff Runoff Runoff Concentration Depth Inflow Peak Flow in in /hr in cfs Coeff days hh:mm:ss Sub -01 2.71 3.77 1.63 20.39 0.600 0 00:43:12 Sub -02 1.45 7.48 0.87 10.50 0.600 0 00:11:40 Sub -03 1.52 7.38 0.91 14.25 0.600 0 00:12:18 Sub -09 2.03 5.86 1.22 17.42 0.600 0 00:20:45 Sub -05 2.02 5.86 1.21 8.37 0.600 0 00:20:42 Sub -06 2.73 3.73 1.69 0.00 0.600 0 00:93:99 Sub -07 2.70 3.82 1.62 62.69 0.600 0 00:42:15 Sub -08 2.37 4.84 1.42 14.12 0.600 0 00:29:19 Sub -09 2.07 5.69 1.24 12.06 0.600 0 00:21:49 Sub -10 2.66 3.91 1.60 16.29 0..600 0 00:90:96 Sub -11 2.84 3.45 1.71 15.04 0.600 0 00:49:28 Sub -12 2.27 5.08 1.36 3.66 0 .6 00 0 00:26:52 Sub -13 2.68 3.87 1.61 22.53 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL Attained At Attained ft ft ft Junc -01 3.58 9.73 685.77 Junc -02 2.98 3.59 686.04 Juno -03 2.75 4.30 687.45 Junc -09 9.94 9.15 694.90 Junc -05 9.86 8.88 699.80 Junc -06 4.48 6.77 695.00 Junc -13 0.25 1.48 690.23 Junc -19 1.94 3.04 685.84 Out - Southl 2.75 3.50 684.72 Out - South2 0.93 1.75 688.00 Out -S outh3 0.95 2.00 689.00 Time of Max Total Total Retention Occurrence Flooded Time Time Volume Flooded days hh:- - nutes Ed: mm:ss 0 00:99 0 0 0:00:00 0 00:99 0 0 0:00:00 0 00:16 0 0 0:00:00 0 00:14 0 0 0:00:00 0 00:14 2.82 24 0:00:00 0 00:12 0.00 0 0:00:00 0 00:21 0 0 0:00:00 0 00:99 0 0 0:00:00 0 00:14 0 0 0:00:00 0 00:21 0 0 0:00:00 0 00:37 0 0 0:00:00 Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow It Flooding Time Depth Inflow Peak Flow Occurrence Peak Flow Overflow Occurrence Flooded ft cfs cfs days Ed: cfs days hh:mm Junc -01 JUNCTION 0.00 59.19 0 00:99 0.00 39.92 Junc -02 JUNCTION 0.00 39. 70 0 00:16 0.00 00:21 Junc -03 JUNCTION 0.00 40.83 0 00:16 0.00 -05 26.48 Junc -09 JUNCTION 0.00 11.51 0 00:17 0.00 0.00 Junc -05 JUNCTION 0.00 24.83 0 00:22 12.70 0 00:25 Junc -06 JUNCTION 0.00 10.19 0 01:14 1.16 0 00:12 Junc -13 JUNCTION 0.00 8.43 0 00:20 0.00 2.13 Junc -19 JUNCTION 0.00 2.0.26 0 00:43 0.00 00:12 Out -S OUthl OUT FALL 0.00 59.19 0 00:99 0.00 -13 197.97 Out- South2 OUT FALL 0.00 28.66 0 00:21 0.00 0.060 Out- South3 OUTFALL 0.00 22.50 0 00:41 0.00 12.963 Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet -01 162.00 695.32 3.32 0 00:43 Inlet -02 1721.69 719.67 39.92 0 00:00 Inlet -03 78.53 693.45 1.65 0 00:21 Inlet -04 118.01 693.94 2.99 0 00:21 Inlet -05 26.48 699.79 0.69 0 00:22 Inlet -06 0.00 689.90 0.00 0 00:16 Inlet -07 1540.33 722.90 30.70 0 00:11 Inlet -08 76.99 700.82 1.62 0 00:17 Inlet -09 55.92 700.70 1.20 0 00:15 Inlet -10 102.92 698.03 2.13 0 00:12 Inlet -11 87.59 701.73 1.83 0 00:12 Inlet -12 10.28 700.46 0.96 0 00:00 Inlet -13 197.97 699.03 4.03 0 00:39 Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Floodingg Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs ------ cfs ----------- cfs cfs __ _ _ ________________ 8 _____ - ___ minutes Inlet -01 20.39 20.39 - - - 0.000 0 Inlet -02 66.28 66.28 - - - 211.000 240 Inlet -03 14.24 14.24 - - - 0.000 0 Inlet -04 17.42 17.42 - - - 0.000 0 Inlet -05 8.37 8.37 - - - 0.000 0 Inlet -06 0.00 0.00 - - - 0.000 0 Inlet -07 62.69 62.69 - - - 17.018 98 Inlet -08 14.11 14.11 - - - 0.198 4 Inlet -09 12.06 12.06 - - - 0.060 2 Inlet -10 16.29 16.24 - - - 12.963 62 Inlet -11 15.04 15.04 - - - 0.004 1 Autodesk Storm and Sanitary Analysis Inlet -12 3.65 3.65 - - - 0.000 Inlet -13 22.52 22.52 - - - 0.000 ....................... Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out- Southl 99.57 35.30 54.19 Out -S OUth2 79.33 6.30 28.66 Out -S OUth3 76.70 13.55 22.50 System 85.20 55.15 86.05 ................. Link Flow Summary ................. Link ID Element Time of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days In := ft /sec cfs cfs Flow Depth minutes ------------------------------------------------------------------------------------------------------ - - - - -- ------------------- Link-08 CONDUIT 0 00:16 4.27 1.00 39.70 30.02 1.32 1.00 5 SURCHARGED Link -09 CONDUIT 0 00:16 5.33 1.00 40.83 71.14 0.57 1.00 51 SURCHARGED Link _ 10 CONDUIT 0 00:16 8.29 1.00 40.70 25.93 1.57 1.00 66 SURCHARGED Link 11 CONDUIT 0 00:22 6.45 1.00 11.40 6 .6 2 1.72 1.00 72 SURCHARGED Link 12 CONDUIT 0 00:17 2.95 1.00 11.51 26.10 0.44 1.00 65 SURCHARGED Link 13 CONDUIT 0 00:22 5.06 1.00 24.83 25.94 0.96 1.00 62 SURCHARGED Link 14 CONDUIT 0 00:22 5.72 1.00 16.30 41.02 0.40 1.00 23 SURCHARGED Link 16 CONDUIT 0 01:15 5.77 1.00 10.20 7.43 1.37 1.00 67 SURCHANDED Link 17 CONDUIT 0 01:14 5.76 1.00 10.19 7.45 1.37 1.00 67 SURCHARGED Link -18 CONDUIT 0 00:49 8.51 1.00 15.03 7.46 2.01 1.00 68 SURCHARGED Link -19 CON DUIT 0 00:09 5.94 1.00 5.58 4.09 1.37 1.00 78 SURCHARGED Link -20 CONDUIT 0 00:21 5.85 1.00 28.66 44.42 0.65 0.65 0 Calculated Link _21 CONDUIT 0 00:21 4.21 1.00 24.91 23.81 1.05 0.80 0 > CAPACITY Link -22 CONDUIT 0 00:22 2.84 1.00 8.00 16.00 0.50 0.87 0 Calculated Link -24 CONDUIT 0 00:41 7.16 1.00 22.50 20.23 1.11 1.00 8 SURCHARGED Link -26 CONDUIT 0 00:44 5.63 1.00 54.19 30.73 1.76 1.00 65 SURCHARGED Link -27 CONDUIT 0 00:17 5.15 1.00 36.60 115.00 0.32 1.00 5 SURCHARGED Link -28 CONDUIT 0 00:43 5.40 1.00 20.26 74.72 0.27 0.64 0 Calculated Link -29 CONDUIT 0 00:20 4.83 1.00 8.43 7.42 1.14 0.99 0 > CAPACITY Link -30 CONDUIT 0 00:44 2.17 1.00 20.24 323.72 0.06 0.93 0 Calculated . ............................... Highest Flow Instability Indexes . ............................... Link Link -12 (28) Link Link -30 (2 6) Link Link -13 (23) Link Link _ 14 (22) Link Link -17 (21) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum . elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -04 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -05 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WAG 108 : Surcharge elevation defined for Junction Junc -06 is below junction maximum elevation. Assumed surcharge elevation equal to RNIN m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -14 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -14 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for In Inlet -04 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -OS is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 139 Podded area defined for o sag Inlet Inlet -06 i zero. Assumed podded area equal to 10 ft (0.929 m WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is below catchbasin live rt elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below i ert elevation. Assumed initial water surface elevation equal to Inlet-09 in i et elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -10 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is belowcatchbasin invert elevation. Autodesk Storm and Sanitary Analysis Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is belowcatchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i v ert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node i v ert elevation. n WARNING 116 Conduit inlet invert elevation defined for Conduit Link -28 is below upstream node invert elevation. Assumed conduit inlet invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 13:30:12 2013 Analysis ended on. Wed Feb 06 13:30:12 2013 Total elapsed time: 1 1 sec Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ................... File Name ................. Lawrence Lane Proposed Conditions (South).SPF Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period .............. 100 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN -22 -2013 00:00:00 Ending Date ............... JAN -22 -2013 04:00:00 Report Time Step .......... 00:00:10 Element Count Number of subbasins ....... 13 Number of nodes ........... 24 Number of links ........... 