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HomeMy WebLinkAboutDrainage Reports - 05/15/2012Final Stormwater Management Plan Kechter Crossing A proposed residential subdivision located east of the intersection of South Timberline Road and Kechter Road Fort Collins, Colorado 0 BHEBenchMark Quality minded, community spirited. City of Ft. Collins ed Plans Approved By Date g -) - I -)- .. . Final Stormwater Management Plan Kechter Crossing A proposed residential subdivision located east of the intersection of South Timberline Road and Kechter Road Fort Collins, Colorado Prepared for: 2309 Kechter, LLC 2309 Kechter Road Fort Collins, CO 80524 Prepared by: BENCHMARK ENGINEERS, P.C. 1920 Thomes Avenue, Suite 620 Cheyenne, WY 82001 Ph: (307) 634-9064 Fx:(307) 778-8010 February 18, 2008 Amended June 17, 2008 Amended July 29, 2008 Amended September 3, 2008 Table of ComemS Page Cover and Response Letter A. Introduction..................................................................................................................... 1 B. Existing Drainage System.................................................................................................. 8 C. Proposed (Developed) Drainage Systems........................................................................... 12 D. Erosion Control and Water Quality.................................................................................. 24 E. Conclusion.................................................................................................................... 25 F. References.................................................................................................................... 26 G. Engineers Certification................................................................................................... 26 Appendix A (Existing Basin Analysis) Appendix S (Developed Basin Analysis) ' Appendix C (Detention Design) Appendix D (Hydraulic Structures) Existing Site Drainage Plan Map Developed Site Drainage Plan Map and Erosion Control Plan ' List of Figures Figure 1. General Site Conditions........................................................................................... 4 ' Figure 2. Existing residence on property 5 Figure 3. Roadside Conditions - Kechter Road......................................................................... 5 ' Figure 4. Existing irrigation lateral on south property line ......................................................... 6 List of Tables ' Table 1. Existing Basin Runoff Estimation............................................................................ 11 Table 2. Developed Basin Runoff Summary ......................................................................... 15 Table 3. Design Point Summary ......................................................................................... 16 ' Table 4. Detention Recommendations UDFCD-Modified FAA .................................................. 17 Table 5. Detention Pond B-1 Performance Summary ............................................................. 17 Table 6. Detention Pond B-2 Performance Summary ............................................................ 18 ' Table 7. Street Flow Summary .......................................................................................... 20 Table B. Storm Sewer Inlet Summary ................................................................................. 20 Table 9. Drainage Swale Summary ................................................................................... 20 Table 10. Storm Sewer & Culvert Design Summary ............................................................... 21 Table 11. HGL Summary Table 100 Year Event...................................................................... 22 Table 12. Riprap Sizing Summary ....................................................................................... 23 Table of Contents BenchMark ENGINEERS, PC Quality minded, community spirited. Matt Johnson Development Review Engineer Larimer County Post Office Box 1190 Fort Collins, Colorado 80522-1190 July 29, 2008 RE: Kechter Crossing PLD/PD — Final Plat (2"d Review) Final Drainage Report Comments Dear Mr. Johnson: We have reviewed the final drainage report comments and have included our (BME) response for your review. The comments are outlined below as submitted to our office: 1. The Drainage Report contains tabbed redlined pages in regards to the comments below. BME — We have reviewed the comments and had no issues with the requested amendments or revisions. 2. With future submittals, the drainage maps need to be inserted in a pocket folder in the back of the report. BME - We have added a map pocket to the drainage report as requested. 3. A staged storage spreadsheet is needed in the report appendix which shows the actual available design capacity of the detention pond so it can be verified that the pond grading is designed to hold the required detention volume. The comment responses indicate this has been provided; however after looking through the report and more specifically in Appendix C, the spreadsheet could not be found. BME - The spreadsheet summary was left out of the previous submittal print job but has been added to the final report in Appendix C. 4. Page 14 of 26 in the Report states that the allowable 2 year release rate is 8.6 cfs. However, Appendix A of the Drainage Report shows that the 2 year historic onsite peak flow rate is 3.8 cfs (see red tabbed page in Report). Therefore, it seems 3.8 cfs is the flow rate for which the 1st stage of the outlet structure should be sized for in effort to restrict onsite/developed flows to the maximum allowable 2 year historic rate. BME — The 3.8 cfs is for the stand-alone project with no upstream inflow (Scenario 1). The 8.6 afs is for Scenario 3 and accounts for all runoff from the combined on -site and upstream areas. From our previous 1920Thomes Avenue, Suite 620 / Cheyenne,Wyoming 82001 / t: 307.634.9064 / f: 307.778.8010 / Bench MarkEngineers.com correspondence, it appeared that we were to install a system that allowed upstream 2- Year peak inflows to be passed through. We have modified the final design to install the Scenario 1 system to control the Kechter Crossing project to the existing 2-Year rate. This was found to have very impact on the previous analysis as the additional runoff volume outflow was discharged through the second stage outlet. Only a minin increase in the 100-Year HGL for Scenario 2 and 3 is anticipated. It should be noted that this will, in theory, force long -duration inflows above the 3.8 cfs from the upstream area to fill the detention facility to the second stage outlet. No pond overtopping or areas of concern were noted with a review of the SWMM model output by downsizing the first stage outlet to a 0.6' x 0.6' orifice originally designed for Scenario 1. ' 5. The Drainage Report needs to provide calculations for the sizing of the orifice opening (first stage - see redlines on Sheet 47 of 50) for the maximum allowable pond release which is the historic 2 year rate for the 100 year onsite / developed flows (3.8 cfs). BME - We have added a ' FlowMaster worksheet for comparison to the SMWM results. Please note the SWMM model is capable of modeling all orifices, weir, channels, pipes, culverts, etc and the ' summary of the inputs and resulting hydraulic calculations are outlined in detail with the SWMM Status reports included with all submittals of this drainage report. Our use of SWMM for sizing of features was an iterative process involving adjustment of the sizes of various elements to meet the objectives of the design and thus we do not typically use other software to provide calculations unless it is requested. 6. The swale sizing Flowmaster printout for concrete channel E-2 appears to be missing from Appendix D in the Drainage Report. BME - We have added this printout to the report. 7. The previous Report Appendix D included the modeling software printouts for each storm sewer. However, this report only included the construction plan and profiles rather than the models which are needed to verify the capacity and actually size the pipes. BME The previous reports contained profiles produced by StormNet Version 4.5 which can run EPA SWMM files and has extra features such as the profile output submitted. The profiles were excluded because hydraulic enhancements included in the EPA SWMM version 5.0.13 (released in the late spring of 2008) had not been added to the StormNet program at the time of the previous submittal and the two software packages produced slightly different results when using dynamic wave routing. The differences are very minor and are related to flow rate and velocity convergence for closed conduit systems when supercritical flows are present or potentially present. At this time, StormNet version 4.9 has been released as a major push to include all the latest EPA SWMM additions. We have included profile output from this version for review noting that there are still, however, small subtle differences in SWMM computational engines between both programs still related to supercritical flow. The differences between the software have no impact to the overall design on this project. In general, BME is presenting the EPA SWMM (ver. 5.0.13) results in all tables and summaries as the estimated performance of the stormwater water drainage systems for this project. 8. The culvert sizing calculations could not be found in the Report Appendix for SD-1 and SD-6. The software model printouts are needed for these as well. BME - The software printouts (in text format) for sizing all the storm sewer and culverts are the SWMM status files in the appendices of the report. Table 10 summarized the SWMM status report data so the reviewer would not have to sort through all that. As stated in the report the EPA SWMM software was used because it is a complete hydrology and hydraulic software package and is fully capable of modeling culvert hydraulics using dynamic wave routing. It would be our response that the culvert hydraulics was included with the previously submitted report. We have added the StormNet profiles to show the estimated culvert hydraulics of these elements of the SWMM model. 9. The Drainage Report Appendix needs to include copies of the referenced tables, figures, and graphs from the various criteria manuals, etc. For example, was Figure RA-2: Rainfall IDF curve (page 18 of the LC Stormwater Design Standards) used in the calculations or any UD&FCD Figures/Data/Tables? BME — The primary sources of data and design from the UDFCD are the technical spreadsheets included in the appendices of this report. These spreadsheets are current as of the date of this report. We have added the rainfall data utilized for this report to Appendix A to make the report a stand-alone document. Please let me know if these revisions to our currently submitted report are not adequate to address any concerns over the proposed design. Feel free to contact me if you have any questions or additional comments. ' Respectfully, Kelly W. Hafner Senior Project Engineer A. INTRODUCTION A.1 Project Description A proposed 29.3 acre residential development, Kechter Crossing, is located approximately M midway between Rabbit Creek Road and South Timberline Road south of Kechter Road. A vicinity map and aerial view of the project are placed in Appendix A. The proposed project will include approximately 70 single-family residences with landscaped open -space areas. A.2 Report Amendments and Review Agency Comments MComments addressed with this submittal including a response are as follows: ' 1. The Drainage Report contains tabbed redlined pages which should be revised in addition to the comments below. We received the redlines and have no issue with ' revisions as requested. For additional clarification, all SWMM nodes, pipes, ponds, etc., not matching the construction plan labels have been changed to match that annotation. 2. A discussion should be provided in the Report which Indicates that the smaller storm events and volumes will be more likely to infiltrate into the 3 wetland ' areas rather than actually draining from one end of the pond to the outlet near the northeast project corner. (BME- A narrative addressing this is placed in Section D (Water Quality and Erosion Control). ' 3. The storm sewer systems and culverts shall be sized with the assumption ' that tailwater conditions are present at the downstream outlets. The report should contain descriptions of how the tailwater assumptions were determined. (BME-A narrative addressing how tailwater is addressed has been placed in Section 6.1 (Hydrogical Modeling). 4. In general, it is difficult to determine which basins were accounted for at certain design points throughout the project. It would be beneficial if a table was provided which shows that Basins x, y, and z report to Design Point # and what the peak flow rates are for each of the contributing basins and what the additive peak flow is for the design point. This information should then be easily transferred/reviewable to the various sizing calculations in the drainage software print outs. For example, were flows from offsite basins 901-2 and 901-3 accounted for in the sizing of Swale C-1 and C-2 and storm sewer 3 and 47 (BME-Additional tables and summaries have been added including a SMM Basin Input Summary, Basin Runoff Summary, Design Point Summary Table, HGL summary table, and a Pipe Summary Table to Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 o Larimer County, CO Page 1 of 26 help the reviewer locate information verses reading through the SWMM Status reports. Please note the peaks shown are not necessary cumulative through the system but are the maximum estimated flows at a particular time step and location throughout the simulation. Listed hydrological peaks are resultants of hydrograph summations and hydraulic attenuation as flows are routed through time and through the hydraulic features included in the model. SWMM is a bit different than other hydraulic or hydrological software as user input defining all flow rates is not required. The values listed in the tables for this report are based on an estimated total system equilibrium verses a more traditional analysis of breaking up all the drainage components into independent systems. S. The storm sewer sizing profile and spreadsheet for SD-2 appears to be ' missing from Appendix D in the Drainage Report. Also, the culvert sizing calculations could not be found in the Report Appendix (SD-1, SD-3, and SD-6). (BME-Profiles for all elements are included in the appendices of this report. Summary tables ' of HGLs and pipe flows have been added to the report. Sizing is based on linking all elements (swales, storm sewer, ponds, culverts etc.) together within the model. No independent culvert ' calculations were made. The SWMM model can model pipes, culverts, storm sewers and open channels. Summary tables outlining the storm sewer and culvert systems have been added to the report. 6. Swale A-2 shown on the Drainage Plan needs to be sized using the 100 year flows from the upstream basin along the south side of Kechter Road and offsite basin 901-1 since these flows will enter Swale A-2. Once the upstream flows are accounted for, the 100 year water surface in Swale A-2 should not be within the new lots on the south side of the swale. (BME-Swale A-2 was modeled using a swale combined with a storage element to account for potential ponding south of the roadway embankment. M The swale is sized for 100-Year inflow (Scenario 2). The HGL computed in this area (Design Point 2-C, is 5938.65. This is lower than the minimum adjacent lot grade at of 4939.70' at Kadenwood Drive. The swale depths west of this location were not found to encroach upon the adjacent lots. 7. It is unclear how the design flow rate of 51.2 cfs was obtained for the sizing of Swale B near the west site entrance. (BME-Peak outflow in SD-2 Pipe P-3 (Design Point 2-D) is used to estimate the swale depth at this location. There is some attenuation of ' inflows in the depression at STM2-1. The remaining peak flow is driven by inflow from storm inlets STM2-2 and STM-2-3. A swale design summary table has been added to the report. rS. A staged storage spreadsheet is needed In the report appendix which shows the actual available design capacity of the detention pond. (BME-We have added the Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 o Larimer County, CO tPage 2 of 26 stage area input curves for the three elements that were modeled as storage elements (Pond B-1, Pond B-2, STM2-1). Since peak storage occurs at different times in time simulation, peak storage data is also listed. 9. The Drainage Plan needs to show and call out the 100 year ponding limits for the detention facility. (BME- This has been added to the map for both Pond B-1 and Pond B-2). 10. The Drainage Report needs to provide calculations for the sizing of the orifice plate opening for the maximum allowable pond release which is the historic 2 year rate for the 100 year onsite / developed flows. It also seems that a staged release outlet box is necessary to effectively control the detention of the onsite volumes, but also pass the upstream/offsite flows which do not need to be detained. The detention outlet detail should be updated accordingly. (BME-Sizing of the orifice control features are made by adjusting orifice parameters within the SWMM model. Independent calculations have been included using FLowMaster or UDFCD spreadsheets as necessary. A second stage outlet has been added to the design to allow undetained inflows from upstream to be released at a higher rate. The final design does, however, put the additional volume in the freeboard area during the interim condition. Once runoff from upstream areas is detained to a maximum 2-Year rate, the detention, areas will maintain 1'+ of freeboard. The proposed conveyance facility to McClelland's Creek will adequately carry flows at the allowable rates from the Kechter Crossing project, upstream area, and downstream city properties. 11. An emergency spillway weir design with stabilized embankment protection is needed in the Drainage Report and on the plans. (BME-We have included a defined overflow feature to Tilden Street. Additional discussion on this feature is included in Section C.6. 12. The detention outlet detail and drainage report need to Identify the pond freeboard elevation. (BME-This will be outlined in this report in Section C.3). It is the maximum HGL of Scenario 3. 13. All riprap needs to be sized in the Drainage Report according to the Urban Storm Drainage Manual methods. Also, many of the downstream ends of the storm drains were not shown to have a riprap protected outlet which Is normally required. (BME-All areas requiring riprap will be labeled on the drainage plan map and outlined in detail in this report.) Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 a Larimer County, CO ' Page 3 of 26 r14. The Drainage Report Appendix needs to include copies of the referenced tables, figures, and graphs from the various criteria manuals, etc. (BME-This has been included, in most cases UDFCD spreadsheets are used with the exception for riprap. Printouts of UDFCD spreadsheets and other referenced documents have been added to the appendices. Previous comments addressed with the preliminary report have been moved to Appendix A of this report. This report has been amended to take into account minor grading alterations that changes basin sizes and storm sewer size changes. The primary alteration for this report is that the central detention area has been split into two detention ponds, pond B-1 (lower) and E B-2 (upper) and the inclusion of a staged outlet structure at pond B-1. A.3 Site Description The 29.3 acre project is currently a rural residential property covered by native and irrigated hayfields in fair to good condition. The primary topographic gradient is west to east. The project is currently adjacent to other rural residences, pasture, and hayfields. Areas downstream of the project include developed residential subdivisions. Figure 1. General Site Conditions (Looking SW) Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 ■ Larimer County, CO Page 4 of 26 Figure 2. Existing residence on property. Figure 3. Roadside conditions - Kechter Road (looking west) Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 • Larimer County, CO Page 5 of 26 A.4 Existing drainage facilities, major channels, flood hazard zones, irrigation ditches, location of wetlands The site is currently irrigated and two (2) irrigation laterals transverse the site. The centrally located irrigation lateral and easement are to be vacated along with the water rights. A second irrigation ditch, located along the south property line of the project, is to be vacated. Figure 4. Existing irrigation on south property (looking west). A.5 Flood hazard and Drainage Studies Relevant to Site Previous design references are utilized for this report and include: 1) Homestead/McClellands Mini -Master Plan, dated February 2006, (Fort Collins, 200). This is referenced in this report as the MMP and is included in Appendix A. 2) Final Storm Drainage Report for Homestead P.U.D., by Steward & Associates, dated July 1993. The referenced MMP outlined drainage planning for the area roughly between South Timberline Road and Ziegler Road for areas tributary to three (3) HERCP culverts under Ziegler Road. The MMP recommended over -detention as not to exceed a 2-Year rate to compensate for downstream conditions in this area. Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 ■ Larimer County, CO Page 6 of 26 The drainage report for the Homestead P.U.D. essentially used the argument that the proposed Homestead development would not significantly alter historic' conditions but provided no analysis outlining the potential flood hazard from upstream flows into the Edelweiss Pond. The project is outside of 100-Year floodplains as shown on panel 0994F of the FEMA F.I.R.M., dated December 19, 2006. A.6 Hydrological Modeling and Criteria Peak runoff rates for the developed basins are estimated using an EPA SWMM (ver. 5.0.013) hydrological model. Runoff rates and hydrographs are estimated using the SWMM sub - catchment algorithms for a non -linear reservoir. For comparison, UDFCD Rational worksheets are also included for various existing basins. Runoff hydrographs for all basins are generated by the SWMM model and are routed through the various components of the SWMM model. Dynamic wave routing is used to account for backwater impacts between the interconnected detention areas channels, swales, and pipe connections. The SWMM model interconnects all junctions, conveyance, storage and control elements into one dynamic model. Given the need to model backwater impacts, surface friction and junction headloss, dynamic wave routing was used to evaluate conditions at all the design points. This allowed a more realistic estimate of how the proposed components will function as an interconnected system. The overall model is computed using time steps of 0.25 seconds with equilibrium solutions based on the full set of St. Venants equation governing one-dimensional flow. The use of SWMM allows computation of equilibrium between continuity and momentum at each time step. Backwater impacts at McClelland's Creek are estimated based on peak flows from the MODSWMM model for this basin provided by the City of Fort Collins. Additional hydraulic modeling and design aids include the use of StormNET (ver. 4.9 by Boss International), FlowMaster (ver. 2007 by Haestad Methods), and AutoDesk Land Desktop (ver. 2009). Profiles and profile summaries are estimated with StormNET (ver. 4.9) which can open and accept input from EPA SWMM project files. All hydraulic computations are made using Manning's equation. The 2005 Larimer County Stormwater Design Standards are the basis for the final site investigation as amended to the current addition of the UDFCD criteria manuals. The vertical datum used is based off the initial site survey by King Surveyors. All elevations shown are based on an elevation taken from Fort Collins vertical control designation 34-94. Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 a Larimer County, CO Page 7 of 26 Horizontal datum is Colorado State Plane coordinates NAD 83(1992) datum. Horizontal control based upon Larimer County control designation Kerr. A.7 Scenario Analysis Three (3) separate scenarios were analyzed with this report and are summarized as follows: 1. Scenario 1 includes analyzes the Kechter Crossing site as a stand-alone feature with no inflow from off -site basins. This scenario is included to estimate what flows and volumes would be generated for a stand-alone project. ' 2. Scenario 2 includes inflow hydrographs from all on -site and existing off -site upstream basins. This is used to estimate the overall conveyance and detention area system performance prior to any new development upstream of this project. Since future upstream development is required to over -detain to the 2-year rate, this would be a worst case scenario for impacts on swales, inlets, streets and detention areas. 3. Scenario 3 assumes upstream areas are fully developed and held to their existing 2- Year peak outflow with future detention areas. The roadside ditch of Kechter Road ' tributary to Design Point 1 is assumed to flow into site un-detained. Future detention outflow is estimated using a long -duration inflow hydrograph with the peak outflow near the end of the design rainfall event equal to the stated storm event. A printout of the inflow hydrograph is including in Appendix B. Scenario 3 requires the features installed with this project to work in conjunction with future development and is the basis for minimum detention area volumes and maximum detention area outflow. Tables summarizing data within this report will state which scenario data is taken from. ' B. Existing Drainage System B.1 Major Basin The proposed Kechter Crossing development is located in the McClellands Creek Drainage Basin, more particularly, in Sub -basin 901 (79.6 acres) of the PCSWMM basin model referenced in the MMP. As previously stated, the MMP found downstream conditions were not adequate for conveyance under existing conditions and recommended developed sites to be held to historic 2-Year discharge rates. The primary issues are potential flooding in a small privately maintained reservoir, the Edelweiss Pond, located 1,325' east of this project and the Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 a Larimer County, CO ' Page 8 of 26 limited capacity of three (3) 19"x30" HERCP culverts under Ziegler Road. The MMP also indicated that the south -roadside ditch of Kechter Road be used as a bypass. Site observations and field survey information confirm that the south ditch of Kechter Road, (adjacent to the Homestead development) has been constructed to divert runoff to the south and back to the Edelweiss Pond. Discussions with the Homestead homeowners association indicated that they would accept detained runoff into the Edelweiss Pond. The issues with draining runoff to the Edelweiss Pond include the fact that the downstream property owners can raise or lower the pond in an effort to make the homes essential 'beach front' property. The limited control over the Edelweiss Pond and its elevation; the flood potential to premium housing; concerns expressed by the County Engineer; and downstream constraints on the south roadside ditch of Kechter Road have prompted a new proposal for draining Kechter Crossing project via storm sewer directly to the McClelland's channel. This proposal is discussed in detail in Section C of this report. B.2 Upstream Areas There are currently 28.2 acres of rural residential property and irrigated pasture west of the site that will contribute runoff through the project area. The upstream area contains four (4) sub -basins containing rural residential sites with pasture and hayfields. Runoff enters the Kechter Crossing site at three separate locations. Runoff from a larger field and rural residential area (Basin 901-2 and 901-3) enters the project near the proposed Old Farm Lane. Runoff from a field south of the site (Basin 901-4) enters as overland flow along the south property line of the project. The south roadside ditch along Kechter Road, adjacent to and upstream (west) of this project, also currently conveys runoff to the east and towards the Edelweiss Pond as previously described. Runoff from Kechter Road (Basins K-9, K-10, and K- 11) and a small portion of residential property (Basin 901-1) enters the site at the northwest corner of the project. B.3 Downstream Areas Approximately 14.6 acres (Basin 901-6) of directly east of this project is proposed to be included with the drainage design for this project. At minimum, peak 2-Year flows from the existing site are to be included with the design of storm sewer improvements to McClellends Creek. B.4 Sub -Basin and Site Drainage Return periods for 2-Year and 100-Year rainfall events are evaluated with this report. Design rainfall events are 2-hour storms published by the City of Fort Collins (Fort Collins, 2005). Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 ■ Larimer County, CO Page 9 of 26 The upper soil layers found throughout the Kechter Crossing project are predominately sandy lean clays and lean clays with sand (CL) as identified in the preliminary geotechnical report (EEC, 2005). The CL soils were found in layers of between 10' to 15' in depth. To estimate the basin response for this type of soil, infiltration on the project was modeled using a Horton approach with parameters for HSG type V soils (Fi = 3.0 in/hr, Fo = 0.5 in/hr, k = 6.48 1/hr) (UDFCD, 2001; EPA SWMM, 2005; & Osman 2003). The existing gradients across the site are relatively shallow (0.6%-1.5%). For analysis, the area of study is subdivided into nine (9) existing tributary areas as shown on the attached existing site drainage map. Five of these basins are on -site and four represent off -site basins upstream of the project. On -site Basins ■ Basin A includes the northwestern 4.8 acres of the site. The existing basin is a partially irrigated pasture and contains a rural residence and out -buildings. The basin has a relatively ' shallow overland flow path (1.2%) to the roadside channel of Kechter Road. Basin B includes the northeastern 6.4 acres of the site. The existing basin is irrigated hayground. The basin has relatively shallow overland flow paths (0.9%) to the roadside ditch of Kechter Road. Basin C includes the southwest and central 14.1 acres of the site. The existing basin is irrigated for hay and also contains livestock pens and corrals. The basin has relatively shallow overland flow paths (0.9%) concentrating in a local draw continuing to the east property line. Basin D includes the southeast 3.8 acres of the site. The existing basin is irrigated for hay and pasture. The basin has relatively shallow overland flow paths (1.4%) to a local draw along the east property line. Basin E includes the 0.26 acre tributary to an irrigation ditch located on the south property line. The existing basin contains the irrigation ditch and shallow embankment. The basin has relatively shallow overland flow paths and primary gradient along the irrigation ditch of 1.0% to the east. Final Stormwater Management Plan — Kechter Crossing Subdivision Project No. 0727.07 a Larimer County, CO Page 10 of 26 Upstream Basins Basins 901-1, 901-2, 901-3 includes the 28.2 acres west of the project tributary to on -site Basin A and C. This basin is primarily irrigation pastures and hayground with two (2) rural residential farm lots. These basins have relatively shallow overland flow paths and a primary ' gradient of 1.0 to 1.5%. Basins K-9, K-10, and K-11, are the three basins used to represent inflow to the roadside ditch of Kechter Road upstream and adjacent to this project. Runoff is conveyed as overland flow from the roadway and ditch banks east along Kechter Road. Downstream Basins Basin 901-6 includes 14:6 acres of property directly east of this project (refers to the City property) required to be included for a storm sewer connection to McClellands Creek. This property contains a rural residence and hay pasture lands. The overall gradient is west to east at approximately 1%. An estimate of the existing drainage basins peak outflows are summarized in Table 1. Table 1. Existing Basin Runoff Estimation Basin Area (acres) Q - 2 Year (cfs) Basins EX -A to E (Total Onsite)* 29.6 3.8 Basin 901 W (Upstream Inflow)* 28.2 5.7 Basins Ex -A to E and 901-W (Upstream & Onsite)* 46.1 8.0 Basins K-9 thru K-11 (Kechter ROW) 0.9 0.6 Basin 901-6 14.6 3.2 * see Rational Method Worksheets Appendix A Peak 2-Year allowable outflow for the stand-alone project is estimated at 3.8 cfs (Scenario 1). The future peak inflow (Basin 901-1, 901-2 and 901-3) is estimated at 5.7 cfs. The estimated 2-Year allowable rate from the existing site, upstream area, and Kechter Road is estimated at 8.6 cfs (8.0 cfs + 0.6 cfs cfs) (Scenario 2 & 3). The peak 2-Year allowable rate from the downstream city property is estimated at 3.2 cfs. Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 n Larimer County, CO Page 11 of 26 C. PROPOSED (DEVELOPED) DRAINAGE SYSTEMS: C.1 Stormwater Management Plan & Developed Site Assumptions A summary of the proposed stormwater management plan is as follows: • Runoff from the developed portions of the site is to be diverted two detention areas, Pond B-1 and B-2, located in the open area in the center of the project and over - detained the Kechter Crossing property to its existing 2-Year rate. Additional runoff rates and volumes from the upstream area will be able to outflow through a second stage outlet. • Given the downstream constraints, a new storm sewer to the McClellands Creek is ' currently proposed. A 24-inch and 30-inch storm sewer, as shown on the attached plan and profile sheets, is proposed for this conveyance path. ' Future 100-Year detention outflow from the downstream city' property is estimated using a long -duration inflow hydrograph with the peak outflow near the end of the 1 design rainfall event equal to the stated storm event peak. The hydrograph is entered at STMH-4 for both Scenario 2 and Scenario 3. The same hydrograph is used for both 2-Year and 100-Year simulations. • On -site runoff is routed via street sections to various design points for collection by storm inlets into the proposed detention area. • Upstream inflow is collected by swales and inlets located along the western property line. Runoff over the capacity of inlets near the proposed Old Farm Lane will flow into this roadway and conveyed through the proposed detention system • The south roadside ditch of Kechter Road upstream of this project is to be routed through the proposed detention facilities. • The central open space contains small water features but at depths that do not influence the overall detention storage volumes estimated with this report. • Future detention outflow (Scenario 3) is estimated using a long -duration inflow hydrograph with the peak outflow near the end of the design rainfall event equal to the stated storm event. The future detention inflow hydrograph is added at inlet STM3-1. Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 • Larimer County, CO Page 12 of 26 Design assumptions are outlined as follows: Estimates for impervious areas are based on measured areas from the provided site development plan and other listed assumptions: Area Right -of -Way Open -space Residential Impervious Surfacing: % of Total % Impervious 22% 86% 31% 2% 47% 36% Assumptions related to impervious surfacing for a typical residential lot are as follows: Residential Lots 8,500 sf (average lot size) Home (w/garage) 2,475 sf Driveway 550 sf Total Impervious 3,025 sf (36% impervious) Attached Impervious Area 1,000 sf (33%) Detached Impervious Area 2,250 sf (67%) Assumptions related to impervious surfacing for road right-of-ways are as follows: Right-of-way 53 ft width % impervious 86% = 3,295 sf / 3,816 sf (includes driveway, sidewalk and roadway for a typical 72' frontage). Detached impervious surfacing is limited to 10% of total impervious surfacing. Based on the proceeding information, the full build out site plan is estimated to be 36.4% impervious (0.22 x 86) + (0.31 x 2) + (0.47 x 36)). SWMM imput parameters used 37.2% impervious area across the development. See spreadsheet calculations for SWMM basin input in appendix B. C.2 Developed Flow Rates For analysis of the developed site areas, the overlot grading plan is subdivided into local sub - basins. These sub -basins represent relatively planar SWMM subcatchments tributary to either a full street section, 1/2 gutter section, storm sewer inlet locations, or detention ponds as Final Stormwater Management Plan — Kechter Crossing Subdivision Project No. 0727.07 o Larimer County, CO Page 13 of 26 shown on the Developed Site Drainage Plan Map. These local basins are attached to junctions, detention areas, and by links will all other elements within the SWMM model for all scenarios analyzed with this report. A summary of basin runoff rates are shown in Table 2. A Design Point summary is shown with Table 3. More detailed basin input data and SWMM output files are placed in Appendix B. Design Point locations and conveyance paths are outlined on the Developed Site Drainage Plan Map. In general, it is difficult to exactly correlate SWMM peak flows over all storm event return to the UDFCD Modified Rational Method estimates. To maintain equilibrium within the model, weir elements were added to the SWMM model to allow runoff to be conveyed across street crowns upstream of street inlets and as overtopping elements at all sump areas to the applicable downstream feature. By using reasonable and conservative parameters for the SWMM analysis and the use of hydrograph routing, the SWMM model is presented as a sound design tool for evaluation of this project. C.3 Detention Design Detention is proposed with two (2), Pond-B-1 (lower stage) and Pond B-2 (upper stage) detention areas. Flow between B-2 and B-1 is controlled using a 15-inch HDPE culvert. As previously stated, hydraulic interaction between the two ponds is addressed with the use of Dynamic Wave Routing in the SWMM model. A summary of the detention design features included with the three Scenarios are summarized as follows: 1. Scenario 1: Per UDFCD design criteria (see attached spreadsheets in Appendix C), three (3) rows and one column of 1.75" orifices for WQCV design at a stage depth of 1.5' is included at the outlet structure of Pond B-1 (Design Point 8-A). For control of runoff for the 100-Year allowable rate, a 0.6' x 0.6' restrictor orifice was added to model to limit outflow to 3.8 cfs. 2. Scenario 2 includes the same WQCV feature as Scenario 1. A dual -stage outlet box is proposed to control rates from Pond B-1. The same 0.6' X 0.6' orifice plate (C=0.6) is used model flow through the first stage to control rates from the Kechter Crossing Project. Inflow from upstream areas will utilize the second stage inlet grate is placed at the freeboard stage of the detention area (highest HGL of Scenario 1 for Pond B-1). Excess runoff from the upstream area is allowed pond within the freeboard area of Pond B-1 and outflow into the proposed storm sewer to McClellends Creek. UDFCD spreadsheets computing the size of the control structure are placed in Appendix C. Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 ■ Larimer County, CO Page 14 of 26 Project: Kechter Crossing Notes: Scenario 2 TABLE 2. DEVELOPED BASIN RUNOFF SUMMARY 2-Year Event 100-Year Event Basin ID Area acres Average Slope % Equivalent Width ft Impervious Area % Total Precipitation inches Total Infiltration inches) Total Runoff Peak Runoff (cfs) Total Precipitation (inches Total Infiltration inches Total Runoff inches Peak Runoff cfs Element ID BASIN-901-1 2.09 1.5200 274.19 8.00 0.98 0.8900 0.08 0.52 3.67 1.8860 1.77 4.81 BASIN-901-1 BASIN-901-2 21.22 1.0900 1015.00 10.00 0.98 0.8810 0.09 4.86 3.67 2.1210 1.38 20.74 BASIN-901-2 BASIN-901-3 8.30 1.0000 455.00 2.00 0.98 0.9590 0.02 0.5 1 3.67 2.4700 1.12 6.49 BASIN-901-3 BASIN-901-4 10.55 1.0000 460.00 1.00 0.98 0.9590 0.02 0.6 3.67 2.3080 1.17 7.80 BASIN-901-4 BASIN-901-5 58.50 1.0000 1756.00 1.00 0.98 0.9590 0.03 3.2 3.67 2.3080 0.99 32.26 BASIN-901-5 BASIN-901-6 14.61 1.0000 1072.83 10.00 0.98 0.9680 0.04 3.7 3.67 1.5310 0.61 24.06 BASIN-901-6 BASIN-A-1 0.25 1.5000 205.00 14.00 0.98 0.9270 0.04 0.0 3.67 1.6220 2.03 1.29 BASIN-A-1 BASIN-A-2 1.51 7.0000 998.24 19.00 0.98 0.9110 0.05 0.2 3.67 1.4960 2.16 10.82 BASIN-A-2 BASIN-A-3 1.14 3.5000 527.40 74.00 0.98 0.4200 0.49 1.4 3.67 0.5040 3.10 10.57 BASIN-A-3 BASIN-A4 1.03 3.5000 531.60 49.00 0.98 0.6490 0.28 0.9 1 3.67 0.9600 2.66 8.20 BASIN-A4 BASIN-A-5 0.77 3.5000 291.64 34.00 0.98 0.7470 0.20 0.5 3.67 1.2580 2.38 4.63 BASIN-A-5 BASIN-A-6 0.63 3.5000 462.64 60.00 0.98 0.5580 0.36 0.7 3.67 0.7440 2.87 5.77 BASIN-A-6 BASIN-A-7 0.15 2.0000 166.43 78.00 0.98 0.3340 0.57 0.3 3.67 0.4100 3.18 1.46 BASIN-A-7 BASIN-B-1 5.24 3.5000 1561.51 10.00 0.98 0.9240 0.04 0.8 3.67 1.8120 1.85 16.58 BASIN-8-1 BASIN-B-2 1.88 4.5000 345.00 13.00 0.98 0.9080 0.06 0.3 3.67 1.7510 1.91 5.32 BASIN-B-2 BASIN-B-3 0.50 3.5000 375.13 79.00 0.98 0.3340 0.57 0.9 3.67 0.3960 3.19 4.87 BASIN-B-3 BASIN-13 4 0.26 2.0000 318.14 86.00 0.98 0.2000 0.69 0.6 3.67 0.2560 3.33 2.57 BASIN-134 BASIN-B-5 0.10 2.0000 157.14 86.00 0.98 0.1990 0.69 0.2 3.67 0.2550 3.33 0.99 BASIN-B-5 BASIN-B-6 1 0.49 3.5000 363.12 72.00 0.98 0.4210 0.48 0.7 3.67 0.5250 3.07 4.70 BASIN-B-6 BASIN-B-7 1.40 3.5000 653.81 56.00 0.98 0.6290 0.29 1.3 3.67 0.8380 2.78 11.60 BASIN-B-7 BASIN-B-8 0.35 2.0000 445.28 86.00 0.98 0.2000 0.69 0.8 3.67 0.2560 3.33 3.47 BASIN-B-8 BASIN-B-9 0.69 3.5000 474.68 59.00 0.98 0.5620 0.36 0.8 3.67 0.7640 2.85 6.24 BASIN-B-9 BASIN-C-1 0.25 3.5000 250.91 61.00 0.98 0.5580 0.36 0.3 3.67 0.7220 2.89 2.40 BASIN-C-1 BASIN-C-2 0.90 2.0000 156.47 86.00 0.98 0.1990 0.69 0.2 3.67 0.2540 3.33 0.89 BASIN-C-2 BASIN-C-3 0.70 2.0000 430.29 43.00 0.98 0.6970 0.24 0.5 3.67 1.0780 2.55 5.08 BASIN-C-3 BASIN-C4 0.31 2.0000 349.56 68.00 0.98 0.4030 0.51 0.5 3.67 0.5850 3.02 2.96 BASIN-C4 BASIN-C-5 0.66 3.5000 194.13 48.00 0.98 0.6600 0.27 0.5 3.67 1.0080 2.61 4.38 BASIN-C-5 BASIN-C-6 0.12 2.0000 124.73 86.00 0.98 0.2060 0.69 0.3 3.67 0.2580 3.33 1.2 BASIN-C-6 BASIN-C-7 0.37 2.5000 205.90 75.00 0.98 0.3660 0.54 0.6 3.67 0.4700 3.12 3.5 BASIN-C-7 BASIN-C-8 0.43 2.0000 199.35 20.00 0.98 0.9050 0.05 0.1 3.67 1.5490 2.10 1.9 BASIN-C-8 BASIN-C-9 0.26 1.0000 375.00 8.00 0.98 0.9530 0.02 0.0 3.67 1.7040 1.96 1.5 BASIN-C-9 BASIN-C-10 0.86 4.0000 375.00 2.00 0.98 0.9760 0.00 0.0 1 3.67 1.8080 1.86 4.6 BASIN-C-10 BASIN-C-11 1.45 3.5000 435.00 44.00 0.98 0.7370 0.20 0.9 3.67 1.0930 2.53 9.1 BASIN-C-11 BASIN-C-12 DA5 2.0000 325.00 70.00 0.98 0.4560 0.45 0.6 3.67 0.5690 3.03 4.2 BASIN-C-12 BASIN-C-13 0.31 4.0000 296.52 18.00 0.98 0.9160 0.04 0.0 3.67 1.5090 2.14 2.3 BASIN-C-13 BASIN-D-1 0.42 2.0000 550.00 76.00 0.98 0.3210 0.58 0.8 3.67 0.4370 3.16 4.2 BASIN-D-1 BASIN-D-2 1.28 2.5000 572.37 49.00 0.98 0.6880 0.24 1.0 3.67 0.9800 2.64 9.3 BASIN-D-2 BASIN-D-3 1.43 2.0000 560.50 16.00 0.98 0.9230 0.04 0.2 3.67 1.6460 2.01 5.3 BASIN-D-3 BASIN-D-4 0.44 3.5000 328.65 65.00 0.98 0.5040 0.41 0.6 3.67 0.6520 2.95 4.1 BASIN-D-4 BASIN-D-5 2.39 3.5000 740.48 43.00 0.98 0.7730 0.16 1.2 3.67 1.1160 2.51 14.8 BASIN-D-5 BASIN-E-1 0.17 2.0000 242.90 86.00 0.98 0.1990 0.69 0.4 3.67 0.2550 3.33 1.7 BASIN-E-1 BASIN-E-2 0.75 5.0000 408.64 16.00 0.98 0.9620 0.00 0.0 3.67 1.5780 2.08 4.4 BASIN-E-2 BASIN-E-3 0.09 5.0000 235.58 2.00 0.98 0.9740 0.00 0.0 3.67 1.7490 1.92 0.8 BASIN-E-3 BASIN-E-4 0.09 5.0000 316.42 2.00 0.98 0.9730 0.00 0.0 3.67 1.7420 1.93 0.8 BASIN-E-4 BASIN-K-1 0.52 2.0000 657.72 25.00 0.98 0.7340 0.22 0.4 3.67 1.3130 2.33 4.3 BASIN-K-1 BASIN-K-4 0.47 2.0000 525.31 33.00 0.98 0.6550 0.29 0.4 3.67 1.2070 2.43 3.9 BASIN-K-4 BASIN-K-5 0.27 2.0000 206.62 33.00 0.98 0.6550 0.29 0.3 3.67 1.2190 2.42 2.1 BASIN-K-5 BASIN-K-6 0.20 2.0000 345.36 25.00 0.98 0.7340 0.22 0.1 3.67 1.3430 2.31 1.7 BASIN-K-6 BASIN-K-9 0.35 3.5000 261.26 35.00 0.98 0.6360 0.31 0.4 3.67 1.1740 2A7 2.9 BASIN-K-9 BASIN-K-10 0.14 3.5000 163.26 35.00 0.98 0.6360 0.31 0.1 3.67 1.1630 2.48 1.2 BASIN-K-10 BASIN-K-11 0.44 3.5000 435.79 35.00 0.98 0.6360 1 0.31 0.4 3.67 1.1670 2.47 18 BASIN-K-11 PROJECT: KETCHER CROSSING TABLE 3. DESIGN POINT SUMMARY SCENARIO 2 DESIGN POINT CONTRIBUTING BASIN Q Q DESIGN POINT CONTRIBUTING BASIN Q Q DESIGN POINT CONTRIBUTING BASIN Q Q (ID) & FEATURE BASINS / DESIGN AREA 2-YEAR 100-YEAR (ID) & FEATURE BASINS / DESIGN AREA 2-YEAR 100-YEAR (ID) & FEATURE BASINS / DESIGN AREA 2-YEAR 100-YEAR POINT (ACRES) (CFS) (CFS) POINT (ACRES) (CFS) (CFS) POINT (ACRES) (CFS) (CFS) 1-A A-1 0.250 0.0 1.3 4-A DESIGN POINT3-E 0.660 0.0 9.5 6-A E-3 0.090 0.0 0.8 SWALEA-1 901-1 2.090 0.5 4.8 C-5 0.660 0.5 4.4 SWALEE-1 E-4 0.090 0.0 0.8 SUM 2.340 0.6 6.1 C-6 0.120 0.3 1.2 SUM 0.180 0.0 1.6 ESTIMATED HYDROLOGIC PEAK* 0.6 6.1 C-7 0.370 C-11 1.450 0.6 0.9 3.5 9.1 ESTIMATED HYDROLOGIC PEAK* 0.0 2.6 1-B K-9 0.350 0.4 2.9 6-8 DESIGN POINT 6-A 0.0 1.6 (STM3-1) K-10 0.140 0.1 1.2 C-12 0.450 0.6 4.2 SWALE E-2 E-2 0.750 0.0 4.4 K-11 0.440 0.4 3.8 SUM 3.710 2.8 31.8 STM6-1 901-4 10.550 0.6 7.8 SUM 0.930 0.9 7.9 ESTIMATED HYDROLOGIC PEAK* 2.0 17.3 SUM 11.300 0.6 13.8 ESTIMATED HYDROLOGIC PEAK* 0.8 7-0 ESTIMATED HYDROLOGIC PEAK* 0.6 11.0 4-B C-10 0.860 0.0 4.6 STM4-2 1-C DESIGN POINTI-A 2.340 0.5 6.1 6-C DESIGN POINT6-B 0.6 11.0 SWALE A-2 DESIGN POINT 1-13 0.930 0.8 7.0 SURFACE FLOW SUM 0.860 0.0 4.6 OUTFALL E-1 0.170 0.4 1.7 SUM 3.270 1.3 13.1 ESTIMATED HYDROLOGIC PEAK* 0.0 4.6 STM6-2 SUM 0.170 1.0 12.7 ESTIMATED HYDROLOGIC PEAK* 1.1 10.4 ESTIMATED HYDROLOGIC PEAK* 0.5 11.7 4-C DESIGN POINT 4-A 3.710 2.0 17.3 (STM4.4) DESIGN POINT4-B 0.860 0.0 4.6 2-A A-3 1.140 1.4 10.6 7-A B-6 0.49 0.7 4.7 (STM2-2) A-4 1.030 0.9 8.2 SURFACE FLOW C-1 0.254 0.3 2.4 B-7 1.4 1.3 11.6 SURFACE FLOW A-5 0.770 0.5 4.6 C-3 0.700 0.5 5.1 B-9 0.69 0.8 6.2 ONLY A-7 0.150 0.3 1.5 C-13 0.310 D.0 2.3 SUM 2.090 2.7 22.5 SUM 3.090 3.0 24.9 SUM 5.834 2.9 31.7 ESTIMATED HYDROLOGIC PEAK* 2.3 20.1 7-8 B-5 0.100 B-8 0.350 0.2 0.8 1.0 3.5 ESTIMATED HYDROLOGIC PEAK* 2.9 24.4 ESTIMATED HYDROLOGIC PEAK* 2.6 25.9 2-B A-6 0.630 0.7 4.7 4-D DESIGN POINT4-C (STM2-3) SUM 0.630 0.7 4.7 (STM4-5) C-2 0.090 0.2 0.9 SUM 0.450 1.0 4.5 SURFACE FLOW ESTIMATED HYDROLOGIC PEAK* 0.7 4.7 SURFACE FLOW C-4 0.310 SUM 0.400 0.5 0.7 3.0 3.9 ESTIMATED HYDROLOGIC PEAK* 1.0 4.5 2-C DESIGN POINTI-C 3.270 1.1 10.4 7-C DESIGN POINT7-B 1.0 4.5 (STM2-1) A-2 1.510 0.2 10.8 ESTIMATED HYDROLOGIC PEAK* 1.2 3.9 (STM7-2) B-3 0.5 0.9 4.9 SUM 4.780 1.3 21.2 4-E DESIGN POINT 3-D (PIPE FLOW) 0.0 12.5 SURFACE FLOW SUM 0.500 1.9 9.4 ESTIMATED HYDROLOGIC PEAK* 1.1 18.8 (STM4-6) TOTAL INFLOW DESIGN POINT 4-C DESIGN POINT4-D 2.6 1.2 25.9 3.9 ESTIMATED HYDROLOGIC PEAK* 1.3 9.2 2-D DESIGN POINT2-A 3.090 2.9 24.4 7-D DESIGN POINT7-A 2.3 20.1 (STM2-2 SWALE B-1) DESIGN POINT 2-13 0.630 0.7 4.7 SUM 0.000 3.8 42.3 (STM7-1) B-4 0.26 0.6 2.6 TOTAL INFLOW DESIGN POINT 2-C 4.780 1.1 18.8 ESTIMATED HYDROLOGIC PEAK* 8.1 38.0 SURFACE FLOW SUM 0.260 2.9 22.7 SUM 8.500 4.7 47.9 ESTIMATED HYDROLOGIC PEAK* 2.8 22.5 5-A D-3 1.430 0.2 5.3 7-E (STM7-3) DESIGN POINT 7-C DESIGN POINT 7-D 1.3 2.3 9.2 22.5 ESTIMATED HYDROLOGIC PEAK* 3.7 34.0 (STMS-1) SUM 1.430 ESTIMATED HYDROLOGIC PEAK* 0.2 0.2 5.3 5.3 3-A 901-3 1.140 D.5 6.5 (SWALEC-1) C-9 0.260 0.0 1.5 TOTAL INFLOW SUM 0.000 4.1 31.7 5-8 DESIGN POINTS -A 0.420 0.0 2.5 SUM 1.400 0.5 8.0 (STMS-3) D-2 1.287 1.0 9.3 ESTIMATED HYDROLOGIC PEAK* 3.8 27.3 8-A POND B-1 DESIGN POINT 2-D DESIGN POINT4-E 3.7 8.1 34.0 38.0 ESTIMATED HYDROLOGIC PEAK* 0.6 7.6 SURFACE FLOW SUM 1.707 ESTIMATED HYDROLOGIC PEAK* 1.0 1.0 11A 11.8 3-8 C-8 0.430 0.1 1.9 (SWALE C-2) SUM 0.430 0.1 1.9 DESIGN POINT 5-E 1.3 7.5 5-C D-1 0.420 0.8 4.2 ESTIMATED HYDROLOGIC PEAK* 0.1 1.9 (STMS-3) SURFACE FLOW D-4 0.440 D-5 2.390 0.6 1.2 4.1 14.8 DESIGN POINT 7-E B-1 5.24 3.8 0.8 27.3 16.6 3-C DESIGN POINT 3-13 0.430 0.1 1.9 (STM3-1) 901-2 21.210 4.9 20.7 SUM 3.250 2.6 23.1 SUM 5.240 17.7 123.4 TOTAL INFLOW SUM 21.640 5.0 22.6 ESTIMATED HYDROLOGIC PEAK* 2.2 18.2 ESTIMATED HYDROLOGIC PEAK* 16.9 119.0 ESTIMATED HYDROLOGIC PEAK* 5.0 Z2.5 S-D (POND B-2) DESIGN POINT 5-A (PIPE FLOW) DESIGN POINT 5-B 1.707 0.2 1.0 2.8 11.8 B-B OUTFLOW DESIGN POINT 8-A SUM 0.000 0.3 18.0 3-D DESIGN POINT 3-A 1.400 0.5 7.6 (STM3-2) DESIGN POINT 3-C 21.640 5.0 22.5 DESIGN POINT 5-C 3.250 2.6 18.2 POND B-2 ESTIMATED HYDROLOGIC PEAK* 0.3 19.0 8-C DESIGN POINT 8-A 0.0 0.0 TOTAL INFLOW SUM 23.040 5.5 30.1 TOTAL INFLOW B-2 1.880 0.3 5.3 ESTIMATED HYDROLOGIC PEAK* 5.4 22.0 SUM 6.837 ESTIMATED HYDROLOGIC PEAK* 4.1 3.7 38.1 38.1 EMERGENCY OVERFLOW B-2 SUM 0.000 ESTIMATED HYDROLOGIC PEAK* 0.0 0.0 0.0 0.0 3-E DESIGN POINT 3-D 23.040 0.0 9.5 B-D DESIGN POINT 8-8 0.3 18.0 OLD FARM LANE DESIGN POINT 3-C 0.0 0.0 CITY PROPERTY INFLOW 3.2 3.3 5-E SURFACE FLOW SUM 23.040 0.0 9.5 OUTFLOW SUM 0.000 3.5 3.5 21.3 ESTIMATED HYDROLOGIC PEAK* 0.0 9.5 POND B-2 ESTIMATED HYDROLOGIC PEAK* 1.3 7.5 ESTIMATED HYDROLOGIC PEAK* 3.5 21.3 3. Scenario 3 used the same outlet structure as Scenario 1 & 2. Basins 901-1, 901-2, and 901-3 are assumed conveyed to a centralized location for future detention with the outflow routed to STM 3.1. With these three scenarios, we have completed a reasonable estimate of both the short term and long-term performance of the system. The proposed detention facility has a minimum and maximum stage of 4931.10' and 4937.00' respectively. The proposed detention system contains 2.810 acre-ft of freeboard volume included with the design for a combined total volume of 8.2484 acre-ft (359,300 cf). An emergency overflow has been added to the project at 4936.50'. For the final design report, both flood routing through the SWMM model and comparisons to a UDFCD FAA procedure are used. The estimated minimum volumes recommended to control runoff rates using the UDFCD Modified FAA Method and the grading plan (Design) are summarized in Table 4. Results from ' hydrograph routing within the SWMM model for the individual detention areas B-1 and B-2 are summarized in Table 5 and Table 6. Stage -area curves for Ponds B-1 and B-2 are placed in Appendix C along with maximum volume summary worksheets. Table 4. Detention Recommendations UDFCD — Modified FAA Aowable Modiieropose Scenario Release Rate (cfs) UDFCDMethofd d FAA PDesignd 3.8 4.657 acre-ft (202,884 cf) F (did not calculate) �2 8.6 6.2606 acre-ft (272,711 cf) 7.338 acre-ft (319,678 cf)* 8.6 4.657 acre-ft (202,884 cf) 5.407 acre-ft (235,537 cf)* { bee spreaasneet aesign summary in Appenaix A tor computations Table S. Detention Pond B-1 Performance Summary Scenario Peak Inflow (cfs) Peak Outflow* (cfs) Max. HGL Depth (ft) Max. Storage Volume(cf) Y ar Year Year Year Y ar Year Y ar Year i (No off -site) 11.4 116 1 IF0.2 3.2 4932.33 4935.33 19,326 208,127 2 (300-Year Ex) 17.1 119 IF 0.3 17. 