20 Subbasin Summary Subbasin Total Flow Average Area Length Slope ID acres ft 8 Sub -01 9.02 1452.00 0.5000 Sub -02 2.34 379.00 3.3900 Sub -03 3.22 311.00 2.1500 Sub -04 4.96 610.00 1.2300 Sub -05 2.38 421.00 0.7100 Sub -06 0.00 1495.00 0.5000 Sub -07 27.34 1932.00 0.8200 Sub -08 4.86 780.00 0.6300 Sub -09 3.53 528.00 0.8500 Sub -10 6.92 1345.00 0.5300 Sub -11 7.27 1069.00 0.2100 Sub -12 1.20 562.00 0.5000 Sub -13 9.70 1337.00 0.5000 Node Summary * * * * * * ** Node Element Invert. Maximum Podded External ID Type Elevation Elev. Area Inflow ft ft ft' Junc -01 JUNCTION 681.04 690.91 0.00 Junc -02 JUNCTION 682.50 690.40 0.00 Juno -03 JUNCTION 683.15 689.00 0.00 Junc -04 JUNCTION 685.75 696.30 0.00 Junc -05 JUNCTION 685.92 694.80 0.00 Junc -06 JUNCTION 688.23 695.00 0.00 Junc -13 JUNCTION 688.75 696.20 0.00 Judc-14 JUNCTION 682.80 690.87 0.00 Out - Southl OUTFALL 681.22 684.72 0.00 Out- So uth2 OUTFALL 686.25 689.25 0.00 Out- So uth3 OUTFALL 687.00 689.00 0.00 Inlet Summary Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Podded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation. Elevation Elevation Factor ft ft ft' ft 8 Inlet -01 FHWA HEC -22 GENERIC: N/A On Sag 1 684.62 692.00 10.00 684.62 0.00 Inlet -02 FHWA HEC -22 GENERIC N/A On Sag 1 683.28 685.25 10.00 683.28 0.00 Inlet -03 FHWA HEC -22 GENERIC. N/A On Sag 1 686.80 691.80 10.00 686.80 0.00 Inlet -04 FHWA HEC -22 GENERIC N/A On Sag 1 687.20 691.50 10.00 687.20 0.00 Inlet -05 FHWA HEC -22 GENERIC N/A On Sag 1 690.2.6 699.10 10.00 690.26 0.00 Inlet -06 FHWA HEC -22 GENERIC N/A On Sag 1 683.38 689.90 10.00 683.38 0.00 Inlet -07 FHWA HEC -22 GENERIC N/A On Sag 1 685.13 692.20 10.00 685.13 0.00 Inlet -08 FHWA HEC -22 GENERIC N/A On Sag 1 686.92 699.20 10.00 686.92 0.00 Inlet -09 FHWA HEC -22 GENERIC N/A On Sag 1 691.95 699.50 10.00 691.95 0.00 Inlet -10 FHWA HEC -22 GENERIC N/A On Sag 1 688.94 695.90 10.00 688.94 0.00 Inlet -11 FHWA HEC -22 GENERIC N/A On Sag 1 689.51 699.90 10.00 689.51 0.00 Inlet -12 FHWA HEC -22 GENERIC. N/A On Sag 1 687.66 700.00 10.00 687.66 0.00 Inlet -13 FHWA HEC -22 GENERIC N/A On Sag 1 688.52 695.00 10.00 688.52 0.00 Autodesk Storm and Sanitary Analysis Roadway and Gutter Summary Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Roughness Slope Slope Roughness Slope 730 .0 0.0890 ft /ft ft /ft ____________ ft /ft __________________________ ft in Inlet -01 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -03 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -04 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -OS - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -06 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -09 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -10 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet -11 - 0.0200 0. 0160 0.0620 2.00 2.00 Inlet -12 - 0.0200 0.0160 0.0620 2. 00 2.00 Inlet -13 - 0.0200 0.0160 0.0620 2.00 2.00 Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness Link -08 Junc -03 I unc -02 CONDUIT 730 .0 0.0890 0.0130 Link -09 Inlet -06 1 unc -03 CONDUIT 46.0 0.5000 0.0130 Link_ 10 Inlet -07 Inlet -06 CONDUIT 438.0 0.3995 0.0130 Link_ 11 Junc -04 Inlet -07 CONDUIT 156.0 0.3974 0.0130 Link -12 Junc -05 Junc -04 CONDUIT 42.0 0.4048 0.0130 Link 13 Inlet -08 Junc -05 CONDUIT 250.0 0.4000 0.0130 Link 14 Inlet -09 Inlet -08 CONDUIT 324.0 1.0000 0.0130 Link 16 Junc -06 Inlet -07 CONDUIT 531.0 0.5009 0.0130 Link 17 Inlet -10 Junc -06 CONDUIT 141.0 0.5035 0.0130 Link -18 Inlet -11 Inlet -10 CONDUIT 113.0 0.5044 0.0130 Link -19 Inlet -02 Junc -02 CONDUIT 195.0 0.4000 0.0130 Link -20 Inlet -03 Out- South2 CONDUIT 124.0 0.4435 0.013.0 Link -21 Inlet -04 Inlet -03 CONDUIT 314.0 0.1274 0.0130 Link -22 Junc -13 Inlet -04 CONDUIT 310.0 0.5000 0.0130 Link -24 Inlet -13 Out- South3 CONDUIT 304.0 0.7993 0.0130 Link -26 Out - Southl Junc -01 CONDUIT 193.0 0.0933 0.0130 Link -27 Junc -02 Junc -01 CONDUIT 62.0 1.3065 0.0130 Link -28 Inlet -01 Junc -14 CONDUIT 330 .0 0.5515 0.0130 Link -29 Inlet -05 Junc -13 CONDUIT 303.0 0.4983 0.0130 Link -30 Junc -14 Junc -01 CONDUIT 17.0 10.3529 0.0130 * * * * * * * * * * * * * * * * * * * ** Cross Section Summary * * * * * * * * * * * * * * * * * * * ** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs Link -08 CIRCULAR 3.50 3.50 1 9.62 0.88 30.02 Link -09 CIRCULAR 3.50 3.50 1 9.62 0.88 71.14 Link _ 10 CIRCULAR 2.50 2.50 1 4.91 0.63 25.93 Link 11 CIRCULAR 1.50 1.50 1 1.77 0.38 6 .6 2 Link 12 CIRCULAR 2.50 2.50 1 4.91 0.63 26 .1 0 Link 13 CIRCULAR 2.50 2.50 1 4.91 0.63 25.94 Link 14 CIRCULAR 2.50 2.50 1 4.91 0.63 41.02 Link 16 CIRCULAR 1.50 1.50 1 1.77 0.38 7.43 Link_ 17 CIRCULAR 1.50 1.50 1 1.77 0.38 7.45 Link 18 CIRCULAR 1.50 1.50 1 1.77 0.38 7.46 Link -19 CIRCULAR 1.25 1.25 1 1.23 0.31 4.09 Link -20 CIRCULAR 3.00 3.00 1 7.07 0.75 44.42 Link -21 CIRCULAR 3.00 3.00 1 7.07 0.75 23.81 Link -22 CIRCULAR 2.00 2.00 1 3.14 0.50 16.00 Link -24 CIRCULAR 2.00 2.00 1 3.14 0.50 20.23 Link -26 CIRCULAR 3.50 3.50 1 9.62 0.88 30.73 Link -27 CIRCULAR 3.50 3.50 1 9.62 0.88 115.00 Link -28 CIRCULAR 3.50 3.50 1 9.62 0.88 74.72 Link -29 CIRCULAR 1.50 1.50 1 1.77 0.38 7.42 Link -30 CIRCULAR 3.50 3.50 1 9.62 0.88 323.72 * * * * * * * * * * * * * * * * * * * * * * * * ** Volume Depth Runoff Quantity Continuity * Precipitation * acre-ft inches Tot al * * * * ** 20.298 2.944 Continuity Error (8) ..... 0.905 * * * * * * * * * * * * * * * * * ** * * * * ** Volume Volume Flow Routing Continuity acre-ft Mgallons External Inflow .......... 18.441 6.009 External Outflow ......... 8.908 2.903 Initial Stoned Volume .... 0.000 0.000 Final Stored Volume ...... 0.034 0.011 Continuity Error (8) ..... 0.632 ******* * * * * * * * * * * * * * * * * * * * * * * * Runoff Coefficient Computations ******** * * * * * * * * * * * * * * ** * * * * * * ** Report * * * ** Subbas n Sub -01 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.02 - 0.60 Composite Area & Weighted Runoff Coeff. 9.02 0.60 Subbas n Sub -02 A I ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 37.41 - 0.60 Autodesk Storm and Sanitary Analysis Composite Area & Weighted Runoff Coeff. 37.91 0.60 Subbasin Sub -03 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 3.22 - 0.60 Composite Area & Weighted Runoff Coeff. 3.22 0.60 Subbasin Sub -09 AreaSoil Runoff Soil /Surface Description (acres) Group Coeff. - 9.96 - 0.60 Composite Area & Weighted Runoff Coeff. 9.96 0.60 Subbasin Sub -05 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 2.38 - 0.60 .Composite Area & Weighted Runoff Coeff. 2.38 0.60 Subbasin Sub -06 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 11.62 - 0.60 Composite Area & Weighted Runoff Coeff. 11.62 0.60 Subbasin Sub -07 AreaSoil Runoff Soil /Surface Description (acres) Group Coeff. - 27.39 - 0.60 Composite Area & Weighted Runoff Coeff. 27.39 0.60 Subbasin Sub -08 Area Soil Runoff Soil /Surface Description ___________________________________----------------------------- (ac es) T Group Coeff. - 9.86 - 0.60 Composite Area & Weighted Runoff Coeff. 9.86 0.60 Subbasin Sub -09 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 127.30 - 0.60 Composite Area & Weighted Runoff Coeff. 127.30 0.60 Subbasin Sub -10 Area Soil Runoff Soil /Surface Description (acres) Group Coeff. - 6.92 - 0.60 Composite Area & Weighted Runoff Coeff. 6.92 0.60 Subbasin Sub -11 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 120.77 - 0.60 Composite Area & Weighted Runoff Coeff. 120.77 0.60 Subbasin Sub -12 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 1.20 - 0.60 Composite Area & Weighted Runoff Coeff. 1.20 0.60 Subbasin Sub -13 A r ea Soil Runoff Soil /Surface Description (acres) Group Coeff. - 9.70 - 0.60 Composite Area & Weighted Runoff Coeff. 9.70 0.60 FAA .. * (Fed . e . ral .. * Aviation Agency) . * Time of Con .......................... e..... * io Cotat ra enttn * io mpu ............................... * Report Tc = (1.8 * (1.1 - C) * (L ^0.5) * (S^- 0.333)) Where: Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (8) Subbasin Sub -01 Autodesk Storm and Sanitary Analysis Runoff Coefficient: 0.60 Flow Length (ft); 1452.00 Slope ( _, ): 0.50 Computed TOC (minutes): 43.20 Subbasin Sub -02 Runoff Coefficient: 0.60 Flow Length (ft): 379.00 Slope ( _, ): 3.39 Computed TOC (minutes): 11.67 Subbasin Sub -03 Runoff Coefficient: 0.60 Flow Length (ft); 311.00 Slope ( _, ): 2.15 Computed TOC (minutes): 12.30 Subbasin Sub -04 Runoff Coefficient: 0.60 Flow Length (ft); 610.00 Slope ( _, ): 1.23 Computed TOC (minutes): 20.75 Subbasin Sub -05 Runoff Coefficient: 0.60 Flow Length (ft): 421.00 Slope ( _, ): 0.71 Computed TOC (minutes): 20.70 Subbasin Sub -06 Runoff Coefficient: 0.60 Flow Length (ft): 1495.00 Slope (�): 0.50 Computed TOC (minutes): 43.83 Subbasin Sub -07 Runoff Coefficient: 0.60 Flow Length (ft): 1932.00 Slope (_%): 0.82 Computed TOC (minutes): 42.26 Subbasin Sub -08 Runoff Coefficient: 0.60 Flow Length (ft): 780.00 Slope ( _, ): 0.63 Computed TOC (minutes): 29.32 Subbasin Sub -09 Runoff Coefficient: 0.60 Flow Length (ft): 528.00 Slope (8): 0.85 Computed TOC (minutes): 21.83 Subbasin Sub -10 Runoff Coefficient: 0.60 Flow Length (ft): 1345.00 Slope (8): 0.53 Computed TOC (minutes): 40.78 Subbasin Sub -11 