1 4932.62 4936.20 27,748 296,587 3 (future)** 12.5 116 2.7 8.7 4933.33 4935.57 56,567 230,564 * Based on future detention design held to 2-Year Rate ** To be determined with future upstream detention design Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 a Larimer County, CO Page 17 of 26 Table 6. Detention Pond B-2 Performance Summary Scenario Peak Inflow (cfs) Peak Outflow (cfs) Max. HGL Depth (ft) Max. Storage Volume(cf) Year 10 Year Year Year Year 100 Year Year Year 1 (No off -site) 3.7 41 1.3 7.7 4933.96 4936.30 2,017 32,653 2 (100-Year Ex) 3.7 41 1.3 7.5 4933.96 4936.42 2,017 35,116 3 (future) 3.7 41 1.3 7.6 4933.96 4936.31 2,017 32,930 The results of this analysis show that the proposed system contains enough detention storage volume to fully attenuate inflows from all scenarios and allow potential future long -duration detained flows to pass through the system to McClelland's Creek. The current proposal is estimated to absorb an undetained major storm influx from the existing upstream area and adjacent Kechter Road into the large freeboard volume provided with the project, and pass the runoff volume through the proposed storm sewer to McClellands Creek (Scenario 2 & Scenario 3) without causing overtopping the either Pond B-2 or B-1. Runoff from larger events that does overtop Pond B-1 will continue east along the roadside channel of Kechter Road then south into downstream property prior to discharging inflow the Edelweiss Pond. An emergency spillway is proposed as shown on the Developed Site Drainage Plan Map. Based on our analysis of the area, detention systems in upstream areas with future development (Scenario 3) are necessary to make the proposed system function as intended. The County request to use Scenario 1 as the basis for detention outlet design will make Pond B-1 function similar to the UDFCD Full Spectrum' detention system forcing it to fill completely with large inflow volumes from upstream and release at rates higher than 3.8 cfs when the inflow volume exceeds the required detention volume for the stand alone project. This is seen in the simulations by the outflow into the proposed storm sewer is higher than the outflow rate of Scenario 1. It is recommended that future upstream development use a routing analysis for large impervious developments to verify performance of the overall system. C.4 Streets and Storm Sewer Inlets A summary of the street flows is shown with Table 7. Table 8 shows a summary of the proposed storm sewer inlets design. Associated UDFCD spreadsheet worksheets are placed in Appendix D. Inlets STM 2-2, 2-3, 7-1, and 7-2 have been sized for 100-year conveyance from the street network. Runoff bypassing the remaining street inlets is conveyed into the adjoining detention areas with no adverse impacts to the overall system. It should also be noted that for Scenario 3, 100-Year bypassed flows from STM 3-1 and STM 3-2 is reduced to 0 cfs. This will significantly reduce flows at design points 4-A and 4-B and 4-C. Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 c Larimer County, CO Page 18 of 26 C.5 Drainage Swales Several drainage swales have been included into the design. Swales are of two sections, a 30- ' inch wide concrete plan with 6" curbed sides and a 'V' grassed channel. Both sections use 4:1 maximum catch slopes. A summary of these features are listed in Table 9 with computations listed in Appendix D. Given the location of swale C-2 away from the upstream valley, peak ' inflow of 901-2 was not included in the sizing for this swale. The low -point of this area appears to be located along the previous irrigation drainage easement which is located at the ' proposed Old Farm Lane. For this analysis, inflow from Basin 901-2 is added to inlet STM 3.1. Swale A-1 appeared to potentially intercept more distributed runoff from Basin 901-3. To address concerns over this, the HGL is checked in this area and was found not to impact the ' adjacent lots or upstream area as flows can enter Old Farm Lane as well as the depressions created by inlets STM 3-1 and STM 3-2. C.6 Storm Sewer ' Sections of new storm sewer are proposed at various locations within project. The recommended sizes are shown on the developed drainage basin map and summarized in Table ' 10. The proposed storm sewer profiles are references as SD-1 through SD-8. Profile plots showing the estimated maximum HGL for all profiles is summarized with Table 11. No significant issues were found with the proposed design. As previously indicated, the MODSWMM model was obtained from the City of Fort Collins. ' Peak flows in 'Gutter Elements 366 and 367' were reviewed from this model finding a peak flow of approximately 720 cfs. This correlated to a depth of flow of 5.1' in the channel or an elevation of 4920.10' (the proposed flowline of the 30-inch outfall is at 4919.27'). Backwater for this location was assumed negligible as far as restricting flows from the proposed storm tsewer. C.7 Storm Sewer & Culvert Outfalls (Riprap) ' Outfall velocity protection is proposed at all culvert and storm sewer outlet locations. ' Permanent outlet protection is proposed with riprap reinforcement. The riprap design is summarized in Table 12. Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 a Larimer County, CO Page 19 of 26 I 7 L_ 1 1 11 1 1 1 lJ 1 t TABLE 7. STREET FLOW SUMMARY STREET/LOCATION DESIGN POINT AVERAGE SLOPE (%) SCENARIO 2 - 2 YEAR PEAK 1/2 GUTTER FLOW (CFS) GUTTER DEPTH (IN) GUTTER VELOCITY (FPS) SCENARIO 2 - 100-YEAR PEAK 1/2 GUTTER FLOW (CFS) GUTTER DEPTH (IN) GUTTER VELOCITY (FPS) SCENARIO 3 - 1DO-YEAR PEAK 1/2 GUTTER FLOW (CFS) GUTTER DEPTH (IN) GUTTER VELOCITY (FPS) NOTES KADENWOOD DRIVE (INLET STM2.2) 2-A 0.5 2.9 3.9 1.6 14.6 6.3 2.4 NO CHANGE NO CHANGE NO CHANGE 100-YEAR OVER CROWN -SPLIT FLOWS 14.6 CF5(24.4+4.7)/2 KADENWOOD DRIVE (INLET STM2-3) 2-B 0.5 0.7 <3.9 < 1.6 14.6 6.3 2.4 NO CHANGE NO CHANGE NO CHANGE 100-YEAR OVER CROWN - SPLIT FLOWS 14.6 CFS124A+4.7)/2 KADENWOOD DRIVE (INLET STM4-3) 4-C 0.65 2.6 3.6 1.8 14.9 6.1 2.6 14.0 6.0 2.5 100-YEAR OVER CROWN - SPLIT FLOWS 14.9 CFS(25.9+3.9)/2 KADENWOOD DRIVE (INLET STM4-4) 4-D 0.65 1.2 2.9 1.5 14.9 6.1 2.6 14.0 6.0 2.5 100-YEAR OVER CROWN - SPLIT FLOWS 14.9 CFS(25.9+3.9)/2 CROSSVIEW DRIVE 5-2 0.75 1.0 0.4 1.8 13.8 6.0 3.6 NO CHANGE NO CHANGE NO CHANGE 100-YEAR OVER CROWN - SPLIT FLOWS 13.8 CFS(18.2+9.3)/2 CROSSVIEW DRIVE 5-3 0.75 2.2 0.4 2.3 13.8 6.0 3.6 NO CHANGE NO CHANGE NO CHANGE 100-YEAR OVER CROWN - SPLIT FLOWS 13.8 CFS(18.2+9.3)/2 TILDEN DRIVE 7-1 0.5 1.3 3.1 1.3 14.7 6.3 2.2 NO CHANGE NO CHANGE NO CHANGE 100-YEAR OVER CROWN - SPLIT FLOWS 14.7 CFS(22.7+6.6)/2 TILDEN DRIVE 7-2 0.5 2.8 3.9 1.5 14.7 6.3 2.2 NO CHANGE NO CHANGE NO CHANGE 100-YEAR OVER CROWN - SPLIT FLOWS 14.7 CFS(22.7+6.6)/2 TABLE 8. STORM SEWER INLET SUMMARY ID (CONDITION) DESIGN POINT INLET TYPE SCENARIO 2 - 2 YEAR PEAK SURFACE FLOW (CFS) INTERCEPTED FLOW (CFS) BYPASSED FLOWS (CFS) SCENARIO 2 - 100-YEAR PEAK 1/2 GUTTER FLOW (CFS) INTERCEPTED FLOW (CFS) BYPASSED FLOWS (CFS) BYPASS TARGET (ID) SCENARIO 3 100-YEAR PEAK FLOW (CFS) INTERCEPTED FLOW (CFS) BYPASSED FLOWS (CFS) BYPASS TARGET (ID) STM 2-2 (ON -GRADE) 2-A Two (2)'R' - 15' 2.9 2.9 0 14.6 14.6 0 KECHTER RD NO CHANGE NO CHANGE NO CHANGE KECHTER RD STM 2-3 (ON -GRADE) 2-B Two (2)'R' - 15' 0.7 0.7 0 14.6 14.6 0 KECHTER RD NO CHANGE NO CHANGE NO CHANGE KECHTER RD STM 3-1 (SUMP) 3-C COOT Type'D' 5.0 5.0 0 22.5 13 9.5 OLD FARM LANE 3.8 3.8 0 OLD FARM LANE STM 3-2 (SUMP) 3-D CDOTType'D' 0.5 0.S 0 7.6 7.6 0 OLD FARM LANE 7.6 7.6 0 OLD FARM LANE STM 4-2 (SUMP) 4-B CDOTType'C' 0.0 0.0 0 4.6 4.6 0 STM4-4 NO CHANGE NO CHANGE NO CHANGE STM4-4 STM 4-3 (SUMP) 4-C R' -10' 2.6 2.6 0 14.9 14.9 0 POND B-1 NO CHANGE NO CHANGE NO CHANGE POND B-1 STM 4-5 (SUMP) 4-0 'R' - 10' 1.2 1-2 0 14.9 14.9 0 POND B-1 NO CHANGE NO CHANGE NO CHANGE POND B-1 STM 5-1 (SUMP) 5-A Larlmer'D9-A' 0.2 0.2 0 5.3 2.8 2.5 STMS-2 NO CHANGE NO CHANGE NO CHANGE STMS-2 STM 5-2 (SUMP) 5-B 'R' -10' 1.0 1.0 0 13.8 13.8 0 POND 0-2 NO CHANGE NO CHANGE NO CHANGE POND B-2 STM 5-3 (SUMP) 5-C 'R'- 10' 2.2 2.2 0 13.8 13.8 0 POND B-2 NO CHANGE NO CHANGE NO CHANGE POND B-2 STM 6-1 (SUMP) 6-B CDOTType'C' 0.6 0.6 0 11.0 11.0 0 OFF -SITE NO CHANGE NO CHANGE NO CHANGE OFF -SITE STM 7-1 (ON -GRADE) 7-C Two (2)'R' -15' 1.3 1.3 0 14.7 14.7 0 KECHTER RD NO CHANGE NO CHANGE NO CHANGE KECHTER RD STM 7.2 (ON -GRADE) 7-0 Two (2)'R' -15' 2.8 2.8 0 14.7 14.7 0 KECHTER RD NO CHANGE NO CHANGE NO CHANGE KECHTER RD TABLE 9. DRAINAGE SWALE SUMMARY SWALE SUMMARY ID DESIGN POINT SURFACE TYPE TYPE SCENARIO 2 -100-YEAR PEAK FLOW (CFS) DESIGN FLOW (133%) (CFS) DESIGN SLOPE (%) DESIGN DEPTH (IN) DESIGN VELOCITY (FPS) SWALE A-1 1-A CONCRETE 6.1 8.1 0.4 8.1 3.8 SWALE A-2 1-C GRASSED 10.4 13.9 1.0 9.7 2.7 SWALE B-1 2-D GRASSED 34.0 45.3 1.0 18.3 4.7 SWALE C-1 3-A CONCRETE 7.6 10.1 0.8 7.5 5.3 SWALE C-2 3-B CONCRETE 1.9 2.5 0.6 3.5 3.3 SWALE E-1 6-A GRASSED 1.6 2.1 0.9 6.3 1.9 SWALE E-2 6-B CONCRETE 11.0 14.7 0.5 10.5 4.2 NNr U� addadaad'-'N W.?v. m Lnnnm d mmmmmMmmmMmmmm(/10 a m C N m m m m O O O O O O ON O O O O O O G O O O 0 0 0 0 0 0 N � p N N 0 0 O N � 0 O O � � N 0 0 N 0 0 0 n N 0 0 O m � 0 m N 0 0 N N 0 0 N" 0 0 N m 0 0 O 0 �- X J W O O N N O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m u + C Y N` V O 1p IT a m O r n r r m O n r n n r r vl O O O W J m m cc c a a a a a a a a a a a a a a a a a a a a a a a a C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y A] O O O O O O G 0* O a*O 0,0 0 00000 0 0 O O � Q � K m U N O O O O O O O O O O O O O O O O O O O O O 000 2 a L u o 0 0 0 0 0 0 0 0 0 0 0 N O O n 0 0 N O N 0 0 0 Wd t- o' w c + V Y d Y Y 0 0 0 0 ci 0 0 010+1 0 0 0 0 0 m m 0 0 m ci 0 0 a 0 0 0 O ci m 0 0 a 0 0 m a 0 0 p 0_ q= C N N N M t+1 N N A N � U O W W M N N N N m 20 N d m 7>> 7>> 3 2 7 2 A 2 W 3>> m 3 N O LL L m 3 2 j % 3 % _i 2_ 2_ % ] % Y % j`p U U U U U U U U U U U C U U O N D U O U N O D `o U U _ rQ- P m R 6 12 ^ n m M A m m m m a m m a M O n a m a a m a m m > f/1 O O O O O O O O O m 0 0 n 0 0 0 0 0 0 0 0 0 - Q o 0 o O o 0 0 0 o O o r o 0 0 o P o o m o O o 0 m[ m m O H O" N n 0 0 OEOZY 000OOOOOO O N O O n O O N O 0 lICTIC] c y L N m n M M m M m.6 m a M- M MO m m a N m N m N m P n m m M 0 ] > Z M N N N N N N M M M M M M M M m m m M m p m mmmmmmmmmmmmmmmmmmmmmmmm w aaaaaaaaaaaaaaaaaaaaaaaa oNrnrMMmmMyym no�mNOMmPMno c m .. m m A .-Nnma GmAN MN Om N m G �G ma OCI a M Oii a�-Omnmm O C < �1 Cl r Mm Ili r C > C M M N N OI N N N N a M M M mN M M M M M M M M M (�l M M w aaaaaaaaaaaaaaaaaaaaaaaa Z L m P m A M m 0 0 m N O M M N M m O m m m m O a a Q m � J Up U W F S 2 YQ � � � N ah � � N g m � N Cl •' � N pI N N M W`m o00000000000000 nnn m m N m N N m M N m m m N m M O p a m �g a - 3 O p LL 0 m LLXm N m n MN m 0771171 m- O O Nci Y O �Trrrll'f M c 7 a P y d U LL n a M N N N M m N M N m m N m N m N m N r m U u _ n u m m O m p; Z LL � j f V O CI 6 O<V l!)Cl Olm 6466 e V Nm6 OtO > E ~O E O v o N v m^ m r m M N o a N O a o m m 0 0 N a N O a v O O a o n o a N a Ln m y O L m N "Ill N f V <V N i V N 0 0 0 0 N( V 000000010001 E LL m O o o O o 0 0 0 o O o 0 0 o O o o 0 o 0 o 0 0 0 ti m v O o 0 0 0 0 0 o o 0 o o o O o o o o o o 0 o 0 o Y m r m N m d LL -OM Cm'] q 0 d` O O m m N N m m Cl! 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Given the low gradient across the outlet, (<3.5 fps) no special riprap or surface protection appears warranted. Capacity and velocity calculations are placed in Appendix D. D. Erosion Control and Water Quality: ' Water Quality Capture Volume Per UDFCD standards, a WQCV is to be included for this project. For the tributary area of 29.30 acres and an impervious ratio of 39%, the estimated WQCV is 0.17" or 0.5148 acre-ft (17,341 sf). This corresponds to the base 1.5' of Detention Area B-1. An orifice plate outlet control will be added to the outlet structure with one (1) column of three (3) rows of 1.748" diameter holes. Construction BMP's ' A temporary erosion control plan is to be implemented for the site during construction. During construction, straw bale barriers, inlet protection, and silt fences are to be constructed to ' dissipate energy, intercept and detain sediment, and ultimately keep the project in compliance with Larimer County and City of Fort Collins erosion control standards. Vehicle tracking ' control will be incorporated at site entrances as illustrated in the enclosed drainage plan. Minor over -excavation of the water features to trap sediments during construction is also suggested. ' Long-term BMPs: The proposed project follows procedures outlined in the current addition of the UDFCD criteria manual for WQCV requirements for new stormwater detention areas. In addition, three (3) proposed water features (3) will provide sediment and street debris removal prior to discharge from the site. A total surface area of 16,475 sf has been reserved for these water features as shown on the Developed Site Drainage Plan Map. It is anticipated that these area will develop hydrologically similar to a wetlands. The initial soils investigation defined the underlying as lean clays with sand. The sand content of the underlying soils was found at less than 30% with PI and LL indexes suggesting the soils fall into the clay to clay loam category (HSG Type 'D'). Under initial fully saturated conditions (assuming capillary actions are negligible), the expected steady state hydraulic conductivities will be within the order of 0.01 in/hr - 0.04 Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 = Larimer County, CO Page 24 of 26 in/hr (Urban 2003 & EPA, 2005). During the 48-hour drain time established with the WQCV, these feature could potentially infiltrate 2,640 cf (0.04 in/hr x 48 hr x 1 ft/12 in x 16,475 sf) of runoff. This is less than 0.002" of runoff from the overall Kechter Crossing development. Based on data published in the initial geotechnical investigation, the proposed soils types are ideal for establishing unlined 'wetland' type water features. E. CONCLUSION: In summary, a 29-acre 70 unit residential development known as Kechter Crossing is currently proposed in the McClellands Creek Basin. The project is currently following recommendations of a local basin master plan (MMP, 2005) prepared by the City of Fort Collins. The recommendations of this plan request significant over -detention in the upstream properties to off -set downstream storage and conveyance deficiencies. The improvements with this project will collect and over -detain runoff in a central open -space and landscaped area. Runoff rates from this project will be controlled to the 2-year pre -development rates and routed via a new 24-inch and 30-inch storm sewer to the McClelland Creek. The proposed 24-inch and 30-inch storm sewer diversion is included to address downstream conveyance and flooding potential of the Edelweiss Pond near the intersection of Kechter Road and Ziegler Road. Multiple runoff scenarios are used to evaluate the proposed systems. Scenario 1 conveyance and detention facilities are proposed to be installed with the construction plans for this project. Undetained peak inflow rates and volumes from upstream areas are accounted for with Scenario 2 and found not to compromise the design. Peak outflow in the proposed storm sewer, from Kechter Crossing (Scenarios 1) is estimated not to exceed 3.8 for a 100-Year event. This is in conformance to the allowable 2-Year rate restriction. Undetained inflow volumes are routed into the proposed storm sewer within the capacity of the proposed detention and conveyance system, although at a higher rate, 18 cfs, for Scenario 2 and Scenario 3. A peak inflow from the downstream 'city' properties of 3.2 cfs is accounted for with the design of the proposed storm sewer. If implemented, the proposed plan shall function in both the short-term and long-term in this portion of a continuously developing area. It should be noted that there is additional capacity in the 30-inch section of storm sewer for future connection(s) to this system. The use of a SWMM hydrological model allows a reasonably conservative analysis of the area of study and proposed hydraulic systems. Correlations of allowable rates using a UDFCD Rational methodology are included with this report. Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 a Larimer County, CO Page 25 of 26 SWMM output files for all scenarios are located in the Appendix B and contain a detailed and orderly summary of design input data, hydrological and hydraulic calculations, HGLs and peak flows at all nodes, and flow rates, velocities, and capacities along conveyance elements. In some instances, please note that dynamic wave routing allows flows to reverse so peak inflow rates and outflow rates may report those peaks. Issues such as these were checked prior to completing the summary tables presented in this report. F. REFERENCES 1. Larimer 2005: Larimer County Stormwater Design Standards, published by Larimer County, dated June 20, 2005. 2. UDFCD 2001: Criteria Manuals Volume 1-3; Urban Drainage and Flood Control District Denver, Colorado, June, 2001 (as currently amended). 3. USACE, 1993 Introduction and Application of Kinematic Wave Routing Techniques Using HEC-1, by U.S. Army Corps of Engineers Hydrologic Engineering Center, dated July 1993. 4. EPA SWMM 2005: Storm Water Management Model - Users Manual Ver. 5.0, U.S. Environmental Protection Agency, revised February, 2008. 5. EEC, 2005; Preliminary Subsurface Exploration Report, 2309 Kechter Road, Fort Collins, CO; EEC Project no. 1052130, dated September 23, 2005. 6. Akan & Houghtalen, 2003; Urban Hydrology, Hydraulics and Stormwater Quality, Engineering Applications and Computer Modeling; by A. Osman Akan and Robert J. Houghtalen; John Wiley and Sons, 2003 ed. 7. UDFCD 2007: Stormwater Runoff Modeling; Is it as Accurate as We Think? Ben Urbonas, PE, D.WRE; published on the Urban Drainage and Flood Control District website in 2007. G. ENGINEERS CERTIFICATION I hereby certify that this report (plan) for the drainage design of Kechter Crossing was prepared by me (or under my direct supervision) for the owners thereof and meet or exceed the criteria in the Larimer County Stormwater Design Standards. Registered Professional Engineer State of Colorado No. 40968 Final Stormwater Management Plan - Kechter Crossing Subdivision Project No. 0727.07 ■ Larimer County, CO FP 'DO L/C< 0 �S`9/0NA1. Page 26 of 26 Appendix A - Existing Basin Analysis Document Number of Pages Notes Homestead/McClelland's mini -master plan 3 Referenced master plan (MMP) from Fort Collins Overall Basin Map 1 Shows project orientation in the existing area Calculation of Peak Runoff Using Rational Method 5 2-Year runoff estimates for allowable release rates Figure RA-2 - Rainfall Intensity -Duration and Frequency Curve for Area 1 i Used for 1-hour rainfall estimate. Figure RA-3 - City of Fort Collins Design Storm Incremental Precipitation for Area i 1 Used as SWMM input hyetographs. Hojrestf_aO/Mc4;lellqnc1s inini=ma#er plan February 2006, City of Collins So , b Smith and Glen Schlueterre Homestead �: qqe�ted d minHndster plan foe the PU0 qrgqH a and Timberline Four basins were within t ter between Ziegler f Kech from the Icon McClellan0SWMM for,existing con. delineated d4y�ok. in GIS,file M'SasinMapv.mxd. Both existing ... he.map.- cc g and. conditions h.dilptI. h.s.c.rg.pro" t tit j. we b y crewi sttrveyed the area drq460 the, Edelweiss Oprid (the t pond n basin 8 on thdsub 6 i r . ...... map With the*Oy,1044 houses surrounding if) and the channel constructed with Homestead Filing 2 down to f used be p6no at the sopfhwest corner of Ziqle,,r and kechter� * This was 0 0 in the development of the 6xis*gcoticlifion SWMM, file , H'qMe#eQ8 in. The west 9 f Homestead EKI � . 1. , : .. - Homestead. . . drain into the Ede Weiss pond then down the ichannell along Hearthstone Forlhg existing i ion, #0 _hd t_.. th ` flows but the pond was not s from basins I and 2 were routed the Edelweiss d considered A storage element in, the model. The survey rvey u of At pond showed there was not enough volume available .for the upstream, basin s: ini. These flows were not rout, through f.he8WcoJrhe0pond, even . *'though the Homestead SeOndFling has tlhese flaws going through the.pond The pond is not capable of handling these. (see the flows, _ 'P E A8WMM expldnatioKb6low) _ For the master 0,1 - an. condition, basins 1and 2 were routed Qround basin 3 and 4 into d tiqaliwlth q 6 .. foot.vAdq bottom, 4:1side slopes, . . and 5 feet deep. This . drains into the three l-IERCPs gomng Ziegler just south of fihe intersection (which also d{ains the eptionp6nd6tthe SWcorner, a. portion pf.Z g ler, a portion of Kechter).. The release rates. for basins I and 2 in the master plan condition were not based on the McClelldncls master plan r6commOdat i6kof Q. ..-Y.0event; sincethe. SW and 5 c.fs/'here for thit6b 6d -three HERCP,s LOOP Ziegler . are already undersized, it Wdqfe t the standard 2-year existing release should be a4ptqd for this area. SWMMHomeste6d2yrout was run t6detpritii6ethe existing .i.�,o.n,d.iti.ong- year Obn . off from basins i and 2. This Was q$go to develop -point rating. curves ?6r each. Of the - loptheg basins, Tj*,mqstgr plan 6WMM file is I Hqm6s teadMRA%: For %basin 1, pond 19,1 the volume 04 1 re ease rate are 16.6 acrft .6 U.9 tfs? I'd '2 pond the volume and release rate are 10.6 ac4t and and r basin , Pon 6.7 i:. . fs. The cktetjti 'in into triangular with 4-.1 side. sl6p4�t, depth on ponds are to dr�i iorigulor channels i., about 2 feet, and longitudinal slope 04 ft/ff. The channel along s, 6f.d.9 g- Kec6ter has O.M.anning s. f 0...032, it. u 4inql slope of 0. Q4 ft/ft; and three f if it reaches i:orr! 4!1 side slopes, longitudinal feet dee , unti Dr, then it becomes five feet deep and flows into the three HERCP$ box that drain under Ziegler Rd. According Homestead Second Filing drainage report, the f lows u0str pond d _9 to the earn of the SW (6 . 'd ailie local f1mi) were to flow thr6qgh the SW pond. Thearw was this way how i 0 SW p9nd was, capable �f handling eve to determine if the just the local f. bows, the off site flows were not put throy hth.ei5WO.ondiih6hE�ASMM'5.6d.mo.del*,Hom"t6adE;dra.n,.irio. 80AS'W AA _q .. .. I .: . . - analysis showed .the sWpond does not have .the volumenecessaryto handle .Re.-th6 Ioc.d.I Hi aime..s,t..e..ad second Filing flows. The three'19" 9 50"HERCP under Ziegler also surcharge with just the e, lOddl SWMM was h, Ho P,4dExtr.dn2.1np, to determine the effects �f routing ing bof h flows. Another IEPA. run, mest ..term M. the upstream . and . loco) flows through theSly pond. The pond overflows info Ziegler and the three HERCPs surcharge, as expected. The EPASWMM 5.6a files were developed_ from 615. survey, and a drawing sent by NorthStar (which was a survey of the intersection of ICechter and Ziegler for the. roundabout that into. be constructed there in the futpre). The pond depth vs. surface.area information was obtained. from the Homestead ' Second Filing drainage:report. City crews.did survey some spots in the SW pond to somewhat. ' verify'the pond was constructed as designed however, rt appears .the pond may not have been constructed as designed (due to the few survey points In .the pond bottom). Even so., i.t was decided to use the drainage report information until a certification of as -built construction is completed: The EPA5WMM 5:6a analysis showed the pond is undersized for the local flows and the three HERCPs ' under Ziegler are surcharged with the pond outflows and the off -site flows for the existing condition. Three weirs were created in the. model - one for the.outlet structure, one connecting the 24." RCP from the first weir, and one as overflow into the channel downstream of the three HERCPs (overflow ' from the pond into Ziegler). 1 U !4 N LU o a ra 0- 0 0 rq .1. kO E 0 0 jr J- -- - ------ IL 4w 1 ek�Qiiw�' f Sareeltilat a CoucsRr� �IrjL=anip � � it .w• �+w i - , 1 ' ` L or qvr Me I µ _ � e IJ h sw Y w! 'AF1f6 r •. y .� WI � f•115. { OrMNSTM wA 4 �.1 Y. 111F ® T �• �� .Tn. T T S M '� r � M' I �..' T • • tp�TTT ��- 999 •- • f is ai li 1 _ Y y i K` t ,ir w.,R ... -, • � t7 I � tt f CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: KETCHER CROSSING Catchment ID: UPSTREAM INFLOW I. Catchment Hydrologic Data Q4SIaaS 'lop, Catchment ID - UPSTREAM Gpvnla {«eZ Area = 28.17 Acres Percent Imperviousness = 10.00 % NRCS Soil Type = D A, B, C, or D n. Rainfall information I(inch/hr)=C1'P1/(C2+Tcl Deslgn Storm Return Period, Tr = 2 years (input return period for design storm) Ct = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) ' P1= 0.83 Inches (input one-hr preclpitaflon--see Sheet "Design Info') III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.11 Overlde Runoff Coefficlent, C - (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 - 0.21 ' Overide 5-yr. Runoff Coefficient, C = (enter an ovencle C-5 value If desired, or leave blank to accept calculated C-5.) Illustration r overlord LE92M Beach I now Beemming Flaw Dimtioi Cakhmcni NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas 6 Type Meadow Fieltl Pasture! Bare Swales/ Shallow Paved Swees Lawns Grountl Waterway! (Sheet Flow) Come ance 2b 5 7 10 15 1 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf fVft It CS fps minutes Overland ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1.32 inch/nr Rainfall Intensity at Regional Tc, I = 1.82 Inehthr Rainfall Intensity at User -Defined Tc, I = 1.82 inch/hr Regional Tc User -Entered Tc Peak Flowrate, Qp = 4.11 cfs Peak Flowrate, Op = 6.67 cfs Peak Flowrate, Qp = 5.67 cis ' UPSTREAM AREA, To and PeakQ 612212008, 5:11 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: KETCHER CROSSING Catchment ID: UPSTREAM AND ON -SITE FLOWS 1. Catchment Hydrologic Data Catchment ID = TOTAL' Area = 46.05 Acres Percent Imperviousness = 10.00 % NRCS Soil Type = D A, 6, C, or D 8. Rainfall Information I (inchlhr) = C1 • P7 I(C2+Td)-C3 Design Storm Return Period, Tr - 2 years (input return period for design storm) C1 - 28.50 (input the value of C1) 02= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.83 Inches (input one-hr precipitation --see Sheet "Design Info") 91. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.11 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.21 Ovedde 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration &W r� ]teach t flm Reuh 2 �{ Be{rrming Gtehnxnt B.wdary NRCS Land Type I Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swale'/ Waterways Paved Areas & Shallow Paved Swale' (Sheet Flow) Conveyance 2.5 � `. 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff once V Tf tV'tt ft C-5 fps minutes IV. Peak Runoff Prediction Rainfall Intensity at Computed To, I = 1.09 Inchlhr Rainfall Intensity at Regional To, I = 1,57 inchlhr Rainfall Intensity at User -Defined Tc, I - 1.57 inchlhr 1 Uomputea Ic= Regional To = User -Entered To = Peak Flowrate, Op = 5.52 cfs Peak Flowrate, Op = 7.96 cis Peak Flowrate, Op = 7.96 cis PROJECT AREA, To and PeakO 0122/2008, 5:07 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: KETHHER CROSSING Catchment ID: INFLOW FROM KECHTER ROAD ROW I. Catchment Hydrologic Data ifra�i+ �jes�nlcr Rcr..J Catchment ID • ROW Area - 0.93 Acres Percent Imperviousness - 50.00 % NRCS Soil Type = D A. B. C. or D It. Rainfall Information I(inch/hr)-C1•Pt/(C2+Td)-C3 Design Storm Return Period, Tr - 2 years (input return period for design storm) C1 = 28.60 (input the value of Cl) C2= 10.00 (input the value of C2) ' C3= 0.786 (input the value of C3) P1= 0.83 Inches (Input one-hr precipitation --see Sheet "Design Infoy III. Analysis of Flow Time (Time of Concentration) for a Catchment ' Runoff Coefficient, C = 0.34 Overide Runoff Coefficient, C = (enter an overlde C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 - 0.40 ' Override 5-yr. Runoff Coefficient, C - (enter an ovedde C-5 value if desired, or leave Wank to accept calculated C-5.) Illustnill ' averlaaa LEGS .mom ReuA 1 IIav Reach 2 3 Bee mting Elate Diaactim NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas 8 Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterway!Sheet Flow) Conve ante 2.5 5 7 11 10 15 1 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ante V T1 tuft ft C-5 fps minutes 4 ' IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I - 1.88 inehlhr Rainfall Intensity at Regional Tc, I = 1.06 inci4tir Rainfall Intensity at User -Defined To. I = 1.95 Inc1Vhr Regional To User -Entered Tc Peak Flowrate, Qp = 0.59 cis Peak Flowrate, Qp = 0.61 cfs Peak Flawrate, Qp - 0,61 cis ' KECHTER ROAD, Tc and PeakQ 6122/2008, 5:11 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: KETCHER CROSSING Catchment ID: ON -SITE FLOWS I. Catchment Hydrologic Data a1�,G�1(•cC CJ�oa��r+4 CX, J�+G J Catchment ID - ON -SITE Area - 29.60 Acres Percent imperviousness - 4.00 % NRCS Soil Type = D A, B, C, or D It. Rainfall Information I(inch)hr)=C1 eP1 f(C2+Td)4C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) CI - 28.50 (input the value of CI) C2= 10.00 (input the value of C2) C3= 0.785 (input the value of C3) P1= 0.83 Inches (input one-hr predpitation-see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.07 Overide Runoff Coefficient, C - (enter an overide C value If desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.18 Ovedde 5-yr. Runoff Coefficient, C = (enter an overide C-5 value 9 desired, or leave blank to accept calculated C-5.) Illustration ' overlandtReach I flan•Reuh 2 NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas 8 Type 11 Meadow Fieltl Pasture/ Sara Swales/ Shallow Paved Swales Lawns Ground Waterways Sheet Flow Conveyance E 2.5 11 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff 1 ante I V Tf fJtt it C-5 fps minutes IV. Peak Runoff Prediction Rainfall Intensity at Computed To, I= 1,19 inch/hr Rainfall Intensity at Regional To, I = 1.82 inch/hr Rainfall Intensity at User -Defined Tc, I = 1.82 inch/hr Regional Tc User -Entered Tc Peak Flowrate, Qp = 248 Cr; Peak Flowrate, Qp = 3.77 cis Peak Fiowrate, Qp = 3.77 ds PROJECT AREA-ONSITE, Tc and PeakQ 01222008, 5:08 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: KETCHER CROSSING Catchment ID: DOWNSTREAM ARA (CRY PROPERTY) 1. Catchment Hydrologic Data qot- Catchment ID = DOWNSTREAM Area - 14.61 Acres Percent Imperviousness = 10.00 b NRCS Sall Type = D A, B. C, or D II. Rainfall Information I (inch/hr) - Cl " P1 I(C2 + Td)4C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2- 10.00 (input the value of C2) C3- 0.786 ('inp(A the value of C3) P1= 0.83 inches (input one-hr precipitation -see Sheet "Design Info") MI. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.11 Overide Runoff Coefficient, C = (enter an cverlde C value If desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.21 Ovedde 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration - a-ETlaad+ Reach I am Reach 3 L C=41u,u=t Bemd NRCS Land Heavy TillagU Short Nearly Grassed Paved Am a a Type Meatlow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland S L " I It 1 IV. Peak Runoff Prediction ' Rainfall Intensity at Computed To, 1 = 1.29 inch/hr Rainfall Intensity at Regional To, 1= 1.99 Inch/hr Rainfall Intensity at User -Defined To, 1 = 1.99 inchkv 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff once V Tf C-5 fps minutes wmpureo I C-1 du oz Regional To = 13.39 User -Entered To - 13.39 Peak Flowrate, Qp = 2.08 cfs Peak Flowrate, Qp = 3.20 cfs Peak Flowrate, Qp = 3.20 cfs DOWNSTREAM -AREA, To and PeakQ 6122200B, 5:09 PM No Text ( j 0 CD cn CO 0 W 0 CD 0 V 0 V O W cn W 0 Cn 0 Ut 0 A 0 A O W a W O N m N O Cn O O 3 3 0 cn O (n 0 CD 6 :-1 :-1 :-4 V Co Co CD Cfl 6 6 O N .P A CD .P W N W C7 7 O O 7 � O O O O O O O O O O O O O O O O O O O O O O O O _ CD W W W O0D OW 7 CD 3 W W W V-4-4 0OD COO CD N A W W? 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N 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N A 0 0 0 N IV N IV IV W W C.J W C.O Co <,.) 