Runoff Coefficient: 0.60 Flaw Length (ft): 1069.00 Slope (8): 0.21 Computed TOC (minutes): 49.48 Subbasin Sub -12 Runoff Coefficient: 0.60 Flow Length (ft): 562.00 Slope (8): 0.50 Computed TOC (minutes): 26.88 Subbasin Sub -13 Runoff Coefficient: 0.60 Flow Length (f t): 1337.00 Slope (8): 0.50 Computed TOC (minutes): 41.45 Subbasin Runoff Summary Autodesk Storm and Sanitary Analysis ... ...................... Subbasin Accumulated u Rainfall Total Peak Weighted Time of Peak Time of ID Lateral Precip Intensity Runoff Runoff Runoff Concentration Depth Inflow Peak Flow in in /hr in cfs Coeff days hh: mm:ss Sub -01 3.17 4.41 1.90 23.88 0.600 0 00:43:12 Sub -02 1.70 8.75 1.02 12.29 0.600 0 00:11:40 Sub -03 1.78 8.64 1.07 16.68 0.600 0 00:12:18 Sub -09 2.38 6.86 1.43 20.41 0.600 0 00:20:45 Sub -05 2.37 6.87 1.42 9.81 0.600 0 00:20:42 Sub -06 3.19 9.37 1.92 0.00 0.600 0 00:93:99 Sub -07 3.16 9.98 1.90 73.43 0.600 0 00:92:15 Sub -08 2.77 5.67 1.66 16.54 0.600 0 00:29:19 Sub -09 2.43 6.67 1.46 14.13 0.600 0 00:21:49 Sub -10 3.12 9.58 1.87 19.02 0.600 0 00:90:96 Sub -11 3.33 9.09 2.00 17.61 0.600 0 00:99:28 Sub -12 2.66 5.95 1.60 4.28 0.600 0 00:26:52 Sub -13 3.14 4.53 1.88 26.38 0.600 0 00:41:27 .................. Node Depth Summary Node Average Maximum Maximum ID Depth Depth HGL AttainedAttained Attained ft ft ft Junc -01 3.75 9.85 685.89 Junc -02 2.69 3. 64 686.14 Juno -03 2.96 4.28 687.43 Junc -09 5.40 9.31 695.06 Junc -05 5.32 8.88 694.80 Junc -06 4.80 6.77 695.00 Junc -13 0.32 2.95 691.70 Junc -14 2.11 3.19 685.99 Out - Southl 2.84 3.50 684.72 Out - South2 0.50 2.00 688.25 Out -S outh3 1.13 2.00 689.00 Time of Max Total Total Retention Or Flooded Time Time Volume Flooded days hh:m - minutes hh: mm:ss ... ... .... 0 00:99 0 0 0:00:00 0 00:99 0 0 0:00:00 0 00:15 0 0 0:00:00 0 00:14 0 0 0:00:00 0 00:13 4.26 27 0:00:00 0 00:19 0.00 0 0:00:00 0 00:20 0 0 0:00:00 0 00:44 0 0 0:00:00 0 00:12 0 0 0:00:00 0 00:21 0 0 0:00:00 0 00:32 0 0 0:00:00 Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Time Depth Inflow Peak Flow Occurrence Peak Flow Overflow Occurrence Flooded ft cfs cfs days hh:mm cfs days hh:mm Junc -01 JUNCTION 0.00 57 06 0 00:99 0.00 36.27 Junc -02 JUNCTION 0.00 39.63 0 00:14 0.00 00:21 Junc -03 JUNCTION 0.00 40.77 0 00:14 0.00 -05 36.65 1 unc -09 JUNCTION 0.00 12.81 0 00:19 0.00 0.00 Junc -05 JUNCTION 0.00 28.19 0 00:27 16.51 0 00:22 Junc -06 JUNCTION 0.00 10.22 0 01:16 0.00 0 00:20 Junc -13 JUNCTION 0.00 9.95 0 00:18 0.00 2.89 Junc -19 JUNCTION 0.00 23.71 0 00:43 0.00 00:95 Out -S OUthl OUT FALL 0.00 57.06 0 00:99 0.00 -13 271.94 Out- South2 OUT FALL 0.00 39.76 0 00:21 0.00 0.077 Out- South3 OUTFALL 0.00 26.35 0 00:41 0.00 16.639 ................... Inlet Depth Summary Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum Lateral Flow during during during Time Depth Peak Flow Peak Flow Peak Flow Occurrence Flooded ft ft ft days hh:mm Inlet -01 222.57 696.52 9.52 0 00:43 Inlet -02 1815.90 721.52 36.27 0 00:00 Inlet -03 108.02 694.04 2.24 0 00:21 Inlet -04 162.3.8 694.82 3.32 0 00:21 Inlet -05 36.65 699.92 0.82 0 00:18 Inlet -06 0.00 689.90 0.00 0 00:15 Inlet -07 2113.27 739.25 42.05 0 00:12 Inlet -08 106.20 701.91 2.21 0 00:14 Inlet -09 77.12 701.13 1.63 0 00:13 Inlet -10 140.84 6 98 .7 9 2.89 0 00:10 Inlet -11 120.64 702.39 2.49 0 00:95 Inlet -12 12.03 700.49 0.49 0 00:00 Inlet -13 271.94 700.50 5.50 0 00:51 Inlet Flow Summary Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs ------ cfs ----------- cfs --------- cfs ------------ 8 _---- - --- minutes Inlet -01 23.88 23.88 - - - 0.000 0 Inlet -02 68.07 68.07 - - - 211.911 290 Inlet -03 16.67 16.67 - - - 0.000 0 Inlet -04 20.41 20.41 - - - 0.000 0 Inlet -05 9.80 9.80 - - - 0.000 0 Inlet -06 0.00 0.00 - - - 0.000 0 Inlet -07 73.42 73.42 - - - 23.811 53 Inlet -08 16.53 16.53 - - - 0.167 4 Inlet -09 14.12 14.12 - - - 0.077 3 Inlet -10 19.02 19.02 - - - 16.639 66 Inlet -11 17.61 17.61 - - - 0.092 8 Autodesk Storm and Sanitary Analysis Inlet -12 9.28 9.28 - - - 0.000 Inlet -13 26.38 26.38 - - - 0.000 ....................... Outfall Loading Summary ....................... Outfall Node ID Flow Average Peak Frequency Flow Inflow (8) cfs cfs Out - Southl 99.61 38.99 57.06 Out -S ED 81.60 7.56 39.76 Out -S OUth3 79.23 16.21 26.35 System 86.82 62.27 95.02 ................. Link Flow Summary ................. Link ID Element Time of Max Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days In := ft /sec cfs cfs Flow Depth minutes -------------------------------------------------- - - - - -- --------------------------------------------- - - - - -- ------------------- Link-08 CONDUIT 0 00:15 9.38 1.00 39.60 30.02 1.32 1.00 17 SURCHARGED Link -09 CONDUIT 0 00:19 5.96 1.00 90.77 71.19 0.57 1.00 55 SURCHARGED Link _ 10 CONDUIT 0 00:19 8.32 1.00 90.85 25.93 1.58 1.00 68 SURCHARGED Link 11 CONDUIT 0 00:20 6.95 1.00 11.90 6 .6 2 1.72 1.00 79 SURCHARGED Link 12 CONDUIT 0 00:19 2.91 1.00 12.81 26.10 0.99 1.00 68 SURCHARGED Link 13 CONDUIT 0 00:27 5.79 1.00 28.19 25.99 1.09 1.00 65 SURCHARGED Link 14 CONDUIT 0 00:20 10.02 1.00 18.97 91.02 0.95 1.00 27 SURCHARGED Link 16 CONDUIT 0 01:16 5.78 1.00 10.22 7.93 1.37 1.00 70 SURCHARGED Link -17 CONDUIT 0 01:16 5.78 1.00 10.22 7.95 1.37 1.00 70 SURCHARGED Link -18 CONDUIT 0 00:98 9.18 1.00 16.22 7.96 2.17 1.00 70 SURCHARGED Link -19 CONDUIT 0 00:09 5.99 1.00 5.59 9.09 1.37 1.00 79 SURCHARGED Link -20 CONDUIT 0 00:21 6.07 1.00 39.76 99.92 0.78 0.76 0 Calculated Link _21 CONDUIT 0 00:21 9.97 1.00 30.93 23.81 1.28 0.92 0 1 CAPACITY Link -22 CONDUIT 0 00:20 3.15 1.00 9.90 16.00 0.62 1.00 2 SURCHARGED Link -29 CONDUIT 0 00:91 8.39 1.00 26.35 20.23 1.30 1.00 19 SURCHARGED Link -26 CONDUIT 0 00:99 5.93 1.00 57.06 30.73 1.86 1.00 67 SURCHARGED Link -27 CONDUIT 0 00:15 5.15 1.00 36.66 115.00 0.32 1.00 17 SURCHARGED Link -28 CONDUIT 0 00:93 5.56 1.00 23.71 79.72 0.32 0.68 0 Calculated Link -29 CONDUIT 0 00:18 5.63 1.00 9. 95 7.92 1.39 1.00 8 SURCHARGED Link -30 CONDUIT 0 00:99 2.50 1.00 23.68 323.72 0.07 0.96 0 Calculated . ............................... Highest Flow Instability Indexes . ............................... Link Link -19 (21) Link Link -13 (2 1) Link Link _ 12 (19) Link Link 30 (18) Link Link 17 (16) WARNING 107 Initial water surface elevation defined for Junction Junc -01 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -01 is junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -02 is below junction invert elevation. Assumed initial water surface elevation equal to i v ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -02 is below junction maximum . elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -03 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -03 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -09 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -09 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -05 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -05 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -06 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WAG 108 : Surcharge elevation defined for Junction Junc -06 is below junction maximum elevation. Assumed surcharge elevation equal to RNIN m elevation. WARNING 107 Initial water surface elevation defined for Junction Junc -13 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 : Surcharge elevation defined for Junction Junc -13 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 107 : Initial water surface elevation defined for Junction Junc -19 is below junction invert elevation. Assumed initial water surface elevation equal to i ert elevation. WARNING 108 Surcharge elevation defined for Junction Junc -19 is below junction maximum elevation. Assumed surcharge elevation equal to m elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -01 is below catchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet Inv ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet 02 is belowcatchbasin i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -03 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for In Inlet -09 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -OS is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -06 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 139 Podded area defined for o sag Inlet Inlet -06 i zero. Assumed podded area equal to 10 ft (0.929 m WARNING 138 Initial water surface elevation defined for Inlet Inlet -07 is below catchbasin live rt elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -08 is below i ert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -09 is below i ert elevation. Assumed initial water surface elevation equal to Inlet-09 in i et elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -10 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i ert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -11 is below invert elevation. Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -12 is belowcatchbasin invert elevation. Autodesk Storm and Sanitary Analysis Assumed initial water surface elevation equal to catchbasin inlet invert elevation. WARNING 138 Initial water surface elevation defined for Inlet Inlet -13 is belowcatchbasin invert elevation. Assumed initial water surface elevation equal to catchbasin inlet i v ert elevation. WARNING 117 Conduit outlet invert elevation defined for Conduit Link -26 is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node i v ert elevation. n WARNING 116 Conduit inlet invert elevation defined for Conduit Link -28 is below upstream node invert elevation. Assumed conduit inlet invert elevation equal to upstream node invert elevation. Analysis began on. Wed Feb 06 13:31:34 2013 Analysis ended on. Wed Feb 06 13:31:34 2013 Total elapsed time: 1 1 sec Autodesk Storm and Sanitary Analysis APPENDIX I SUMMARY OF IMPROVEMENTS � CD § \ 2 O \ 7 /f / ƒ( / \/ m E» �UJ \ wLU S $� LU (D 0 � 2 4 \ �\ / ^ o E e 2 27 ?? _ o -m u� / co� _ k) \ j /R § / / \° § 5 z e q $ � 2 CO / § 07 / \( . /� _ ( \ \ 2 2ƒ / \k \k Ef /f / / $ � $ k $ 2 \ 7 � � 2 ` f e m \ 2 .■ C11 \ G \ . � E � � � \ E W0 /7 \* C \ C.0 m �./ \ C') / .� \ 7 _ / ƒ . > CD = E � o Cl) j m a ( 0 £� 0 3 2 m_ .0 = § Q� 04 3 w 2 / $ W wo / ƒ W \ƒ § E� $ /\ 00 \\ LL \ © f \ LL /) § $- 07 ®\ \R § n . E_ `k\J� \ 2 £° ` o 2� ° _ \ ® Cl) � § : o 1 $C) ��_\ Cl) \@\ � .. � ° e .■ . APPENDIX J PRELIMINARY COST ESTIMATES O U E Z > O O L Q E CL Z N O Oc�N a L Co O z a z Co O 0 CL in O O a O LL W N (6 J W N W U Z y I'1 L Z m W J M rq O N d N Q. 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N N W LO N N M 00 MAI VILLAGE OF MOUNT PROSPECT ENGINEER'S ESTIMATE OF PROBABLE CONSTRUCTION COST Lawrence Lane Flood Analysis - South System Improvements September 2013 SP PAY ITEM # PAY ITEM NAME UNIT TOTAL UNIT COST TOTAL COST EXCAVATION CU YD 5600 $ 20.00 $ 112,000.00 TRENCH BACKFILL CU YD 40 $ 35.00 $ 1,400.00 TOPSOIL FURNISH AND PLACE, 4" SQYD 850 $ 5.00 $ 4,250.00 TOPSOIL FURNISH AND PLACE, 24" SQYD 3100 $ 8.00 $ 24,800.00 SODDING, SALT TOLERANT SQYD 850 $ 8.00 $ 6,800.00 PAVEMENT REMOVAL SQYD 60 $ 15.00 $ 900.00 ^ CLASS D PATCHES SQYD 60 $ 100.00 $ 6,000.00 CURB & GUTTER REMOVAL AND REPLACEMENT FOOT 60 $ 40.00 $ 2,400.00 PIPE REMOVAL, 10" DIA FOOT 480 $ 10.00 $ 4,800.00 PIPE REMOVAL, 12" DIA FOOT 420 $ 12.00 $ 5,040.00 PIPE REMOVAL, 15" DIA FOOT 150 $ 14.00 $ 2,100.00 PIPE REMOVAL, 24" DIA FOOT 310 $ 18.00 $ 5,580.00 PIPE REMOVAL, 27" DIA FOOT 130 $ 19.00 $ 2,470.00 FLARED END SECTIONS EACH 2 $ 750.00 $ 1,500.00 STORM SEWERS, TYPE 2, REINFORCED CONCRETE CULVERT, STORM DRAIN AND SEWER PIPE, CLASS III, 18" FOOT 130 $ 40.00 $ 5,200.00 STORM SEWERS, TYPE 2, REINFORCED CONCRETE CULVERT, STORM DRAIN AND SEWER PIPE, CLASS III, 24" FOOT 320 $ 50.00 $ 16,000.00 STORM SEWERS, TYPE 2, REINFORCED CONCRETE CULVERT, STORM DRAIN AND SEWER PIPE, CLASS III, 36" FOOT 445 $ 80.00 $ 35,600.00 CATCH BASIN, TYPE A, 4 -FOOT DIAMETER, TYPE 1 FRAME, OPEN LID EACH 10 $ 2,500.00 $ 25,000.00 DRAINAGE STRUCTURE REMOVAL EACH 10 $ 400.00 $ 4,000.00 STORM SEWER CONNECTION EACH 3 $ 200.00 $ 600.00 INLETS, TYPE A EACH 4 $ 1,500.00 $ 6,000.00 INLET FILTERS EACH 14 $ 125.00 $ 1,750.00 EROSION CONTROL BLANKET SQYD 3900 $ 1.50 $ 5,850.00 NATURAL PLANTINGS ACRE 0.17 $ 7,000.00 $ 1,190.00 SEEDING ACRE 0.60 $ 3,500.00 $ 2,100.00 POROUS GRANULAR BACKFILL, CA18 CU YD 2300 $ 35.00 $ 80,500.00 MOBILIZATION LSUM 1 $ 5,000.00 $ 5,000.00 TOTAL $ 368,830.00 40% Contingency (Due to residential construction in easements) $ 147,532.00 Est. Construction Engineering $ 51,636.20 Est. Design Fee $ 46,472.58 Grand Total: $ 614,470.78 O a U N Z d O > o U Q E U _0 a Z C NO 0 oc a Lu Co O 0 n � a a LL LL (6 00 W W a a a o � O J_ i y � N N W LLI N J � N W Z Z W M 0 N d N Q. N N to M n r-I M O M N N O H C m I V 0 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 0 0 0 0 0 0 O O O O O O O O O O:* m N O O O O O O O O O O O O O O O O O O O O 4 4 00 O O O O R* O O R* O O O O O 0 0 0 0 0 0 0 m l0 Ln c U N Ln R* R* O O N Ln r O Ln U') R* O O R* N Ln O w l0 M J . c . I� M Ln . M . O . O . O . N l0 . O . O . N . O . 00 . . m I- � c-I N N c-I N O H O O O O O O O O O O O O O O O O O O O u C N N 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 •L LL O O Ln Ln W Ln O N Ln c O Ln U') N O O O O U. O J N (, O M c q O c q c I U') M 0 O O0 O 0 a) by H rq cN-I - z Lr N O C E ° O O O w J M U a O O O O o O O O O O O H O w w 0 0� 0 0 0 0 O O N l0 c c + Q Ln l0 l0 N N c c Ln I� U') N O U w U } } } } } } LL LL O O O O D U U U U Z w c c c C7 C7 c c O O O O Q Q Q Q Q V) m () V) (n LL LL LL LL W W W W W J Z Z Q Q Z Z � � J O O W � � J O 0 w J J O D D U W U U w LL LU LU < w a z W W z Z Z LL H W LU J W O O o' H w Q U U U W W o o a a LU 0_ LU u u Q J LU w } z z z w° o Z U H W Q w w O Z Q W J Q Q O LL O In a Z cn z N E ° Q O Lu W w Z w Q O U J a- a- 1O Q Z Q J U Q W Q W = Z O J o o w - w o ~ a a a } o 2i (n (� Q Y Z w _ m W w U U Z <= U H w U= H> Q W W H LU V) 0 D Qa w z w L cn L w C O LL C7 z Q Z (D z a a Lu m C7 N z ° Q Q 0�1 W Q LL U O G W H G = G 0' O = Z G J W Z W to ° w c0 W W Z U w c0 o' O O Q Q C7 O ° a O O Q Q O J o W a a a � M 0 N d N Q. N N to M n r-I M O M N N O H C m I V APPENDIX K TRIBUTARYAREA EXHIBIT K �wu U W Z C) FJ5 Z Q f �`! W Q LO Z �< +� w Q 0 w M Q J N Q Z J W W J Of � W W L O� p� clvo2j U W M Z N Q a W U Z W W ^ Q Q O J co Lo J CJ o CO LL a_ LL CO 0 1 m Q N O 00 C7 low - d i Am i I Mz ■ "I, _ _ c - _^rte ■ - tt II L � u p e r mm mm mm 4 o r ��hlkrPrrrw - mq •` c _ r y 4ry ..5 a►R93md11t -. - - -� - P d xa P C'9 4 Tlanrte�Ft ®� m J cr VFllllllllM` w F i _ MIR ir 6 all f J V ' _ ` } _ .t' 4 - ', 'f ,� ate !' �I IM F JS Ir it r s �t. r -7 ar >� - , i T 0 � am w r � �r ' LAWRENCE LANE f A I 1 .. ice 1 r 04 -j.F '• - f NORTH o zoo' 40- SCALE: 1" =200' FIGURE A -2: AERIAL EXHIBIT (1996) LAWRENCE LANE PROJECT AREA MOUNT PROSPECT, ILLINOIS � m r z ;7 ° • e may LAWRENCE LANE low ry �� a. s . I p . F.W -- - A16- A NORTH o zoo' 40. SCALE: 1" =200' i 4 . FIGURE A -3: AERIAL EXHIBIT (2010) LAWRENCE LANE PROJECT AREA MOUNT PROSPECT, ILLINOIS CS18 Long -block Drainage Investigation for the Village of Mount Prospect Mount Prospect, Illinois Project Number 70749 September 2013 TABLE OF CONTENTS Page No. 1.0 INTRODUCTION ................................................................................. ..............................1 1 .1 Purpose ................................................................................................ ............................... 1 1.2 Scope ..................................................................................................... ..............................1 2.0 SUMMARY OF 2011 COMPREHENSIVE STORMWATER STUDY .. ..............................2 2 .1 Highland Street System ....................................................................... ............................... 2 2.2 Relevance to Project Area .................................................................... ............................... 2 2.3 Impacts of Proposed Public Improvements ......................................... ............................... 2 3.0 BACKGROUND INFORMATION ........................................................ ..............................3 3.1 Existing Conditions .............................................................................. ............................... 3 3.1.1 Storm Server Svstem ............................................................... ............................... 3 3.1.2 Topographic Conditions and Flooding History ...................... ............................... 4 4.0 EXISTING & PROPOSED CONDITIONS EVALUATION ................... ..............................5 4.1 Fairview Area ...................................................................................... ............................... 5 4 .2 Prospect Manor Area ........................................................................... ............................... 6 4.3 Eastwood Area ..................................................................................... ............................... 7 4.4 Forest Area ........................................................................................... ............................... 7 4.5 Russell Area ......................................................................................... ............................... 8 4.6 Elmhurst Area ...................................................................................... ............................... 9 4.7 Pine Area ............................................................................................ ............................... 10 4.8 Wille Area .......................................................................................... ............................... 10 5.0 RECOMMENDATIONS ...................................................................... .............................12 5.1 Private Sector Improvements ............................................................. ............................... 12 52 620 Fairvie«° Avenue ......................................................................... ............................... 13 5.3 607 Elmhurst Avenue ........................................................................ ............................... 13 54 623 Wille Street ................................................................................. ............................... 13 5.5 Cost Bre al< doi-,n ................................................................................. ............................... 13 1.0 INTRODUCTION 1.1 PURPOSE The Village of Mount Prospect (Village) recently completed a Village -wide stormwater study referred to as the 2011 Comprehensive Stormwater Study. This study was performed in response to a historical rain event that occurred on Julv 23` 2011. The objective of the study was to quantify the reported flooding impacts, determine the cause of flooding, evaluate potential solutions, develop cost - effective recommendations to mitigate flooding and complete a cost - benefit analysis regarding the feasibility of implementing public and private sector solutions. As part of this study several areas within the Village were identified for additional investigation. One of these areas was in Combined Sewer Basin CS -18. This area, referred to as the CS -18 Long Block Area, is bounded on the north by Kensington Road, the south by Highland Street, the west by Forest Avenue and the east by and Wille Street. The CS -18 Long Block area consists of blocks that are approximately twice as long as a typical Village block. Based on discussion with Village personnel the reason the blocks are longer is because an additional cast/west Village street was once planned for construction at approximately the middle of the long blocks (approximately at the 620 addresses on Forest Avenue, Fairview Avenue, Prospect Manor, Elmhurst Avenue, Russell Street, Pine Street and Wille Street). This letter report presents the findings of additional investigation in the CS -18 Long Block Area. 1.2 SCOPE The scope of work for the project included the following: + Site investigation in the areas of concern at each of the streets within the CS -18 Long Block Area including: 1. Cataloging site conditions by sketch and digital photograph. 2. Limited inspection of exisitng structures within the area to evaluate condition and sewer routing. 3. Evaluation of overland drainage patterns including the condition of existing overland stormwater management features. 4. Identification of stormwater management deficiencies. 5. Recommendations for stonmwater management improvements. -1- 2.0 SUMMARY OF 2011 COMPREHENSIVE STORMWATER STUDY 2.1 HIGHLAND STREET SYSTEM One of the sewer systems studied in the 2011 Comprehensive Stonmwater Study was the Highland Street Area. The Highland Street Area includes the sewers in the CS -18 Long Block Area and the sewers that are tributary to them. The primary sewer mains in the Highland Street Area are a combined sewer ranging from 24- inches to 36- inches in diameter and a relief sewer ranging in diameter from 36- inches to 60- inches. Both of these sewers are located in Highland Street and convey stormwater from the intersection of Highland Street and Forest Avenue to the intersection of Highland Street and Emerson Street. As a result of previous stormwater management work completed by the Village, relief sewers were installed along Fairview Street, Prospect Manor, Eastwood Avenue, Elmhurst Avenue, and Russell Street. The diameter of these relief sewers ranges from 18- inches to 27- inches. Based on the findings of the 2011 Comprehensive Stonmwater Study, the existing combined sewer and relief sewer have a combined capacity that can convey a 25 -year recurrence interval storm event. A Village design criterion for new storm sewer systems is that they be able to convey stormwater runoff from a 10 -year stone event without surcharging. The capacity of the combined sewer system in the Highland Street Area (Combined Sewer Basin CS -18) exceeds the Village design criteria. This is high level of service for a local stone sewer, which was confinned with very few flooding reports received from residents in living in the CS -18 Long Block Area as a result of the July 23r 2011 rain event; which was a 400 year recurrence interval event. 2.2 RELEVANCE TO PROJECT AREA Since the existing sewer system along Highland Street provides a level of service that exceeds the Village design requirements and the stormwater runoff from the long blocks between Kensington Road and Highland Street is tributary to Highland Street, it was determined that drainage issues experienced in the CS -18 Long Block Area (Area) are the result of insufficient overland conveyance capacity or the capacity of private sector sewers. 2.3 IMPACTS OF PROPOSED PUBLIC IMPROVEMENTS As a result of the 2011 Comprehensive Stormwater Study, no drainage improvements were recommended in the area. This was because of the limited number of reports of flooding and the fact that computerized hydraulic modeling of the Highland Street area demonstrated that it has capacity to convey stormwater from a 25 -year storm event which exceeds the Village 10 -year design storm event. -2- 3.0 BACKGROUND INFORMATION 3.1 EXISTING CONDITIONS Overall drainage in the CS -18 Long Block Area is in good condition. As mentioned previously the reason the blocks are longer is because an additional east /west Village street was once planned for construction at approximately the middle of the long blocks. Based on the premise that an additional street would be constructed, the original grading of the area resulted in routing overland stormwater runoff to the street that was not constructed where it was to be collected and conveyed to the larger sewers in the Highland Street Area within its right -of -way. Based on our evaluation, the overland drainage issues experienced by residents on the 600 blocks of the CS -18 Long Block Area are primarily the result of stormwater being conveyed overland onto their properties which were constructed in the proposed right -of -way as a result of the original subdivision grading. 3.1.1 Stormwater Conveyance System The original stormwater conveyance system that serves the long blocks is a combined sewer system that conveys both sanitary and stonnwater runoff generated in the CS -18 Long Block Area to a combined sewer on Highland Street. In the 1990's a relief sewer was installed along Highland Street to mitigate sewer back -ups in the Village's combined sewer basin CS -18 which includes the CS -18 Long Block Area. As part of that project, stone sewer laterals were installed on many of the east /west streets in the CS -18 Long Block Area. These new stone sewer laterals were intended to collect and convey stormwater to the relief sewer; thereby mitigating or reducing basement sewer back -ups. During the site investigation Burns & McDonnell identified yard inlets that were connected to the existing combined sewer system to mitigate surface flooding resulting from stormwater runoff being conveyed into the rear yards of residential properties located in the right -of -way of the street that was not constructed. In these instances low points in the rear yards cannot drain overland due to localized topography. Typically, these yard inlets have been connected to the existing sewer main in the street in or near the front of the property with 8- inch - diameter reinforced concrete pipe. All of these yard inlets, and their associated 8 -inch- diameter pipes, appear to be installed on private property and have historically been maintained by private property owners. There are no grants of easements or other documents that conveyed ownership and /or maintenance responsibility to the Village. 