6 6 V N N bo W W W W: 7' 7 Cn 0 V W 0 O" N A Cn V O N O j COn -� y IO 7 � a) O O O O O O O O O O O O O O O O O O O O O O O O _ CD N N N N N W 7 N W W co W W A CO)) W O V CD N N COO COJ1 cn ? v (D 7 rt N 7 O O O O O O O O O O O O O O O O W N O O O O CD N N IV IV IV N IV fh) A A Cn f0 CO W O CD CO CO CO O N W A Cn V CO N (O CO CO A V W CO COD CA)) N 7 y I O Cl O O O O O O O Cl O O O O "O O O O O O O O O O _ Cp O O O O O O O O O O O O O O O O W - 0 0 0 0 0 7 N N N N N N N N N N W A Cn CD A W CD CO V A A W ... Cp 7 (n O O O O O O Cl O O O O O O O O O N " 0 0 0 0 0 7 N N W 4O A V CD Cl W CA W W N 7 W W A A Cn (n CD V V W (0 O O Cn N- co Cn V- A co co to ? N Rn O O O O O O O O O O O O O O O O O O O O O O O O ..(p O O O O O O O O O O O O O O O O N 0 0 0 0 0 7 3 W W O O A W V Cn W W N (D 7 to Appendix B - Developed Basin Analmis Document Number of Pages Notes SWMM Basin Setup Worksheet 1 SWMM Model 1 Plan view of SWMM model Kechter Crossing Scenario 1 2-Year & 100- Year 28 Detailed SWMM output for this scenario and storm event. Kechter Crossing Scenario 2 2-Year & 100- Year 29 Detailed SWMM output for this scenario and storm event. Kechter Crossing Scenario 3 2-Year & 100- Year 29 Detailed SWMM output for this scenario and storm event. Inflow Hydrographs 2 Assumed future upstream and future downstream detained inflow hydrographs PROJECT: KECHTER CROSSING SWMM BASIN SETUP WORKSHEET GLOBAL VARIABLES %IMPERV RESIDENTIAL FRONT RESIDENTIAL REAR ROW nPFN (;PACF DIRECTLY CONNECTED IMPERVIOUS AREA 30.0% RESIDENTIAL 10.0% SPLIT 86.0% Row Direct ) n°Y nnPn nirPrf 30% Homesites 50% 3030 sf 90% 0.070 acres S% DC 910 30'% Enter Enter BASIN-901-1 2.090 274.19 1.52 1.000 2.000 0.139 0.000 1.090 0% 8% 0.162 26% 96 ROUTEO 74% BASIN-901-1 BASIN-901-2 21.210 1015.00 1.09 10.000 29.000 2.017 0.000 11.210 0% 11% 2.241 27 % 73% BASIN-901-2 BASIN-901-3 8.300 455.00 1.00 0,000 0.000 0.000 0.000 8.300 0% 2% 0.166 0% 100% BASIN-901-3 BASIN-901-4 10.550 460.00 1.00 0.000 0.000 0.000 0.000 10.550 0% 2% 0.211 05. 100% BASIN-901-4 BASIN-901-5 58.500 1072,83 1.00 0,000 0,000 0.000 0.000 58.500 0% 2% 1.170 0% 100% BASIN-901-5 BASIN-A-1 0.250 185.00 1.50 0.250 0.500 0.035 0.000 0.000 0% 14% 0.035 30% 70% BASIN-A-1 BASIN-A-2 1,510 998,24 7.00 0.900 4,000 0.278 0.000 0.610 0% 19% 0.290 29% 71% BASIN-A-Z BASIN-A-3 1.140 527.40 3.50 0.760 7.500 0,522 0.380 0.000 0% 74% 0.849 53% 47% BASIN-A-3 BASIN-A-4 1.030 531.60 3.50 0.680 3.000 0.209 0.350 0.000 0% 49% O.S10 65% 3S% BASIN-A-4 BASIN-A-S 0.770 291.64 3.50 O.S90 1.500 0.104 0.180 0.000 0% 34% 0.259 66% 34% BASIN-A-S BASIN-A-6 0.630 462.64 3.50 0.350 2.000 0.139 0.280 0.000 0% 60% 0.380 68% 32% BASIN-A-6 BASIN-A-7 0.150 166.43 2.00 0.054 0.500 0,035 0.096 0.000 0% 78% 0.117 72% 28% BASIN-A-7 BASIN-8-1 5.240 1561.51 3.50 1.200 6.000 0.41.7 0,000 4.040 0% 10% 0.498 005 100% BASIN-B-1 BASIN-13-2 1.880 345.00 4.50 0.500 3,000 0.209 0.000 1.380 0% 13% 0.236 0% 100% BASIN-B-Z BASIN-B-3 0.500 375.13 3.50 0.240 2.500 0.174 0.260 0.000 0% 79% 0.397 64% 36% BASIN-B-3 BASIN-B-4 0.260 318.14 2.00 0,000 0.000 0.000 0.260 0,000 0% 96% 0.224 90% 10% BASIN-B-4 BASIN-B-S 0.100 157.14 2.00 0.000 0.000 0.000 0.100 0.000 0% 86% 0.086 90% 10% BASIN-B-S BASIN-B-6 0.490 363.12 3.50 0,244 2.000 0.1:i9 0,246 0,000 0% 72% 0.351 66% 34% BASIN-B-6 BASIN-B-7 1.400 653.81 3.50 0.971 6.000 0.417 0,429 0.000 0% 56% 0.786 58% 42% BASIN-B-7 BASIN-B-8 0.350 445.28 2.00 0.000 0,000 0.000 0.350 0.000 0% 86% 0.301 90% 10% BASIN-6-8 BASIN-B-9 0.690 474.68 3.50 0.380 2.000 0.139 0.310 0.000 0% 59% 0.406 E9% 31% BASIN-B-9 BASIN-C-1 0.254 250.91 3.50 0.154 1.000 0.070 0.100 0.000 0% 61% 0.156 63% 37% BASIN-C-1 BASIN-C-2 0.090 156.47 1 2.00 0.000 0.000 0.000 0.090 0.000 0% 86% 0.077 90% 10% BASIN-C-2 BASIN-C-3 0.700 430.29 2.00 0.508 2,000 0.13,9 0.192 0.000 0% 43% 0.304 63% 37% BASIN-C-3 BASIN-C-4 0.310 34956 2.00 0.085 0,250 0.017 0.225 0.000 0% 68% 0.211 8S% IS% BASIN-C-4 BASIN-C-S 0.660 194.13 3,50 0.421 2.000 0.1:;9 0.209 0.030 0% 48% 0.319 64% 36% BASIN-C-S BASIN-C-6 0.120 124.73 2.00 0.000 0.000 0.000 0,120 0.000 0% 86% 0.103 90% 10% BASIN-C-6 BASIN-C-7 0.370 205.90 2.50 0.110 0.750 0.052 0.260 0.000 0% 75% 0.276 79% 21% BASIN-C-7 BASIN-C-8 0.430 199.35 2.00 0.430 1.250 0.087 0.000 0.000 0% 20% 0.087 30% 70% BASIN-C-8 BASIN-C-9 0.260 375.00 1.00 0.100 0.250 0.017 0.000 0.160 0% 8% 0.021 25 Y. 75% BASIN-C-9 BASIN-C-10 0.860 375.00 4.00 0,000 0.000 0.0D0 0.000 0.860 0% 2% 0.017 0% 100% BASIN-C-10 BASIN-C-11 1.450 435.00 3.50 1.194 6.000 0.417 0.256 0.000 0% 44% 0.638 51% 49% BASIN-C-11 BASIN-C-12 0.450 325.00 2.00 0.246 2.000 0.139 0,204 0.000 0% 70% 0.315 63% 37% BASIN-C-12 BASIN-C-13 0.310 296.00 2.00 0,130 0.750 0.052 0.000 0,190 0% 18% 0.056 28% 72% BASIN-C-13 BASIN-D-1 0.420 550.00 2.00 0.070 0.250 0.017 0.355 -0.005 0% 77% 0.323 87% 13% BASIN-D-1 BASIN-D-2 1.287 572.37 2.00 0.955 5.000 0.348 0.332 0.000 0% 49% 0.633 57% 43% BASIN-D-2 BASIN-D-3 1.430 560.50 2.00 O.S10 3,000 0.209 0.000 0.920 0% 16% 0.227 28% 72% BASIN-D-3 BASIN-D-4 0.440 328.65 3.50 0.228 1.500 0.104 0.212 0.000 0% 65% 0.287 68% 32% BASIN-D-4 BASIN-D-S 2.390 740.48 3.50 1.850 8.000 0.556 O.S40 0.000 0% 43% 1.021 57% 43% BASIN-D-S BASIN-E-1 0.170 242.90 2.00 0.000 0.000 0.000 0.170 0.000 0% 86% 0.146 90% 10% BASIN-E-1 BASIN-E-2 0.750 408.64 5.00 0,750 1.750 0.122 0.000 0.000 0% 16% 0.122 30% 70% BASIN-E-2 BASIN-E-3 0.090 235.58 5.00 0.000 0.000 0.000 0.000 0.090 0% 2% 0.002 095 100% BASIN -E-3 BASIN-E-4 0.090 316.42 5.00 0.000 0.000 0.000 0.000 0.090 0% 2% 0.002 0% 3.00% BASIN-E-4 TOTAL 230.371 25.960 7.460 6.506 98.005 TOTAL 15.015 vn-site locals /V.i[i 14.660 ON -SITE SUMMARY TOTALS 5-b04 6.506 5.555 IMPEV 11.066 37.2% ROW 6.506 21.9% RESIDENTIAL 14,860 50.0% OPEN SPACE 8.355 28.1% CHECK 29.721 100.05'a 11.umb 04/23/2007 00.01:00 I, II II II II II 11 11 Kechter Crossing Scenerio 2 - 2-Year STM-FES I I StormNET-SWMM Page 1 Kechter Crossing Scenerio 1 - 2-Year EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.013) -------------------------------------------------------------- Rechter Crossing Scenerio 1 - 2-Yeas Analysis Options +##*+#++#*##+#*# Flow Units ...... CFS Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ APR-23-2007 00:00:00 Ending Date .............. APR-23-2007 04:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:00:30 Dry Time Step ............ 00:00:30 Routing Time Step ........ 0.25 sea Element Count Number of rain gages ...... 1 Number of subcatchments ... 39 Number of nodes ........... 63 Number of links ........... 78 Number of pollutants ...... 0 Number of land uses ....... 0 Raingage Summary Data Interval Name ----------- Data -Source ---------Type - ----- hour- ' GAGE-1 2-YEAR INTENSITY 0.08 Subcatchment Summary *#*******##*##*****# Name Area Width %Impery 96Slope Rain Gage Outlet -----------------------------------------------------------0--------------------------------------- BASZN-A-1 0.25 205.00 14.00 1.5000 GAGE-1 DESIGN-PT-1-A HASIN-A-2 1.51 998.24 19.00 7.0000 GAGE-1 STM-2-1 BASIN-A-3 1.14 527.40 74.00 3.5000 GAGE-1 RD-A-2 EASIN-A-4 1.03 531.60 49.00 3.5000 GAGE-1 RD-A-1 BASIN-A-5 0.77 291.64 34.00 3.5000 GAGE-1 RD-A-1 ' BASIN-A-6 0.63 462.64 60.00 3.5000 GAGE-1 DESIGN-PT-2B BASIN-A-7 0.15 166.43 78.00 2.0000 GAGE-1 DESIGN PT-2A BASIN-B-1 5.24 1561.51 10.00 3.5000 GAGE-1 POND-B-1 BASIN-B-2 1.88 345.00 13.00 4.5000 GAGE-1 POND-B-2 BASIN-B-3 0.50 375.13 79.00 3.5000 GAGE-1 DESIGN PT 7-D BASIN-B-4 0.26 318.14 86.00 2.0000 GAGE-1 DESIGN PT 7-C BASIN-B-5 0.10 157.14 86.00 2.0000 GAGE-1 DESIGN PT 7-B BASIN-B-6 0.49 363.12 72.00 3.5000 GAGE-1 RD-B-3 BASIN-B-7 1.40 653.81 56.00 3.5000 GAGE-1 RD-B-2 ' BASIN-B-8 0.35 445.28 86.00 2.0000 GAGE-1 RD-B-4 BASIN-B-9 0.69 474.68 59.00 3.5000 GAGE-1 RD-B-1 BASIN-C-1 0.25 250.91 61.00 3.5000 GAGE-1 DESIGN-PT-4-C BASIN-C-10 0.86 375.00 2.00 4.0000 GAGE-1 DESIGN PT 4-B ' BASIN-C-11 1.45 435.00 44.00 3.5000 GAGE-1 RD-C-2 BASIN-C-12 0.45 325.00 70.00 2.0000 GAGE-1 RD-C-4 BASIN-C-13 0.31 296.52 18.00 4.0000 GAGE-1 DESIGN-PT-4-C . BASIN-C-2 BASIN-C-3 0.09 0.70 156.47 430.29 86.00 43.00 2.0000 2.0000 GAGE-1 GAGE-1 DESIGN PT 4-D DESIGN-PT-4-C StormNET--SWMM Page 1 Kechter Crossing Scenerio 1 - 2-Year BASIN-C-4 0.31 349.56 68.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-5 0.66 194.13 48.00 3.5000 GAGE-1 RD-C-2 BASIN-C-6 0.12 124.73 86.00 2.0000 GAGE-1 RD-C-1 BASIN-C-7 0.37 205.90 75.00 2.5000 GAGE-1 PM-C-1 BASIN-C-S 0.43 199.35 20.00 2.0000 GAGE-1 DESIGN-PT-3-B BASIN-C-9 0.26 375.00 8.00 1.0000 GAGE-1 DESIGN-PT-3-A BASIN-D-I 0.42 550.00 76.00 2.0000 GAGE-1 STM-5-3-INLET BASIN-D-2 1.28 572.37 49.00 2.5000 GAGE-1 DESIGN PT 5-B BASIN-D-3 1.43 560.50 16.00 2.0000 GAGE-1 STM-5-I-INLET BASIN-D-4 0.44 328.65 65.00 3.5000 GAGE-1 FM-D-2 BASIN-D-5 2.39 740.48 43.00 3.5000 GAGE-1 RD-D-1 BASIN-E-1 0.17 242.90 86.00 2.0000 GAGE-1 STM6-2 BASIN-E-2 0.75 408.64 16.00 5.0000 GAGE-1 STM6-I-INLET BASIN-E-3 0.09 235.58 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-E-4 0.09 316.42 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-K-1 0.52 657.72 25.00 2.0000 GAGE-1 JUNC-K-6 ++++++++++++ Node Summary ++++++++++++ Invert Max. Ponded External Name ------------------------------------------------------------------------------ Type Elev. Depth Area Inflow DESIGN-PT-1-A JUNCTION 4943.63 4.00 0.0 DESIGN PT-2A JUNCTION 4938.85 4.00 0.0 DESIGN-PT-2B JUNCTION 4938.85 4.00 0.0 DESIGN-PT-3-A JUNCTION 4944.00 4.00 0.0 DESIGN-PT-3-B JUNCTION 4944.00 4.00 0.0 DESIGN PT 3-E JUNCTION 4943.71 8.74 0.0 DESIGN PT 4-A JUNCTION 4941.31 6.00 0.0 DESIGN PT 4-B JUNCTION 4940.00 3.00 200.0 DESIGN-PT-4-C JUNCTION 4939.24 4.32 0.0 DESIGN PT 4-D JUNCTION 4939.24 4.32 0.0 DESIGN PT 5-B JUNCTION 4938.10 5.33 0.0 DESIGN-PT-S-C JUNCTION 4938.10 4.00 0.0 DESIGN-PT-6-B JUNCTION 4943.00 3.00 0.0 DESIGN PT 7-A JUNCTION 4937.90 6.00 0.0 DESIGN PT 7-B JUNCTION 4937.90 6.00 0.0 DESIGN PT 7-C JUNCTION 4936.15 4.00 0.0 DESIGN PT 7-D JUNCTION 4936.15 4.00 0.0 DESIGN-PT-6-A JUNCTION 4946.00 3.00 0.0 JUNC-K-4 JUNCTION 4935.13 6.30 0.0 JUNC-K-S JUNCTION 4934.20 6.00 0.0 JUNC-K-6 JUNCTION 4930.20 6.00 0.0 JUNC-K-7 JUNCTION 4929.70 3.00 0.0 JUNC-K-S JUNCTION 4930.00 6.00 0.0 RD-A-1 JUNCTION 4940.00 6.00 0.0 RD-A-2 JUNCTION 4939.53 6.00 0.0 RD-B-1 JUNCTION 4941.30 6.00 0.0 RD-B-2 JUNCTION 4938.65 6.00 0.0 RD-B-3 JUNCTION 4938.34 6.00 0.0 RD-B-4 JUNCTION 4938.49 6.00 0.0 RD-C-1 JUNCTION 4942.54 6.00 0.0 PM-C-2 JUNCTION 4942.10 6.00 0.0 RD-C-4 JUNCTION 4941.31 6.00 0.0 RD-D-1 JUNCTION 4941.47 6.00 0.0 RD-D-2 JUNCTION 4940.89 6.00 0.0 STM-1 JUNCTION 4940.83 3.00 300.0 STM1-2 JUNCTION 4940.56 3.00 0.0 STM-2-2-INLET JUNCTION 4934.58 4.40 50.0 ST4-2-3-INLET JUNCTION 4933.41 5.00 50.0 STM-3-I-INLET JUNCTION 4939.47 8.74 300.0 ST4-3-2-INLET JUNCTION 4938.30 7.91 800.0 STM-4-2-INLET JUNCTION 4935.13 4.74 150.0 STM-4-4-INLET JUNCTION 4934.46 7.46 0.0 STM-4-5-INLET JUNCTION 4934.12 9.46 0.0 STM-5-I-INLET JUNCTION 4934.00 5.33 100.0 STM-5-2-INLET JUNCTION 4933.93 4.80 0.0 StonnNET--SWMM Page 2 Kechter Crossing Scenerio 1 - 2-Year STM-5-3-INLET JUNCTION 4933.79 6.81 0.0 ST146-I-INLET JUNCTION 4937.99 4.87 50.0 STM6-2 JUNCTION 4937.57 3.00 0.0 STM-7-I-INLET JUNCTION 4931.53 5.45 0.0 STM-7-2-INLET JUNCTION 4931.37 5.64 0.0 OUTLET -STRUCTURE JUNCTION 4931.10 10.30 0.0 STMH2 JUNCTION 4930.22 4.67 0.0 STME3 JUNCTION 4928.79 4.67 0.0 STME4 JUNCTION 4927.67 5.53 0.0 Yea STME5 JUNCTION 4925.43 7.18 0.0 STMH6 JUNCTION 4923.33 4.62 0.0 STMH7 JUNCTION 4922.28 5.83 0.0 STMES JUNCTION 4921.08 4.12 0.0 EDELWEISS POND OUTFALL 4928.00 3.00 0.0 STM-FES OUTFALL 4919.27 2.60 0.0 POND-B-1 STORAGE 4931.10 5.50 144000.0 POND-B-2 STORAGE 4933.50 4.00 22000.0 STM-2-1 STORAGE 4936.54 2.51 0.0 ++++++++++++ Link Summary ++++++++++++ Name From Node To Node Type Length BdSlope Roughness ------------------------------------------------------------------------------------------ GT-S-1 DESIGN PT-2A STM-2-2-INLET CONDUIT 9.1 6.2706 0.0140 GT-S-2 DESIGN-PT-2B STM-2-3-INLET CONDUIT 9.1 15.8416 0.0140 COND-75 DESIGN PT 7-D STM-7-2-INLET CONDUIT 6.5 0.4651 0.0140 COND-76 DESIGN PT 7-C STM-7-I-INLET CONDUIT 5.0 7.4148 0.0140 COND-77 DESIGN-PT-4-C STM-4-4-INLET CONDUIT 6.0 4.6358 0.0140 COND-78 DESIGN PT 4-D STM-4-5-I1MET CONDUIT 349.7 0.1773 0.0140 COND-79 DESIGN-PT-5-C STM-5-3-INLET CONDUIT 6.1 1.8092 0.0140 COND-80 DESIGN PT 5-B STM-5-2-INLET CONDUIT 6.1 1.1513 0.0140 OLD -FARM -OF STM-3-2-INLET STM-3-I-INLET CONDUIT 70.0 0.1571 0.0300 P-1 OUTLET-STRUCTURESTME2 CONDUIT 109.2 0.7141 0.0140 P-2 STMH2 STMH3 CONDUIT 267.2 0.4978 0.0140 P-3 S7MH3 STMH4 CONDUIT 223.3 0.2777 0.0140 P-4 STMH4 STME5 CONDUIT 307.7 0.6955 0.0140 P-5 ST505 STME6 CONDUIT 400.0 0.5000 0.0140 P-6 STME6 STNE7 CONDUIT 190.0 0.5000 0.0140 P-7 STMH7 STMES CONDUIT 220.7 0.4985 0.0140 P-8 STME8 STM-FES CONDUIT 220.7 0.7750 0.0140 RD-COPPER-1 RD-C-1 RD-C-2 CONDUIT 154.5 0.2525 0.0150 RD-CROSS-D-1 RD-D-1 RD-D-2 CONDUIT 36.1 1.3285 0.0160 RD-CROSS-D-2 RD-D-2 DESIGN-PT-5-C CONDUIT 332.2 0.8399 0.0140 RD-KADEN-A-1 RD-A-1 RD-A-2 CONDUIT 28.8 1.2861 0.0180 RD-KADEN-A-2 RD-A-2 DESIGN PT-2A CONDUIT 142.5 0.4772 0.0140 RD-KADEN-C-1 RD-C-2 DESIGN PT 4-A CONDUIT 46.8 1.4731 0.0160 RD-KADEN-C-2 DESIGN PT 4-A DESIGN-PT-4-C CONDUIT 309.4 0.6691 0.0140 RD-KADEN-C-3 RD-c-4 DESIGN PT 4-D CONDUIT 349.7 0.5920 0.0140 RD-KETCH-2 JUNC-K-4 JUNC-K-5 CONDUIT 31.7 2.6166 0.0320 RD-OLDFARM DESIGN PT 3-E RD-C-1 CONDUIT 174.4 0.6709 0.0150 RD-TILD-B-1 RD-B-1 RD-B-2 CONDUIT 465.3 0.5695 0.0140 RD-TILD-B-2 RD-B-2 RD-B-3 CONDUIT 49.5 0.6266 0.0320 RD-TILD-B-3 RD-B-3 DESIGN PT 7-A CONDUIT 127.0 0.3466 0.0140 RD-TILD-B-4 DESIGN PT 7-A DESIGN PT 7-D CONDUIT 359.9 0.4862 0.0140 RD-TILD-B-5 RD-B-4 DESIGN PT 7-B CONDUIT 159.3 0.3703 0.0140 RD-TILD-B-6 DESIGN PT 7-B DESIGN PT 7-C CONDUIT 359.9 0.4863 0.0140 RD-TILD-B-7 STM-7-I-INLET JUNC-K-4 CONDUIT 101.8 1.1291 0.0140 RD-TILD-B-8 STM-7-2-INLET JUNC-K-4 CONDUIT 128.7 0.9166 0.0140 SD-1-P-1 STM].-1 STM1-2 CONDUIT 68.0 0.3971 0.0150 SD-2-P-1 STM-2-1 STM-2-2-INLET CONDUIT 31.9 5.8362 0.0140 SD-2-P-2 STM-2-2-INLET STM-2-3-INLET CONDUIT 29.7 0.5720 0.0150 SD-2-P-3 STM-2-3-I LET POND-B-1 CONDUIT 33.0 0.4242 0.0150 SD-3-P-1 STM-3-1-INLET STM-3-2-INLET CONDUIT 72.5 1.3379 0.0150 SD-4-OF-2 DESIGN PT 4-B STM-4-4-INLET CONDUIT 147.2 0.3940 0.0400 SD-4-P-1 STM-3-2-INLET STM-4-2-INLET CONDUIT 322.4 0.9522 0.0150 SD-4-P-2 STM-4-2-INLET STM-4-4-INLET CONDUIT 143.0 0.3986 0.0150 SD-4-P-4 STM-4-4-INLET STM-4-5-INLET CONDUIT 36.0 0.6667 0.0150 StortnNET-SWMM Page 3 Kechter Crossing Scenerio 1 - 2-Year SD-4-P-5 STM-4-5-INLET POND-B-1 CONDUIT 60.0 0.3833 0.0150 SD-5-P-1 STM-5-I-INLET STM-5-2-INLET CONDUIT 15.4 0.4560 0.0150 SD-5-P-2 STM-5-2-INLET STM-5-3-INLET CONDUIT 36.0 0.3889 0.0150 SD-5-P-3 STM-5-3-INLET POND-B-2 CONDUIT 57.5 0.4000 0.0150 SD-6-P-1 STM6-I-INLET STM6-2 CONDUIT 85.0 0.4941 0.0150 SD-7-P-1 STM-7-I-INLET STM-7-2-INLET CONDUIT 40.3 0.3967 0.0150 SD-7-P-2 STM-7-2-INLET POND-B-1 CONDUIT 44.1 0.6121 0.0150 SD-9-B2-B1 POND-B-2 POND-B-1 CONDUIT 34.0 1.4706 0.0150 SW-A-2 STM1-2 STM-2-1 CONDUIT 150.0 0.6800 0.0320 SWALE-A-1 DESIGN-PT-1-A, STM1-2 CONDUIT 67.0 4.5821 0.0150 SWALE-E-1 DESIGN-PT-3-B STM-3-I-INLET CONDUIT 204.0 0.6912 0.0150 SWALE-E-2 DESIGN-PT-3-A STM-3-2-INLET CONDUIT 161.0 0.8137 0.0150 SW-E-1 DESIGN-PT-6-A DESIGN-PT-6-B CONDUIT 247.5 1.2120 0.0350 SW-E-2 DESIGN-PT-6-B STM6-I-INLET CONDUIT 393.0 0.4809 0.0150 SW-E-3 STM6-2 JUNC-K-S CONDUIT 786.5 0.9625 0.0320 SW-E-4 JUNC-K-S JUNC-K-7 CONDUIT 406.3 0.0738 0.0320 SW-EDEL JUNC-K-7 EDELWEISS POND CONDUIT 977.7 0.1739 0.0320 SW-K-1 JUNC-K-6 JUNC-K-7 CONDUIT 493.4 0.1013 0.0320 SW-K-2 JUNC-K-5 JUNC-K-6 CONDUIT 630.0 0.6349 0.0320 ORF-HIGH POND-B-1 OUTLET-STRUCTUREORIFICE ORS -LOW POND-B-1 OUTLET-STRUCTUREORIFICE ORF-WQCV POND-B-1 OUTLET-STRUCTUREORIFICE P-B-I-OVRFLOW POND-S-1 JUNC-K-4 WEIR P-B-2-OVRPLOW POND-B-2 POND-B-1 WEIR SD-4-OF-1 DESIGN PT 4-B STM-4-2-INLET WEIR STM2-2WEIR DESIGN PT-2A DESIGN-PT-2B WEIR STM3-I-WEIR STM-3-I-INLET DESIGN PT 3-E WEIR STM3-2-WEIR STM-3-2-INLET DESIGN PT 3-E WEIR STM4-4-WEIR DESIGN-PT-4-C DESIGN PT 4-D WEIR STM-4-5-WEIR STM-4-5-INLET POND-B-1 WEIR STM-5-2-WEIR DESIGN PT 5-B DESIGN-PT-S-C WEIR STM-5-3-WEIR STM-5-3-INLET POND-B-2 WEIR STM7-2-WEIR DESIGN PT 7-D DESIGN PT 7-C WEIR 28 STM-5-I-INLET DESIGN PT 5-B WEIR +++++++++++++++++++++ Cross Section Summary +++++++++++++++++++++ Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Red. Width Barrels Flow --------------------------------------------------------------------------------------- GT-S-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 124.86 GT-S-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 198.45 COND-75 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.00 COND-76 1/2-GUTTER 0.70 9.27 0.36 28.00 1 135.77 COND-77 1/2-GUTTER 0.70 9.27 0.36 28.00 1 107.35 CMM-78 1/2-GUTTER 0.70 9.27 0.36 28.00 1 20.99 COND-79 1/2-GUTTER 0.70 9.27 0.36 28.00 1 67.07 COND-80 1/2-GUTTER 0.70 9.27 0.36 28.00 1 53.50 OLD -FARM -OF TRAPEZOIDAL 2.00 280.00 1.08 260.00 1 577.59 P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75 P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 14.82 P-3 CIRCULAR 2.00 3.14 0.50 2.00 