3.1.2 Topographic Conditions and Flooding History As previously discussed, the original development included a street which would have been installed in the center of the long blocks. The topography of the properties on each side of the proposed street was designed to drain to a low point where the roadway was supposed to be. As part of this study existing topography was assessed to determine the extent of areas draining into rear yards where the proposed street was planned (typically the 600 block of the cast/west streets in the CS -18 Long Block Area). In general runoff from the rear half of the properties was directed to a swale located at the shared property lines between the rear yards of adjacent properties. Based on Burns & McDonnell's inspection of these yards surface runoff either flows overland away from the mid -block areas of the long - blocks or flows to the rear yards of the properties at the 620 or 622 addresses where it is collected by an inlet and conveyed to the Village sewer system. A review of the flood surveys collected from the Area as part of the 2011 Comprehensive Study indicated that surface flooding was experienced by homes in the Area during the major storm events that occurred in 2011, 2008, and 1987. Feedback received from residents at 620 Fairview and 623 Wille indicated that surface flooding within their rear -yard is a much more common occurrence. These properties also correspond to low points shown on one -foot Village contour maps. -4- 4.0 EXISTING AND PROPOSED CONDITIONS EVALUATION 4.1 FAIRVIEW STREET The area in the vicinity of 620 Fairview Street was evaluated to determine the existing drainage conditions. During the July 23r 2011 rain event the property owner reported surface flooding and structure flooding with water entering the crawl space. This flooding was caused by surface runoff and backup from floor drains within the house. The sewer drains that serve the residence drain by gravity. During the field investigation it was noted that there were drainage structures present in the flow line of the roadway in front of 622 Fairview (see Figure 1 for structure configuration). Structure A flowed west to , Structure B. Structure B discharged to Structure C via an -1 -diameter pipe. Structure C also housed a,_ combined sewer located approximately 8 -feet below ground surface. Structure D, located just to the south of Structure C, has west and north inverts. The west invert connected to a rear yard structure, Structure E, and the north invert connected to Structure C, conveying runoff from the rear yard to the mainline combined sewer in Structure C. The relief sewer connection along Fairview Street is located in front of 610 Fairview Street. In this area, significant rear yard flooding was observed by the resident at 620 Fairview. Since there is a rear -yard structure at the apparent low -point of the rear yards it is likely that the existing storm sewer conveying stormwater from the rear yard inlet cannot convey the runoff from significant storm events. The existing reinforced concrete pipe (RCP) is 8- inches in diameter from Structures E to D and D to C. During the site investigation, organic debris was observed partially covering the structure grate. Both of these conditions, a small connecting storm sewer pipe and a partially obstructed drainage grate, could have contributed to surface flooding. -5- The downspouts of the homes in the vicinity were in fair condition and positioned such that runoff would be directed away from property foundations. All of the roof runoff collected by the gutter and downspout system was directed to the properties rear -yard swale. Based on review of the topographic information on the Village GIS maps and field observation, it is not feasible to install a drainage swale between 620 and 622 Fairview to alleviate their drainage issues. Based on Burns & McDonnell's site investigation, installation of a new yard drain and sewer that would be connected to the relief sewer in front of 610 Fairview Street would reduce the magnitude and frequency of surface flooding in the rear yard of 620 Fairview Street. 4.2 PROSPECT MANOR The area in the vicinity of 620 Prospect Manor was evaluated to determine the existing drainage conditions. During the July 23r 2011 rain event there were no reported flooding incidents. During the field investigation it was noted that the relief sewer was located at the 622 property of Prospect Manor. Structures A and B (see Figure 2 for structure configuration) were located in the parkway in front of 622 Prospect Manor and were observed to be connected to the relief sewer. In the rear -yard of 622 Prospect Manor there was a drainage structure (Structure D). This structure was AM observed to be in good condition and exhibited no grate blockage. The topography from the surrounding homes directed the runoff to a common property line and toward the drainage structure. The rear -yard structure connected to Structure B in the parkway. There were no observed deficiencies in the drainage system in this area. The private stormwater management in the area is in fair condition. Some of the downspouts discharge close to the adjacent foundations. With no reported occurrences of flooding or observed stonmwater management deficiencies we do not recommend any corrective action in this area at this time. -6- 4.3 EASTWOOD AVENUE The area in the vicinity of 620 Eastwood Avenue was evaluated to determine the existing drainage conditions. During the July 23r 2011 rain event there were no reported flooding incidents. During the field investigation it was noted that the relief sewer is located in front of 700 Eastwood Avenue. Structure A (see Figure 3 for structure configuration) is located in the parkway in front of 622 Eastwood Avenue. The sewer located in Structure A appeared to be a 12 -inch or 15 -inch diameter combined sewer with the invert of the pipe approximately 9 feet below the ground surface. A structure located in the front yard of 622 Eastwood houses a pump that provides flood control for 622 Eastwood Avenue; it was permitted in 1988. The resident at 622 Eastwood indicated that she has never experienced flooding. Structure C, in the middle of the street, had inverts ranging from 14 to 18 feet below ground surface and appeared to be connected to the relief sewer. Structure B flows to Structure D which connected into the main combined sewer in Structure C. There were no observed structures in the rear -yards of 620/622 Eastwood. The topography from the surrounding homes directed the rear -yard runoff to the common property line and down a swale along the common property line. There was no observed connection from the rear -yard swale to the Village sewer system. The private stormwater management in the area is in fair condition. Some of the downspouts discharge close to the adjacent foundations. Burns & McDonnell does not recommend any drainage improvements for this area. 4.4 FOREST AVENUE The area in the vicinity of 620 Forest Avenue was evaluated to determine the existing drainage conditions. During the July 23r 2011 rain event there were no reported flooding incidents. During the field investigation it was noted that no relief sewer was located in the area. In front of 623 Forest Avenue two drainages structure were located in the east and west flow -lines of Forest Avenue. The cast structure discharged to the west structure which discharged via 6- inch - diameter restrictor into the structure in the center of the road. The rear -yards of 621 and 623 Forest Avenue flow east toward the -7- shared property line with the homes along Fairview Street. On the west side of the street there is a berm diverting runoff from Prospect High School to the northwest and away from the road. There were no observed deficiencies in the drainage system in this area. With no reported occurrences of flooding or observed stormwater management deficiencies we do not recommend anv corrective action in this area at this time. 4.5 RUSSEL STREET The area in the vicinity of 620 Russel Street was evaluated to determine the existing drainage conditions. During the July 23r 2011 rain event there were no reported flooding incidents. During the field investigation it was noted that the relief sewer was located in front of 620 Russel Street. Structure A is located in the parkway in front of 620 Russel Street and was connected to the relief sewer system by an overflow pipe. Structure A (see Figure 4 for structure configuration) also has a north /south combined sewer. The structures located within the gutter -line had double - grates and are connected to the relief sewer. The topography from the surrounding homes directed the rear- yard runoff to the common property line and down a Swale to the north. There was no observed connection from the rear -yard swale to the Village sewer system. The private stormwater management in the area is in fair condition. Some of the downspouts discharge close to the adjacent foundations. Burns & McDonnell representatives spoke with residents from 620 Russel Street and 702 Russel Street. Both residents stated that no rear yard standing water and no incidences of structural flooding occurred during the July 23r 2011 rain event or historically in the area. With no reported occurrences of flooding or observed stormwater management deficiencies we do not recommend any corrective action in this area at this time. -8- The area in the vicinity of 620 Elmhurst Avenue was evaluated to determine the existing drainage conditions. During the July 23r 2011 rain event there were reported flooding incidents along the long block between Kensington Road and Highland Street at 607 Elmhurst, 716 Elmhurst, and 717 Elmhurst. The flooding experienced at 716 and 717 Elmhurst was caused by backup into the homes through floor drains. Both of these residents have indicated that they have gravity drained sewers. At 607 Elmhurst the flooding was caused by surface induced runoff. According to the resident the basement at 607 Elmhurst filled with approximately 40- inches of water during the July 23r 2011 stone event.. According to the flood survey they recalled flooding one other time in 2008. After reviewing the topography of the area, and studying Village contour maps, it was confirmed that the rear yard of 607 Elmhurst Avenue is the low point in the area. During the field investigation it was noted that the relief sewer is located in front of 606 and 607 Elmhurst Avenue. In front of, and adjacent to, 620 Elmhurst Avenue no drainage structures were observed. Runoff from the front yards flowed to the parkway and south down the street. Runoff from the rear yards flowed to the shared swale along the property line. There were no observed structures in the rear -yards of 620 and 622 Elmhurst Avenue. There was no observed connection from the rear -yard swale to the Village sewer system. There was no evidence of standing water in the rear yard of the area. The private stormwater management in the area is in fair condition. Some of the downspouts discharge close to the adjacent foundations. The rear yard of 607 Elmhurst Avenue is the low point in the immediate area. Installation of a new catch basin and storm sewer that would be connected to the relief sewer in front of the property would reduce the magnitude and frequency of flooding in this area. owe I 4.6 ELMHURST AVENUE 4.7 PINE STREET The area in the vicinity of 620 Pine Street was evaluated to determine the existing drainage conditions. During the July 23r 2011 rain event there were no reported flooding incidents. During the field investigation it was noted that the there was no relief sewer along this long block. The nearest drainage structures are located in front of 708 and 709 Pine Street. These structures drain into a mainline in the parkway of 708 Pine Street. There was a structure located in the parkway in front of 622 Pine Street. There were no lateral connections into the structure, only the north /south mainline was observed approximately 9 feet below the rim elevation. The topography from the surrounding homes directed the rear -yard runoff to the common property line and down a swale to the north. Front yard runoff was tributary to the parkway. There was no observed connection from the rear -yard swale to the Village sewer system. The private stormwater management in the area is in fair condition. Some of the downspouts discharge close to the adjacent foundations. With no reported occurrences of flooding or observed stormwater management deficiencies we do not recommend any corrective action in this area at this time. 4.8 WILLE STREET The area in the vicinity of 620 Wille Street was evaluated to determine the existing drainage conditions. During the July 23r 2011 rain event there were reported flooding incidents along the long block between Kensington Road and Highland Street at 706 Wille, 713 Wille, and 715 Wille. The flooding experienced by these three residences was caused by backup into the homes through floor drains. These residents have indicated that they have gravity drained sewers. As indicated in the 2011 Comprehensive Stormwater Study installation of overhead sewers is recommended for mitigation of the sewer back -ups for these residences. Surface flooding was not reported at these residences. -10- During the field investigation it was noted that the there is no relief sewer along this long block. No drainage structures were located in the study area. The topography from the surrounding homes directed the rear -yard runoff to the common property line and down a swale to the north to a low point in the rear yard of 623 Willie. Front yard runoff was tributary to the parkway and street gutter, which conveys water downhill to the Village storm sewer system. There was no observed connection from the rear -yard swale to the Village sewer system. On -site Burns & McDonnell representatives spoke with the resident from 623 Wille Street. He reported that during the July 23r 2011 storm event there was surface flooding in his rear yard from his shed, located near the property line, to halfway up his yard. Anytime during a significant rain event he has standing water around this location that stays for "days ". Field investigation indicated that the rear _yard of 623 Wille Street is a low point that collects surface runoff from residences on Main Street and the east rear -yards of Wille Street residences. Review of the one -foot topographic maps of the area confinned the rear yard at 623 Wille is the low point in the system. No other residents in the vicinity have reported significant flooding issues to the Village. The private stormwater management in the area is in fair condition. The grading of the study area directs runoff to a low point with no apparent outlet. Based on the field investigation the topography is not conducive to re- grading of the side and rear -yard swales as a solution to the ponding. Based on our investigation and discussion with the resident at 623 Wille Street structural flooding as result of the July 23, 2011 rainfall event did not occur. However the rear -yard is a low point into which surrounding properties drain. The impact of high- intensity storms could be reduced by the addition of a yard drain and storm sewer connected to the existing sewer on Wille Street; this will help minimize the surface flooding experienced in this area. To reduce or eliminate ponding during less intense rainfall events a rear -yard rain garden could be implemented; this best management practice would be effective in reducing standing rear -yard water during 2 -year events or less. -11- 5.0 RECOMMENDATIONS 5.1 PRIVATE SECTOR IMPROVEMENTS While public sector improvements can help mitigate sewer backups, public sector stone and combined sewer systems are typically not designed to convey stonnwater flows in excess of those produced by a 10- year storm event. Separate sanitary sewer systems are not designed to convey any significant stormwater inflow or infiltration. The most reliable defense against sewer backup is to eliminate the pathway for water from public sector