1 11.07 P-4 CIRCULAR 2.50 4.91 0.63 2.50 1 31.76 P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-6 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-7 CIRCULAR 2.50 4.91 0.63 2.50 1 26.89 P-8 CIRCULAR 2.50 4.91 0.63 2.50 1 33.53 RD-COPPER-1 36-ROADWAY 1.80 105.66 1.11 100.00 1 564.10 RD-CROSS-D-1 TRAPEZOIDAL 1.00 50.50 0.50 100.50 1 341.64 RD-CROSS-D-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 45.70 RD-KADEN-A-1 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 302.73 RD-KADEN-A-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.44 RD-KADEN-C-1 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 1065.32 RD-KADEN-C-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 40.78 RD-KADEN-C-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 38.36 RD-EETCH-2 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 709.92 RD-OLDFARM 36-ROADWAY 1.80 105.66 1.11 100.00 1 919.61 StormNET-SWMM Page 4 ' Kechter Crossing Scenerio 1 - 2-Year RD-TILD-8-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 37.63 RD-TILD-H-2 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 118.87 ' RD-TILD-E-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 29.35 RD-TILD-8-4 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-s-5 1/2-GUTTER 0.70 9.27 0.36 28.00 1 30.34 RD-TILD-E-6 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 ' RD-TILD-H-7 1/2-GUTTER 0.70 9.27 0.36 28.00 1 52.98 RD-TILD-H-B 1/2-GUTTER 0.70 9.27 0.36 28.00 1 47.74 SD-1-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 5.74 SD-2-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 23.56 SD-2-P-2 CIRCULAR 1.50 1.77 0.38 1.50 2 6.89 SD-2-P-3 CIRCULAR 2.50 4.91 0.63 2.50 1 23.15 SD-3-P-1 HORIZ ELLIPSE 1.17 1.73 0.36 1.92 2 9.96 SD-4-OP-2 TRAPEZOIDAL 1.50 16.50 0.95 17.00 1 37.1B SD-4-P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 19.13 ' SD-4-P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 12.38 SD-4-P-4 HORIZ ELLIPSE 1.58 3.18 0.48 2.50 1 15.88 SD-4-P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 22.01 SD-5-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 6.15 SD-5-P-2 HORIZ_ELLIPSE 1.17 1.73 0.36 1.92 2 5.37 ' SD-5-P-3 CIRCULAR 2.50 4.91 0.63 2.50 2 22.48 SD-6-P-1 HORIZ ELLIPSE 1.17 1.74 0.36 1.92 1 6.10 SD-7-P-1 CIRCULAR 1.50 1.77 0.38 1.50 2 5.73 SD-7-P-2 CIRCULAR 2.00 3.14 0.50 2.00 2 15.34 ' SD-9-82-E1 CIRCULAR 1.25 1.23 0.31 1.25 1 6.79 SW-A-2 TRAPEZOIDAL 2.00 17.00 1.00 16.50 1 65.12 SWALE-A-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 190.73 SWALE-E-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 74.08 SWALE-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 80.37 ' SW-E-1 TRAPEZOIDAL 1.50 9.75 0.76 12.50 1 37.87 SW-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 61.79 SW-E-3 TRAPEZOIDAL 3.00 390.00 1.56 250.00 1 2389.46 SW-E-4 TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 310.65 ' SW-EDEL TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 507.49 SW-R-1 TRAPEZOIDAL 3.00 64.50 1.55 41.00 1 127.66 SW-K-2 TRAPEZOIDAL 2.00 18.00 1.09 16.00 1 70.38 ♦♦,t*rarr****�,t,t• Transect Summary Transeat 1/2-GUTTER Area: 0.0002 0.0007 0.0015 0.0027 0.0043 ' 0.0062 0.0085 0.0116 0.0158 0.0211 0.0275 0.0349 0.0433 0.0529 0.0635 0.0751 0.0878 0.1016 0.1165 0.1324 0.1493 0.1674 0.1865 0.2066 0.2278 0.2501 0.2735 0.2979 0.3234 0.3499 0.3766 0.4034 0.4303 0.4573 0.4844 0.5116 0.5396 0.5687 0.5988 0.6300 0.6623 0.6956 0.7299 0.7653 0.8018 0.8393 0.8779 0.9175 0.9582 1.0000 Brad: 0.0184 0.0368 0.0552 0.0736 0.0920 0.1105 0.1331 0.1551 0.1692 0.1810 0.1926 0.2045 0.2170 0.2300 0.2436 0.2576 0.2719 0.2866 0.3015 0.3166 0.3319 0.3473 0.3629 0.3786 0.3944 0.4103 0.4263 0.4423 0.4573 0.4778 0.5071 0.5369 0.5671 0.5977 0.6285 0.6603 0.6930 0.7239 0.7533 0.7812 0.8078 0.8331 0.8572 0.8803 0.9023 0.9235 0.9437 0.9632 0.9820 1.0000 Width: 0.0081 0.0163 0.0244 0.0325 0.0406 0.0488 0.0621 0.0873 0.1124 0.1375 StormNET--SWMM Page 5 1 Kechter Crossing Scenerio 1 - 2-Year , 0.1626 0.1878 0.2129 0.2380 0.2631 0.2883 0.3134 0.3385 0.3636 0.3888 0.4139 0.4390 0.4641 0.4893 ' 0.5144 0.5395 0.5646 0.5898 0.6157 0.6314 0.6334 0.6354 0.6374 0.6394 0.6414 0.6500 0.6750 0.7000 0.7250 0.7500 0.7750 0.8000 0.8250 0.8500 0.8750 ; 0.9000 0.9250 0.9500 0.9750 1.0000 Transact 36-ROADWAY Area: 0.0002 0.0008 0.0019 0.0040 0.0074 , 0.0120 0.0178 0.0249 0.0332 0.0428 0.0535 0.0654 0.0775 0.0898 0.1028 0.1170 0.1325 0.1492 0.1671 0.1863 0.2066 0.2274 0.2488 0.2706 ' 0.2929 0.3156 0.3388 0.3624 0.3866 0.4111 6.4362 0.4617 0.4877 0.5141 0.5410 0.5684 0.5962 0.6245 0.6532 0.6824 0.7121 0.7422 0.7728 0.8039 0.8354 0.8674 0.8999 0.9328 0.9662 1.0000 , Arad: 0.0154 0.0307 0.0378 0.0455 0.0582 0.0724 0.0873 0.1025 0.1178 0.1333 0.1489 0.1717 0.2018 0.2295 0.2395 0.2505 0.2623 0.2747 0.2875 0.3008 0.3224 0.3534 0.3836 0.4129 0.4416 0.4695 0.4968 0.5235 0.5496 0.5752 0.6002 0.6247 0.6488 0.6724 0.6955 0,7183 0.7406 0.7625 0.7841 0.8053 , 0.8261 0.8466 0.8668 0.8867 0.9063 0.9256 0.9446 0.9633 0.9818 1.0000 Width: 0.0117 0.0234 0.0448 0.0810 ' 0.1172 0.1534 0.1896 0.2257 0.2619 0.2981 0.3343 0.3546 0.3574 0.3640 0.4000 0.4360 0.4720 0.5080 0.5440 0.5800 0.6060 0.6196 0.6332 0.6468 0.6604 0.6740 0.6875 0.7011 0.7147 ' 0.7283 0.7419 0.7555 0.7691 0.7826 0.7962 0.8098 0.8234 0.8370 0.8506 0.8642 0.8777 0.8913 0.9049 0.9185 0.9321 0.9457 0.9592 0.9728 0.9864 ' 1.0000 Transact SW=-E-1 Area: 0.0108 0.0217 0.0327 0.0437 0.0548 0.0659 0.0771 0.0884 0.0997 ' 0.1111 0.1226 0.1343 0.1468 0.1605 0.1749 0.1899 0.2055 0.2215 0.2380 0.2550 0.2725 0.2906 0.3091 0.3281 0.3477 0.3677 0.3883 0.4093 0.4309 ' 0.4530 0.4755 0.4986 0.5222 0.5462 0.5708 0.5959 0.6215 0.6476 0.6742 0.7013 0.7289 0.7570 0.7856 0.8147 0.8443 0.8745 0.9051 0.9362 0.9679 1.0000 Brad: ' 0.0384 0.0752 0.1106 0.1447 0.1775 0.2091 0.2396 0.2691 0.2976 0.3252 0.3519 0.3665 0.3738 0.3826 0.4001 0.4206 0.4410 0.4611 0.4811 0.5010 , 0.5207 0.5391 0.5565 0.5738 0.5909 0.6080 0.6249 0.6418 0.6586 0.6753 0.6920 0.7086 0.7251 0.7416 0.7580 0.7744 0.7908 0.8070 0.8233 0.8395 0.8557 0.8718 0.8879 0.9040 ' 0.9201 0.9361 0.9521 0.9681 0.9841 1.0000 Width: 0.3353 0.3372 0.3392 0.3411 0.3431 , StonnNET-SWMM Page 6 , Kechter Crossing Scenerio 1 - 2-Year 0.3450 0.3469 0.3489 0.3508 0.3528 0.3547 0.3733 0.4044 0.4356 0.4556 ' 0.4711 0.4867 0.5022 0.5178 0.5333 0.5489 0.5644 0.5800 0.5956 0.6111 0.6267 0.6422 0.6578 0.6733 0.6889 0.7044 0.7200 0.7356 0.7511 0.7667 ' 0.7822 0.7978 0.8133 0.8289 0.8444 0.8600 0.8756 0.8911 0.9067 0.9222 0.9378 0.9533 0.9689 0.9844 1.0000 ++++++++++++++++++++++++++ Volume Depth Runoff Quantity Continuity acre-feet inches ++++++++++++++++++++++++++ --------- ------- Total Precipitation ...... 2.465 0.978 Evaporation Loss 0.000 0.000 Infiltration Loss 1.849 0.734 Surface Runoff ........... 0.523 0.207 Final Surface Storage 0.093 0.037 ' Continuity Error (4) :::: 0.011 ++++++r+++++++++++++++++++ Volume Volume Flow Routing Continuity acre-feet Mgallons ' ++++++++++++++++++++++++++ Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.522 0.170 Groundwater Inflow ....... 0.000 0.000 ' RDII Inflow 0.000 0.000 External Inflow 0.744 0.242 External Outflow ......... 0.806 0.263 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Initial Stored Volume 0.000 0.000 Final Stored Volume ...... 0.452 0.147 Continuity Error (%) ..... 0.652 +++++++++++++++++++++++++ Highest Continuity Errors +++++++++++++++++++++++++ Node JUNC-K-S (78.59%) Node JUNC-K-7 (42.289d) Node JUNC-K-6 (12.089d) Node STM1-2 (6.274d) Node STM6-2 (6.009d) +++++++++++++++++++++++++++ Time -Step Critical Elements +++++++++++++++++++++++++++ None ++++++++++++++++++++++++++++++++ Highest Flow Instability Indexes All links are stable. +++++++++++++++++++++++++ Routing Time Step Summary +++++++++++++++++++++++++ Minimum Time Step 0.25 see Average Time Step 0.25 sec Maximum Time Step 0.25 sec Percent in Steady State 0.00 Average Iterations per Step 2.00 SformNET--SY MM Page 7 Kechter Crossing Scenerio 1 - 2-Year Subcatchment Runoff Summary Total Precip Subcatchment in BASIN-A-1 BASIN-A-2 BASIN-A-3 BASIN-A-4 BASIN-A-5 BASIN-A-6 BASIN-A-7 BASIN-B-1 BASIN-B-2 BASIN-B-3 BASIN-B-4 BASIN-B-5 BASIN-B-6 BASIN-B-7 BASIN-B-8 BASIN-B-9 BASIN-C-1 BASIN-C-10 BASIN-C-11 BASIN-C-12 BASIN-C-13 BASIN-C-2 BASIN-C-3 BASIN-C-4 BASIN-C-S BASIN-C-6 BASIN-C-7 BASIN-C-8 BASIN-C-9 BASIN-D-1 BASIN-D-2 BASIN-D-3 BASIN-D-4 BASIN-D-5 BASIN-E-1 BASIN-E-2 BASIN-E-3 BASIN-E-4 BASIN-K-1 System •irni<*•r•**�rarirrf Node Depth Summary •r*�+•er,t�i,a�,+ire+a 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 0.978 ----------------- Total Total Runon Evap in in ----------------- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ----------------------------------------- Total Total Total Peak Runoff Infil Runoff Runoff Runoff Coeff in in Mgal CPS ----------------------------------------- 0.927 0.037 0.000 0.030 0.038 0.911 0.048 0.002 0.239 0.049 0.420 0.491 0.015 1.364 0.501 0.649 0.279 0.008 0.919 0.286 0.747 0.197 0.004 0.486 0.201 0.558 0.360 0.006 0.725 0.368 0.334 0.565 0.002 0.247 0.578 0.924 0.044 0.006 0.752 0.045 0.908 0.057 0.003 0.348 0.058 0.334 0.565 0.008 0.858 0.577 0.200 0.692 0.005 0.565 0.707 0.199 0.692 0.002 0.219 0.708 0.421 0.484 0.006 0.656 0.495 0.629 0.292 0.011 1.256 0.299 0.200 0.692 0.007 0.762 0.707 0.562 0.357 0.007 0.791 0.365 0.558 0.359 0.002 0.278 0.367 0.976 0.000 0.000 0.000 0.000 0.737 0.197 0.008 0.883 0.201 0.456 0.452 0.006 0.546 0.462 0.916 0.044 0.000 0.045 0.045 0.199 0.693 0.002 0.198 0.708 0.697 0.238 0.005 0.532 0.243 0.403 0.507 0.004 0.506 0.518 0.660 0.269 0.005 0.544 0.275 0.206 0.685 0.002 0.250 0.700 0.365 0.537 0.005 0.590 0.549 0.905 0.053 0.001 0.074 0.054 0.953 0.018 0.000 0.015 0.018 0.321 0.580 0.007 0.795 0.593 0.688 0.241 0.008 0.963 0.246 0.923 0.039 0.002 0.183 0.040 0.504 0.409 0.005 0.547 0.418 0.773 0.162 0.011 1.206 0.166 0.199 0.692 0.003 0.372 0.707 0.962 0.000 0.000 0.000 0.000 0.974 0.000 0.000 0.000 0.000 0.973 0.000 0.000 0.000 0.000 0.734 0.222 0.003 0.373 0.227 0.978 0.000 0.000 0.734 0.207 0.170 19.117 0.212 Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node --------------------------------------------------------------------- Type Feet Feet Feet days hr:min DESIGN-PT-1-A JUNCTION 0.00 0.01 4943.64 0 00:40 DESIGN PT-2A JUNCTION 0.06 0.21 4939.06 0 00:40 DESIGN-PT-2B JUNCTION 0.03 0.11 4938.96 0 00:40 DESIGN-PT-3-A JUNCTION 0.00 0.01 4944.01 0 00:40 DESIGN-PT-3-S JUNCTION 0.01 0.03 4944.03 0 00:40 DESIGN PT 3-E JUNCTION 0.00 0.00 4943.71 0 00:00 DESIGN PT 4-A JUNCTION 0.09 0.26 4941.57 0 00:40 StormNET-SMW Page 8 Kechter Crossing Scenerio 1 - 2-Year DESIGN PT 4-B JUNCTION 0.00 0.00 4940.00 0 00:00 DESIGN-PT-4-C JUNCTION 0.07 0.21 4939.45 0 00:40 DESIGN PT 4-D JUNCTION 0.10 0.25 4939.49 0 00:45 DESIGN PT 5-B JUNCTION 0.05 0.19 4938.29 0 00:40 DESIGN-PT-5-C JUNCTION 0.06 0.21 4938.31 0 00:41 DESIGN-PT-6-B JUNCTION 0.00 0.00 4943.00 0 00:00 DESIGN PT 7-A JUNCTION 0.09 0.28 4938.18 0 00:43 DESIGN PT 7-B JUNCTION 0.07 0.22 4938.12 0 00:41 DESIGN PT 7-C JUNCTION 0.05 0.16 4936.31 0 00:40 DESIGN PT 7-D JUNCTION 0.10 0.30 4936.45 0 00:43 DESIGN-PT-6-A JUNCTION 0.00 0.00 4946.00 0 00:00 JUNC-K-4 JUNCTION 0.00 0.00 4935.13 0 00100 JUNC-K-5 JUNCTION 0.00 0.00 4934.20 0 00:00 JUNC-K-6 JUNCTION 0.08 0.15 4930.35 0 00:55 JUNC-K-7 JUNCTION 0.02 0.03 4929.73 0 02:43 JUNC-K-S JUNCTION 0.02 0.04 4930.04 0 02:55 RD-A-1 JUNCTION 0.03 0.13 4940.13 0 00:40 RD-A-2 JUNCTION 0.10 0.32 4939.85 0 00:40 RD-B-1 JUNCTION 0.06 0.19 4941.49 0 00:40 RD-B-2 JUNCTION 0.05 0.20 4938.85 0 00:40 RD-B-3 JUNCTION 0.09 0.31 4938.65 0 00:40 RD-B-4 JUNCTION 0.06 0.21 4938.70 0 00:40 RD-C-1 JUNCTION 0.07 0.20 4942.74 0 00:41 RD-C-2 JUNCTION 0.03 0.13 4942.23 0 00:40 RD-C-4 JUNCTION 0.05 0.17 4941.48 0 00:40 RD-D-1 JUNCTION 0.03 0.12 4941.59 0 00:40 RD-D-2 JUNCTION 0.07 0.24 4941.13 0 00:40 SM41-1 JUNCTION 0.00 0.00 4940.83 0 00:00 STMl-2 JUNCTION 0.02 0.05 4940.61 0 00:47 STM-2-2-INLET JUNCTION 0.12 0.60 4935.18 0 00:40 ST4-2-3-INLET JUNCTION 0.17 0.78 4934.19 0 00:40 STM-3-I-INLET JUNCTION 0.01 0.05 4939.52 0 00:41 STM-3-2-INLET JUNCTION 0.03 0.08 4938.38 0 00:44 STM-4-2-INLET JUNCTION 0.03 0.09 4935.22 0 00:47 STM-4-4-INLET JUNCTION 0.12 0.53 4934.99 0 00:40 STM-4-5-INLET JUNCTION 0.19 0.71 4934.83 0 00:41 STM-5-I-INLET JUNCTION 0.04 0.33 4934.33 0 00:40 STM-5-2-INLET JUNCTION 0.06 0.40 4934.33 0 00:40 STM-5-3-INLET JUNCTION 0.10 0.52 4934.31 0 00:40 STM6-I-INLET JUNCTION 0.60 0.00 4937.99 0 00:00 STM6-2 JUNCTION 0.01 0.03 4937.60 0 00:55 STM-7-1-nMET- JUNCTION 0.61 0.80 4932.33 0 02:35 STM-7-2-INLET JUNCTION 0.75 0.96 4932.33 0 02:35 OUTLET -STRUCTURE JUNCTION 0.14 0.17 4931.27 0 02:36 STME2 JUNCTION 0.15 0.18 4930.40 0 02:38 STME3 JUNCTION 0.19 0.24 4929.03 0 02:40 STME4 JUNCTION 0.44 0.61 4928.28 0 02:25 STMH5 JUNCTION 0.48 0.66 4926.09 0 02:07 STME6 JUNCTION 0.54 0.75 4924.08 0 02:25 STMH7 JUNCTION 0.49 0.68 4922.96 0 02:25 STMES JUNCTION 0.42 0.58 4921.66 0 02:26 EDELWEISS POND OUTFALL 0.02 0.03 4928.03 0 02:43 STM-FES OUTFALL 0.00 0.00 4919.27 0 00:00 POND-B-1 STORAGE 0.95 1.23 4932.33 0 02:35 BOND-B-2 STORAGE 0.17 0.46 4933.96 0 00:50 STM-2-1 STORAGE 0.02 0.09 4936.63 0 00:40 +++++++++++++++++++ Node Inflow Summary +++++++++++++++++++ --------------------------------------------------------------------------------- Maxim m Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CFS CFS days hr:min Mgal Mgal --------------------------------------------------------------------------------- DESIGN-PT-1-A JUNCTION 0.03 0.03 0 00:40 0.000 0.000 SPormMET-SIMMIM. Page 9 Kechter Crossing Scenerio 1 - 2-Year DESIGN PT-2A JUNCTION 0.25 2.89 0 00:40 0.002 0.029 DESIGN-PT-2B JUNCTION 0.73 0.73 0 00:40 0.006 0.006 DESIGN-PT-3-A JUNCTION 0.01 0.01 0 00:40 0.000 0.000 DESIGN-PT-3-B JUNCTION 0.07 0.07 0 00:40 0.001 0.001 DESIGN PT 3-E JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN PT 4-A JUNCTION 0.00 1.99 0 00:40 0.000 0.020 DESIGN PT 4-B JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN-PT-4-C JUNCTION 0.86 2.59 0 00:40 0.007 0.027 DESIGN PT 4-D JUNCTION 0.70 1.18 0 00:40 0.006 0.012 DESIGN PT 5-B JUNCTION 0.96 0.96 0 00:40 0.008 0.008 DESIGN-PT-5-C JUNCTION 0.00 1.66 0 00:40 0.000 0.015 DESIGN-PT-6-B JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN PT 7-A JUNCTION 0.00 2.30 0 00:41 0.000 0.024 DESIGN PT 7-B JUNCTION 0.22 0.97 0 00:40 0.002 0.008 DESIGN PT 7-C JUNCTION 0.56 1.33 0 00:40 0.005 0.013 DESIGN PT 7-D JUNCTION 0.86 2.76 0 00:42 0.008 0.032 DESIGN-PT-6-A JUNCTION 0.00 0.00 0 00:00 0.000 0.000 JUNC-K-4 JUNCTION 0.00 0.00 0 00:00 0.000 0.000 JUNC-K-5 JUNCTION 0.00 0.00 0 00:00 0.000 0.000 JUNC-K-6 JUNCTION 0.37 0.37 0 00:40 0.003 0.003 JUNC-K-7 JUNCTION 0.00 0.06 0 01:05 0.000 0.003 JUNC-K-S JUNCTION 0.00 0.08 0 01:28 0.000 0.003 RD-A-1 JUNCTION 1.41 1.41 0 00:40 0.012 0.012 RD-A-2 JUNCTION 1.36 2.77 0 00:40 0.015 0.027 RD-B-1 JUNCTION 0.79 0.79 0 00:40 0.007 0.007 RD-2-2 JUNCTION 1.26 1.96 0 00:40 0.011 0.018 RD-B-3 JUNCTION 0.66 2.40 0 00:40 0.006 0.024 RD-B-4 JUNCTION 0.76 0.76 0 00:40 0.007 0.007 RD-C-1 JUNCTION 0.84 0.84 0 00:40 0.008 0.008 RD-C-2 JUNCTION 1.43 2.00 0 00:40 0.013 0.020 RD-C-4 JUNCTION 0.55 0.55 0 00:40 0.006 0.006 RD-D-1 JUNCTION 1.21 1.21 0 00:40 0.011 0.011 RD-D-2 JUNCTION 0.55 1.75 0 00:40 0.005 0.015 ST41-1 JUNCTION 0.00 0.00 0 00:00 0.000 0.000 STM1-2 JUNCTION 0.00 0.03 0 00:40 0.000 0.000 STM-2-2-INLET JUNCTION 0.00 3.06 0 00:40 0.000 0.032 STM-2-3-INLET JUNCTION 0.00 3.66 0 00:40 0.000 0.038 STM-3-I-INLET JUNCTION 0.00 0.06 0 00:40 0.000 0.001 STM-3-2-INLET JUNCTION 0.00 0.07 0 00:41 0.000 0.001 STM-4-2-INLET JUNCTION 0.00 0.05 0 00:44 0.000 0.001 STM-4-4-INLET JUNCTION 0.00 2.52 0 00:40 0.000 0.028 STM-4-5-INLET JUNCTION 0.00 3.06 0 00:40 0.000 0.039 STM-5-I-INLET JUNCTION 0.18 0.18 0 00:40 0.002 0.002 STM-5-2-ngIMT JUNCTION 0.00 1.14 0 00:40 0.000 0.010 STM-5-3-INLET JUNCTION 0.79 3.42 0 00:40 0.007 0.032 STM6-I-INLET JUNCTION 0.00 0.00 0 00:00 0.000 0.000 STM6-2 JUNCTION 0.37 0.37 0 00:40 0.003 0.003 STM-7-I-INLET JUNCTION 0.00 1.29 0 00:40 0.000 0.013 STM-7-2-INLET JUNCTION 0.00 3.77 0 00:42 0.000 0.045 OUTLET -STRUCTURE JUNCTION 0.00 0.24 0 02:35 0.000 0.021 STMH2 JUNCTION 0.00 0.24 0 02:36 0.000 0.021 STMH3 JUNCTION 0.00 0.24 0 02:38 0.000 0.020 STMH4 JUNCTION 3.50 3.74 0 02:25 0.242 0.263 STMH5 JUNCTION 0.00 3.74 0 02:25 0.000 0.261 STME6 JUNCTION 0.00 3.75 0 02:08 0.000 0.260 STMH7 JUNCTION 0.00 3.74 0 02:25 0.000 0.261 STMH8 JUNCTION 0.00 3.74 0 02:26 0.000 0.261 EDELWEISS POND OUTFALL 0.00 0.03 0 02:43 0.000 0.002 STM-PES OUTFALL 0.00 3.74 0 02:26 0.000 0.261 POND-B-1 STORAGE 0.75 11.41 0 00:41 0.006 0.161 POND-B-2 STORAGE 0.35 3.69 0 00:40 0.003 0.035 STM-2-1 STORAGE 0.24 0.25 0 00:40 0.002 0.002 Node Surcharge Summary �es,easa�ae�eena�ta,+�,ta No nodes