sewers to enter a building. This can be accomplished by the installation of overhead plumbing or a sewer backup prevention system. If flooding is still an issue, either through overland flooding or floor drains, the homeowners can take preventative measures to improve the stonnwater management on their property. A preventative measure to relieve some of the stonnivater runoff impact is for the property owner to ensure that their property is properly graded. Depressional areas should be removed and runoff should be directed to side yard swales and toward the public right -of -way. Runoff should not be directed toward house foundations, patios or window wells. Proper on -site grading can protect homes from events that exceed the capacity of adjacent storm sewers. Where downspouts discharge overland the ground should be sloped away from adjacent foundations so rainwater does not infiltrate right next to the foundation or impact window wells. Make sure that downspouts are in good conditions and are attached. Runoff from downspouts should discharge away minimum of 5 -feet from all foundations. In addition, all roof gutters should be cleaned regularly and free of debris. If a roof gutter is clogged it can overflow and spill directly next to the foundation. Another common problem with site discharge is the location of a home's sump pump discharge line. On many properties, sump pumps discharge right next to the foundation which causes infiltration impacts to the foundation walls and footing drains. It is important that this runoff be directed away from foundations so that the sump pump does not have to continuously pump the same runoff out of its sump over and over. Sump pump discharges should be extended away from the foundation. If a yard's drainage is not already aided by side yard drainage swales, consider improving grading to direct runoff from the rear yard around the house to side yard swales. Over time, existing swales can be blocked by plantings, landscaping or other obstructions. The property owner should conduct an assessment of their yard to identify areas where swales may be blocked and seek to improve them. -12- 5.2 620 FAIRVIEW AVENUE RECOMMENDATIONS Based on the findings of the field investigation and the history of the property, we would recommend installation of a new yard drain at 620 Fairview and connection to the relief sewer that begins in front of 610 Fairview. To provide 25 -year level of service a 15 -inch diameter sewer pipe will be required. 5.3 607 ELMHURST AVENUE RECOMMENDATIONS There were no significant deficiencies observed in the 620 area of Elmhurst Avenue. Study of the history of this block and the existing topography of the area confirms that the rear yard of 607 Elmhurst Avenue is a low point in the area. The resident at 607 Elmhurst Avenue stated that significant yard flooding was experienced in both 2008 and 2011 and reported such in flooding questionnaire completed as part of the 2011 Comprehensive Storinwater Study. Based on our assessment it is recommended that the resident at 607 Elmhurst enroll in the Village Back- Yard Flooding Program and install a rear -yard rain garden with a restricted storm sewer that would be connected to the relief sewer in front of the property. 5.4 623 WILLE STREET RECOMMENDATIONS The rear -yard of 623 Wille Street was observed to be a low point into which surrounding properties drain. An interview with the resident was performed onsite and he indicated that they have periodic standing water in the back yard. During the July 2011 storm event the flooding in this area was significant. There is an existing relief sewer structure located at the intersection of Wille Street and Highland Street. Based on our assessment it is recommended that the resident at 623 Willie enroll in the Village Back- Yard Flooding Program and install a rear -yard rain garden with a restricted storm sewer that would be connected to the relief sewer at the intersection of Wille Street and Highland Street. 5.5 SUMMARY In conclusion, a combination of natural low -lying topography and the absence of connectivity between the rear -yards and relief sewers are responsible for the poor drainage conditions experienced along Fairview, Elmhurst and Wille Street. In order to improve these conditions, Burns & McDonnell recommends implementing the above- references Fairview Avenue, Elmhurst Avenue and Wille Street Improvements. -13- The estimated costs of the improvements are shown in the following table: Project Cost Fairview Avenue Improvement $76,600.00 Elmhurst Avenue Improvement $32,000.00 Wille Street Improvement $119,000.00 A more detailed cost breakdown can be found in the Engineer's Estimate of Probable Cost located in the back of this report. -14- VILLAGE OF MOUNT PROSPECT ENGINEER'S ESTIMATE OF PROBABLE CONSTRUCTION COST CS18 Long Block Investigation - Fairview Improvements January 2013 SP PAY ITEM # PAY ITEM NAME UNIT TOTAL UNIT COST TOTAL COST TREE ROOT PRUNING EACH 8 $ 80.00 $ 640.00 REMOVAL & DISPOSAL OF UNSUITABLE MATERIAL CU YD 160 $ 30.00 $ 4,800.00 TOPSOIL FURNISH AND PLACE, 4" SQYD 260 $ 6.00 $ 1,560.00 SODDING, SALT TOLERANT SQYD 260 $ 9.00 $ 2,340.00 AGGREGATE BASE COURSE, TYPE B, 4" SQYD 56 $ 17.00 $ 952.00 ^ PORTLAND CEMENT CONCRETE SIDEWALK, 5 INCH SQ FT 50 $ 13.00 $ 650.00 DRIVEWAY PAVEMENT REMOVAL SQYD 56 $ 15.00 $ 840.00 DRIVEWAY REPLACEMENT SQYD 56 $ 80.00 $ 4,480.00 SIDEWALK REMOVAL SQ FT 50 $ 6.00 $ 300.00 STORM SEWERS, TYPE 2, REINFORCED CONCRETE CULVERT, STORM DRAIN AND SEWER PIPE, CLASS III, 15" FOOT 140 $ 40.00 $ 5,600.00 STORM SEWERS, TYPE 2, REINFORCED CONCRETE CULVERT, STORM DRAIN AND SEWER PIPE, CLASS III, 18" FOOT 330 $ 45.00 $ 14,850.00 CATCH BASIN, TYPE A, 4 -FOOT DIAMETER, TYPE 1 FRAME, OPEN LID EACH 3 $ 2,500.00 $ 7,500.00 DRAINAGE STRUCTURE REMOVAL EACH 2 $ 500.00 $ 1,000.00 STORM SEWER CONNECTION EACH 2 $ 200.00 $ 400.00 STRUCTURE CLEANING EACH 1 $ 300.00 $ 300.00 MOBILIZATION LSUM 1 $ 5,000.00 $ 5,000.00 TOTAL $ 51,212.00 30% Contingency $ 15,363.60 Est. Design Fee $ 9,986.34 Grand Total: $ 76,561.94 VILLAGE OF MOUNT PROSPECT ENGINEER'S ESTIMATE OF PROBABLE CONSTRUCTION COST CS18 Long Block Investigation - Elmhurst Improvements January 2013 SP PAY ITEM # PAY ITEM NAME UNIT TOTAL UNIT COST TOTAL COST TREE ROOT PRUNING EACH 2 $ 80.00 $ 160.00 REMOVAL & DISPOSAL OF UNSUITABLE MATERIAL CU YD 50 $ 30.00 $ 1,500.00 TOPSOIL FURNISH AND PLACE, 4" SQYD 80 $ 6.00 $ 480.00 SODDING, SALT TOLERANT SQYD 80 $ 9.00 $ 720.00 ^ PORTLAND CEMENT CONCRETE SIDEWALK, 5 INCH SQ FT 50 $ 13.00 $ 650.00 SIDEWALK REMOVAL SQ FT 50 $ 6.00 $ 300.00 STORM SEWERS, TYPE 2, REINFORCED CONCRETE CULVERT, STORM DRAIN AND SEWER PIPE, CLASS III, 12" FOOT 145 $ 40.00 $ 5,800.00 CATCH BASIN, TYPE A, 4 -FOOT DIAMETER, TYPE 1 FRAME, OPEN LID EACH 2 $ 2,500.00 $ 5,000.00 INLET, TYPE A EACH 1 $ 1,500.00 $ 1,500.00 STRUCTURE CLEANING EACH 1 $ 300.00 $ 300.00 MOBILIZATION LSUM 1 $ 5,000.00 $ 5,000.00 TOTAL $ 21,410.00 30% Contingency $ 6,423.00 Est. Design Fee $ 4,174.95 Grand Total: $ 32,007.95 VILLAGE OF MOUNT PROSPECT ENGINEER'S ESTIMATE OF PROBABLE CONSTRUCTION COST CS18 Long Block Investigation - Wille Improvements January 2013 SP PAY ITEM # PAY ITEM NAME UNIT TOTAL UNIT COST TOTAL COST TREE ROOT PRUNING EACH 9 $ 80.00 $ 720.00 REMOVAL & DISPOSAL OF UNSUITABLE MATERIAL CU YD 260 $ 30.00 $ 7,800.00 TOPSOIL FURNISH AND PLACE, 4" SQYD 430 $ 6.00 $ 2,580.00 SODDING, SALT TOLERANT SQYD 430 $ 9.00 $ 3,870.00 AGGREGATE BASE COURSE, TYPE B, 4" SQYD 90 $ 17.00 $ 1,530.00 AGGREGATE BASE COURSE, TYPE B, 2" SQYD 25 $ 14.00 $ 350.00 ^ PORTLAND CEMENT CONCRETE SIDEWALK, 5 INCH SQ FT 100 $ 12.00 $ 1,200.00 DRIVEWAY PAVEMENT REMOVAL SQYD 115 $ 15.00 $ 1,725.00 ASPHALT DRIVEWAY REPLACEMENT SQYD 90 $ 80.00 $ 7,200.00 CONCRETE DRIVEWAY REPLACEMENT SQYD 25 $ 100.00 $ 2,500.00 SIDEWALK REMOVAL SQ FT 100 $ 6.00 $ 600.00 STORM SEWERS, TYPE 2, REINFORCED CONCRETE CULVERT, STORM DRAIN AND SEWER PIPE, CLASS III, 15" FOOT 140 $ 40.00 $ 5,600.00 STORM SEWERS, TYPE 2, REINFORCED CONCRETE CULVERT, STORM DRAIN AND SEWER PIPE, CLASS III, 24" FOOT 635 $ 45.00 $ 28,575.00 CATCH BASIN, TYPE A, 4 -FOOT DIAMETER, TYPE 1 FRAME, OPEN LID EACH 4 $ 2,500.00 $ 10,000.00 STORM SEWER CONNECTION EACH 1 $ 200.00 $ 200.00 MOBILIZATION LSUM 1 $ 5,000.00 $ 5,000.00 TOTAL $ 79,450.00 30% Contingency $ 23,835.00 Est. Design Fee $ 15,492.75 Grand Total: $ 118,777.75