were surcharged. StormNET-SWMM Page 10 1 ' Kechter Crossing Scenerio 1 - 2-Year +++++++++++++++++++++ Node Flooding Summary +++++++++++++++++++++ ' No nodes were flooded. ++++++++++++++++++++++ Storage Volume Summary ++++++++++++++++++++++ -------------------------------------------------------------------------------------- Average Avg Maximum Max Time of Max Maximum Volume Pont Volume Pont Occurrence Outflow Storage Unit -------------------------------------------------------------------------------------- 1000 ft3 Full 1000 Pt3 Full days hr:min CPS POND-E-1 14.452 4 19.326 6 0 02:35 0.24 POND-H-2 0.669 1 2.017 3 0 00:50 1.25 ' STM-2-1 0.019 0 0.076 1 0 00:40 0.19 Outfall Loading Summary +++++++++++++++++++++++ --------------------------------------------------------- Flow Avg. Max. Total Freq. Plow Flow Volume Outfall Node --------------------------------------------------------- Pont. CFS CPS Mgal EDELWEISS POND 79.78 0.02 0.03 0.002 STM-PES----------------- ------ 26------2_77------3_74 0.261 System 83.52 2.80 3.77 ---------- ----- 0.263 Link Flow Summary ++++++++++++++++++++ -------------------------------- --------- Maximum ------------------------------------ Time oP Max Maximum Max/ Max/ Flow Occurrence Velocity Pull Full Link ----------------------------------------------------------------------------- Type CPS days hr:min Pt/sec Flow Depth ' GT-S-1 CHANNEL 2.87 0 00:40 4.99 0.02 0.30 GT-S-2 CHANNEL 0.73 0 00:40 6.20 0.00 0.16 COND-75 CHANNEL 2.70 0 00:44 1.92 0.08 0.42 COND-76 CHANNEL 1.29 0 00:40 4.66 0.01 0.23 ' COND-77 CHANNEL 2.51 0 00:40 4.25 0.02 0.30 COND-78 CHANNEL 0.64 0 00:45 0.99 0.03 0.31 COND-79 CHANNEL 1.60 0 00:41 2.79 0.02 0.30 COND-80 CHANNEL 0.96 0 00:40 2.13 0.02 0.27 OLD -FARM -OF CONDUIT 0.00 0 00:00 0.00 0.00 0.00 P-1 CONDUIT 0.24 0 02:36 1.95 0.01 0.08 P-2 CONDUIT 0.24 0 02:38 1.79 0.02 0.09 P-3 CONDUIT 0.24 0 02:40 1.46 0.02 0.10 P-4 CONDUIT 3.74 0 02:25 4.19 0.12 0.24 P-5 CONDUIT 3.75 0 02:08 3.69 0.14 0.26 P-6 CONDUIT 3.74 0 02:25 3.40 0.14 0.28 P-7 CONDUIT 3.74 0 02:26 3.66 0.14 0.26 P-8 CONDUIT 3.74 0 02:26 4.41 0.11 0.23 ' RD-COPPER-1 CHANNEL 0.61 0 00:41 0.87 0.00 0.10 RD-CROSS-D-1 CONDUIT 1.20 0 00:40 1.41 0.00 0.13 RD-CROSS-D-2 CHANNEL 1.66 0 00:40 2.35 0.04 0.32 RD-KADEN-A-1 CONDUIT 1.40 0 00:40 0.96 0.00 0.17 ' RD-KADEN-A-2 CHANNEL 2.66 0 00:40 2.51 0.08 0.38 1 StonnNET--SWMM Page 11 Kechter Crossing Scenerio 1 - 2-Year RD-KADEN-C-1 CONDUIT 1.99 0 00:40 1.71 0.00 0.10 RD-KADEN-C-2 CHANNEL 1.82 0 00:40 2.25 0.04 0.34 RD-KADEN-C-3 CHANNEL 0.49 0 00:40 0.98 0.01 0.29 RD-KETCH-2 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 RD-OLD&ARM CHANNEL 0.00 0 00:00 0.00 0.00 0.05 RD-TILD-B-1 CHANNEL 0.71 0 00:40 1.46 0.02 0.28 RD-TILD-B-2 CONDUIT 1.78 0 00:40 0.51 0.01 0.26 RD-TILD-B-3 CHANNEL 2.30 0 00:41 1.89 0.08 0.42 RD-TILD-B-4 CHANNEL 2.12 0 00:43 1.61 0.06 0.41 RD-TILD-B-5 CHANNEL 0.75 0 00:40 1.36 0.02 0.30 RD-TILD-B-6 CHANNEL 0.81 0 00:41 1.84 0.02 0.27 RD-TILD-B-7 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 RD-TILD-B-B CHANNEL 0.00 0 00:00 0.00 0.00 0.00 SD-1-P-1 CONDUIT 0.00 0 00:00 0.00 0.00 0.02 SD-2-P-1 CONDUIT 0.19 0 00:40 1.85 0.01 0.20 SD-2-P-2 CONDUIT 3.05 0 00:40 2.70 0.22 0.36 SD-2-P-3 CONDUIT 3.66 0 00:40 3.22 0.16 0.28 SD-3-P-1 CONDUIT 0.06 0 00:41 1.06 0.00 0.04 SD-4-OF-2 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 SD-4-P-1 CONDUIT 0.05 0 00:44 1.33 0.00 0.04 SD-4-P-2 CONDUIT 0.05 0 00:47 0.53 0.00 0.11 SD-4-P-4 CONDUIT 2.51 0 00:40 2.65 0.16 0.36 SD-4-P-5 CONDUIT 3.05 0 00:41 3.08 0.14 0.26 SD-5-P-1 CONDUIT 0.18 0 00:40 0.82 0.03 0.24 SD-5-P-2 CONDUIT 1.12 0 00:40 1.01 0.10 0.39 SD-5-P-3 CONDUIT 3.37 0 00:40 2.65 0.08 0.19 SD-6-P-1 CONDUIT 0.00 0 00:00 0.00 0.00 0.01 SD-7-P-1 CONDUIT 1.26 0 00:40 1.38 0.11 0.58 SD-7-P-2 CONDUIT 3.77 0 00:43 3.51 0.12 0.55 SD-9-B2-B1 CONDUIT 1.25 0 00:51 3.56 0.18 0.33 SW-A-2 CONDUIT 0.01 0 00:47 0.37 0.00 0.02 SWALE-A-1 CHANNEL 0.03 0 00:40 0.50 0.00 0.02 SWALE-E-1 CHANNEL 0.06 0 00:40 0.73 0.00 0.02 SWALE-E-2 CHANNEL 0.01 0 00:40 0.00 0.00 0.01 SW-E-1 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 SW-E-2 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 SW-E-3 CONDUIT 0.08 0 01:28 0.34 0.00 0.01 SW-E-4 CONDUIT 0.01 0 02:48 0.11 0.00 0.01 SW-EDEL CONDUIT 0.03 0 02:43 0.18 0.00 0.01 SW-K-1 CONDUIT 0.05 0 01:01 0.27 0.00 0.03 SW-K-2 CONDUIT 0.00 0 00:00 0.00 0.00 0.04 ORS -HIGH ORIFICE 0.00 0 00:00 ORS -LOW ORIFICE 0.00 0 00:00 0.00 ORF-WQCV ORIFICE 0.24 0 02:35 1.00 P-B-I-OVRFLOW WEIR 0.00 0 00:00 0.00 P-B-2-OVRSLOW WEIR 0.00 0 00:00 0.00 SD-4-OF-1 WEIR 0.00 0 00:00 0.00 STM2-2WEIR WEIR 0.00 0 00:00 0.00 STM3-I-WEIR WEIR 0.00 0 00:00 0.00 STM3-2-WEIR WEIR 0.00 0 00:00 0.00 STK4-4-WEIR WEIR 0.00 0 00:00 0.00 STM-4-5-WEIR WEIR 0.00 0 00:00 0.00 ST14-5-2-WEIR WEIR 0.00 0 00:00 0.00 ST14-5-3-WEIR WEIR 0.00 0 00:00 0.00 STM7-2-WEIR WEIR 0.00 0 00:00 0.00 28 WEIR 0.00 0 00:00 0.00 Flow Classification Summary ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Slow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- GT-S-1 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 2.06 0.0000 GT-S-2 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 2.04 0.0000 StornfNET-SWMM Page 12 Kechter Crossing Scenerio 1 -. 2-Year COND-75 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.77 0.0000 COND-76 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 1.98 0.0000 COND-77 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 1.91 0.0000 COND-78 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.45 0.0000 COND-79 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 1.14 0.0000 COND-80 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.79 0.0000 OLD -FARM -OF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 P-1 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.72 0.0000 2-2 1.00 0.12 0.00 0.00 0.00 0.00 0.00 0.88 0.63 0.0000 P-3 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.85 0.47 0.0000 P-4 1.00 0.08 0.00 0.00 0.02 0.00 0.00 0.90 0.85 0.0000 P-5 1.00 0.09 0.00 0.00 0.54 0.00 0.00 0.38 0.71 0.0000 P-6 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.65 0.0000 P-7 1.00 0.11 0.00 0.00 0.00 0.00 0.00 0.89 0.69 0.0000 P-8 1.00 0.12 0.00 0.00 0.00 0.00 0.00 0.88 0.88 0.0000 ID-COPPER-1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.36 0.0000 RD-CROSS-D-1 1.00 0.09 0.00 0.00 0.05 0.03 0.00 0.83 0.60 0.0000 RD-CROSS-D-2 1.00 0.09 0.00 0.00 0.45 0.46 0.00 0.00 0.91 0.0000 RD-KADEN-A-1 1.00 0.09 0.00 0.00 0.28 0.00 0.00 0.63 0.41 0.0000 RD-KADEN-A-2 1.00 0.03 0.00 0.00 0.43 0.54 0.00 0.00 0.95 0.0000 RD-KADEN-C-1 1.00 0.09 0.00 0.00 0.06 0.06 0.00 0.80 0.64 0.0000 RD-KADEN-C-2 1.00 0.09 0.01 0.00 0.28 0.62 0.00 0.00 0.99 0.0000 RD-KADEN-C-3 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.21 0.0000 RD-KETCH-2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 PM-OLDFARM 1.00 0.09 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 RD-TILD-B-1 1.00 0.09 0.00 0.00 0.82 0.09 0.00 0.00 0.66 0.0000 RD-TILD-B-2 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.11 0.0000 RD-TILD-B-3 1.00 0.09 0.00 0.00 0.87 0.04 0.00 0.00 0.60 0.0000 RD-TILD-B-4 1.00 0.09 0.01 0.00 0.90 0.00 0.00 0.00 0.59 0.0000 RD-TILD-B-5 1.00 0.09 0.00 0.00 0.89 0.02 0.00 0.00 0.37 0.0000 RD-TILD-B-6 1.00 0.09 0.00 0.00 0.60 0.31 0.00 0.00 0.73 0.0000 RD-TILD-B-7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 RD-TILD-B-8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-1-P-1 1.00 0.10 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-2-P-1 1.00 0.09 0.00 0.00 0.24 0.13 0.00 0.54 0.81 0.0000 SD-2-P-2 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 0.48 0.0000 SD-2-P-3 1.00 0.07 0.00 0.00 0.00 0.00 0.00 0.93 0.45 0.0000 SD-3-P-1 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.33 0.0000 SD-4-OF-2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-4-P-1 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.35 0.0000 SD-4-P-2 1.00 0.11 0.03 0.00 0.41 0.00 0.00 0.45 0.20 0.0000 SD-4-P-4 1.00 0.09 0.00 0.00 0.34 0.00 0.00 0.57 0.51 0.0000 SD-4-P-5 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.48 0.0000 SD-5-P-1 1.00 0.15 0.18 0.00 0.67 0.00 0.00 0.00 0.15 0.0000 SD-5-P-2 1.00 0.09 0.07 0.00 0.84 0.00 0.00 0.00 0.16 0.0000 SD-5-P-3 1.00 0.09 0.00 0.00 0.78 0.00 0.00 0.13 0.26 0.0000 SD-6-P-i 1.00 0.09 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-7-P-1 1.00 0.10 0.00 0.00 0.90 0.00 0.00 0.00 0.05 0.0000 SD-7-P-2 1.00 0.09 0.00 0.00 0.85 0.05 0.00 0.00 0.11 0.0000 SD-9-B2-B1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.88 0.0000 SW-A-2 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.14 0.0000 SWALE-A-1 1.00 0.09 0.40 0.00 0.50 0.00 0.00 0.00 0.03 0.0000 SWALE-E-1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.13 0.0000 SWUM-E-2 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.06 0.0000 SW-E-1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SW-E-2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SW-E-3 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.07 0.0000 SW-E-4 1.00 0.11 0.03 0.00 0.86 0.00 0.00 0.00 0.05 0.0000 SW-EDEL 1.00 0.11 0.00 0.00 0.89 0.00 0.00 0.00 0.07 0.0000 SW-K-1 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.10 0.0000 SW-K-2 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 ,t*r�aa*♦rarrra*nnaaea*erg Conduit Surcharge Summary No Conduits were surcharged. StormNET--SWMM Page 13 i ' Kechter Crossing Scenerio 1 - 2-Year Analysis begun on: Tue Jun 24 11:11:25 2008 Analysis ended on: Tue Jun 24 11:11:56 2008 Total elapsed time: 00:00:31 StormNET-SVNMM Page 14 1 Kechter Crossing Scenerio 1 -100-Year EPA STORM WATER MANAGEMENT ------------------------------------------------------- MODEL - VERSION 5.0 (Build 5.0.013) ------ Xechter Crossing Scenario 1 - 100-Year Analysis Options FlowUnite ...........::.. CPS ' Infiltration Method ...... BORTON Flow Routing Method .. .. DYNWAVE Starting Date ............ APR-23-2007 00:00:00 Ending Date .............. APR-23-2007 04:00:00 Antecedent Dry Days. 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:00,30 Dry Time Step ............ 00:00:30 Routing Time Step ........ 0.25 sea #+#+#++++++++ Element Count Number of rain gages . 1 Number of subcatchments ... 39 Number of nodes ........... 63 Number of links ........... 78 Number of pollutants 0 Number of land uses 0 Raingage Summary ++###+##+++##### Data Interval Name_______________ DataSourcehours Type ' ----_-__ GAGE-1 100-YEAR INTENSITY 0.08 Subcatahment Summary ++#+#+#+#++++####### Name Area Width 94Impery %Slope Rain Gage Outlet -------------------------------------------------------------------------------------------------- BASIN-A-1 0.25 205.00 14.00 1.5000 GAGE-1 DESIGN-PT-1-A BASIN-A-2 1.51 998.24 19.00 7.0000 GAGE-1 9TM-2-1 BASIN-A-3 1.14 527.40 74.00 3.5000 GAGE-1 RD-A-2 HASIN-A-4 1.03 531.60 49.00 3.5000 GAGE-1 RD-A-1 BASIN-A-5 0.77 291.64 34.00 3.5000 GAGE-1 RD-A-1 BASIN-A-6 0.63 462.64 60.00 3.5000 GAGE-1 DESIGN-PT-2B BASIN-A-7 0.15 166.43 78.00 2.0000 GAGE-1 DESIGN PT-2A BASIN-B-1 5.24 1561.51 10.00 3.5000 GAGE-1 POND-B-1 BASIN-B-2 1.88 345.00 13.00 4.5000 GAGE-1 POND-B-2 ' BASIN-B-3 0.50 375.13 79.00 3.5000 GAGE-1 DESIGN PT 7-D BASIN-B-4 0.26 318.14 86.00 2.0000 GAGE-1 DESIGN PT 7-C BASIN-B-5 0.10 157.14 86.00 2.0000 GAGE-1 DESIGN PT 7-3 BASIN-B-6 0.49 363.12 72.00 3.5000 GAGE-1 RD-B-3 ' BASIN-B-7 1.40 653.81 56.00 3.5000 GAGE-1 RD-B-2 BASIN-B-S 0.35 445.28 86.00 2.0000 GAGE-1 RD-B-4 BASIN-B-9 0.69 474.68 59.00 3.5000 GAGE-1 RD-B-1 BASIN-C-1 0.25 250.91 61.00 3.5000 GAGE-1 DESIGN-PT-4-C BASIN-C-10 0.86 375.00 2.00 4.0000 GAGE-1 DESIGN PT 4-B BASIN-C-11 1.45 435.00 44.00 3.5000 GAGE-1 RD-C-2 BASIN-C-12 0.45 325.00 70.00 2.0000 GAGE-1 RD-C-4 BASIN-C-13 0.31 296.52 18.00 4.0000 GAGE-1 DESIGN-PT-4-C BASIN-C-2 0.09 156.47 86.00 2.0000 GAGE-1 DESIGN PT 4-D ' BASIN-C-3 0.70 430.29 43.00 2.0000 GAGE-1 DESIGN-PT-4-C ' StonnNET-SVl1MM Page 1 Kechter Crossing Scenerio 1 -100-Year ' BASIN-C-4 0.31 349.56 68.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-5 0.66 194.13 48.00 3.5000 GAGE-1 RD-C-2 BASIN-C-6 0.12 124.73 86.00 2.0000 GAGE-1 RD-C-1 ; BASIN-C-7 0.37 205.90 75.00 2.5000 GAGE-1 RD-C-1 BASIN-C-S 0.43 199.35 20.00 2.0000 GAGE-1 DESIGN-PT-3-B BASIN-C-9 0.26 375.00 8.00 1.0000 GAGE-1 DESIGN-PT-3-A BASIN-D-1 0.42 550.00 76.00 2.0000 GAGE-1 ST4-5-3-INLET BASIN-D-2 1.28 572.37 49.00 2.5000 GAGE-1 DESIGN PT 5-B BASIN-D-3 1.43 560.50 16.00 2.0000 GAGE-1 STM-5-I-INLET BASIN-D-4 0.44 329.65 65.00 3.5000 GAGE-1 RD-D-2 BASIN-D-5 2.39 740.48 43.00 3.5000 GAGE-1 PM-D-1 BASIN-E-1 0.17 242.90 86.00 2.0000 GAGE-1 ' STM6-2 BASIN-E-2 0.75 408.64 16.00 5.0000 GAGE-1 8TM6-1-INLET BASIN-E-3 0.09 235.58 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-E-4 0.09 316.42 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-A-1 0.52 657.72 25.00 2.0000 GAGE-1 ' JUNC-R-6 ++++++++++++ Node Summary Invert Max. Ponded External Name ------------------------------------------------------------------------------ Type Elev. Depth Area Inflow DESIGN-PT-1-A JUNCTION 4943.63 4.00 0.0 , DESIGN PT-2A JUNCTION 4938.85 4.00 0.0 DESIGN-PT-2B JUNCTION 4938.85 4.00 0.0 ; DESIGN-PT-3-A JUNCTION 4944.00 4.00 0.0 DESIGN-PT-3-B JUNCTION 4944.00 4.00 0.0 DESIGN PT 3-E JUNCTION 4943.71 8.74 ' 0.0 DESIGN PT 4-A JUNCTION 4941.31 6.00 0.0 DESIGN PT 4-B JUNCTION 4940.00 3.00 200.0 DESIGN-PT-4-C JUNCTION 4939.24 4.32 0.0 DESIGN PT 4-D JUNCTION 4939.24 4.32 0.0 DESIGN PT 5-B JUNCTION 4938.10 5.33 0.0 DESIGN-PT-5-C JUNCTION 4938.10 4.00 0.0 DESIGN-PT-6-B JUNCTION 4943.00 3.00 0.0 DESIGN PT 7-A JUNCTION 4937.90 6.00 0.0 DESIGN PT 7-B JUNCTION 4937.90 6.00 ' 0.0 DESIGN PT 7-C JUNCTION 4936.15 4.00 0.0 DESIGN PT 7-D JUNCTION 4936.15 4.00 0.0 DESIGN-PT-6-A JUNCTION 4946.00 3.00 0.0 JUNC-R-4 JUNCTION 4935.13 6.30 0.0 JUNC-R-5 JUNCTION 4934.20 6.00 0.0 JUNC-R-6 JUNCTION 4930.20 6.OU 0.0 JUNC-R-7 JUNCTION 4929.70 3.00 0.0 JUNC-R-S JUNCTION 4930.00 6.00 0.0 RD-A-1 JUNCTION 4940.00 6.00 0.0 RD-A-2 JUNCTION 4939.53 6.00 0.0 , RD-B-1 JUNCTION 4941.30 6.00 0.0 RD-B-2 JUNCTION 4938.65 6.00 0.0 RD-B-3 JUNCTION 4938.34 6.00 ' 0.0 RD-B-4 JUNCTION 4938.49 6.00 0.0 RD-C-1 JUNCTION 4942.54 6.00 0.0 RD-C-2 JUNCTION 4942.10 6.00 0.0 RD-C-4 JUNCTION 4941.31 6.00 0.0 RD-D-1 JUNCTION 4941.47 6.00 0.0 , BD-D-2 JUNCTION 4940.89 6.00 0.0 SEM1-1 JUNCTION 4940.83 3.00 300.0 STD.-2 JUNCTION 4940.56 3.00 0.0 STM-2-2-INLET JUNCTION 4934.58 4.40 ' 50.0 STM-2-3-INLET JUNCTION 4933.41 5.00 50.0 STM-3-I-INLET JUNCTION 4939.47 8.74 300.0 STM-3-2-INLET JUNCTION 4938.30 7.91 800.0 STM-4-2-INLET JUNCTION 4935.13 4.74 150.0 STM-4-4-INLET JUNCTION 4934.46 7.46 ' 0.0 STM-4-5-INLET JUNCTION 4934.12 9.46 0.0 STM-5-I-INLET JUNCTION 4934.00 5.33 100.0 STM-5-2-INLET JUNCTION 4933.93 4.80 0.0 ' StormNET--SWMM Page 2 1 Kechter Crossing Scenerio 1 -100-Year STM-5-3-INLET JUNCTION 4933,79 6.81 0.0 STM6-I-INLET JUNCTION 4937.99 4.87 50.0 STM6-2 JUNCTION 4937.57 3.00 0.0 ST4-7-I-INLET JUNCTION 4931.53 5.45 0.0 STM-7-2-INLET JUNCTION 4931.37 5.64 0.0 OUTLET -STRUCTURE JUNCTION 4931.10 10.30 0.0 STMH2 JUNCTION 4930.22 4.67 0.0 STMH3 JUNCTION 4928.79 4.67 0.0 STMH4 JUNCTION 4927.67 5.53 0.0 Yea STMH5 JUNCTION 4925.43 7.18 0.0 STMH6 JUNCTION 4923.33 4.62 0.0 STMH7 JUNCTION 4922.28 5.83 0.0 STMHB JUNCTION 4921.08 4.12 0.0 EDELNEISS POND OUT&ALL 4928.00 3.00 0.0 STM-FES OUTFALL 4919.27 2.60 0.0 POND-B-1 STORAGE 4931.10 5.50 144000.0 POND-B-2 STORAGE 4933.50 4.00 22000.0 STM-2-1 STORAGE 4936.54 2.51 0.0 Link Summary ' Name ---------------------------------------------- From Node To Node - Type --_---- ---' Length ----------------------- 4Slope Roughness GT-S-1 DESIGN PT-2A STM-2-2-INLET CONDUIT 9.1 6.2706 0.0140 GT-S-2 DESIGN-PT-2B STM-2-3-INLET CONDUIT 9.1 15.8416 0.0140 COND-75 DESIGN PT 7-D STM-7-2-INLET CONDUIT 6.5 0.4651 0.0140 COND-76 DESIGN PT 7-C STM-7-I-INLET CONDUIT 5.0 7.4148 0.0140 CMM-77 DESIGN-PT-4-C STM-4-4-INLET CONDUIT 6.0 4.6358 0.0140 CMM-78 DESIGN PT 4-D STM-4-5-INLET CONDUIT 349.7 0.1773 0.0140 COND-79 DESIGN-PT-5-C STM-5-3-INLET CONDUIT 6.1 1.8092 0.0140 COND-80 DESIGN PT 5-B ST14-5-2-INLET CONDUIT 6.1 1.1513 0.0140 OLD -FARM -OF ST14-3-2-INLET ST4-3-I-INLET CONDUIT 70.0 0.1571 0.0300 P-1 OUTLET-STRUCTURESTMH2 CONDUIT 109.2 0.7141 0.0140 P-2 STMH2 STMH3 CONDUIT 267.2 0.4978 0.0140 P-3 STMH3 SM04 CONDUIT 223.3 0.2777 0.0140 P-4 STMH4 STMH5 CONDUIT 307.7 0.6955 0.0140 P-5 STMH5 STM86 CONDUIT 400.0 0.5000 0.0140 P-6 STMH6 STMH7 CONDUIT 190.0 0.5000 0.0140 P-7 STMH7 STMH8 CONDUIT 220.7 0.4985 0.0140 P-8 STMBB STM-FES CONDUIT 220.7 0.7750 0.0140 ' RD-COPPER-1 RD-C-1 RD-C-2 CONDUIT 154.5 0.2525 0.0150 RD-CROSS-D-1 RD-D-1 RD-D-2 CONDUIT 36.1 1.3285 0.0160 RD-CROSS-D-2 RD-D-2 DESIGN-PT-5-C CONDUIT 332.2 0.8399 0.0140 RD-KADEN-A-1 RD-A-1 RD-A-2 CONDUIT 28.8 1.2861 0.0180 RD-KADEN-A-2 RD-A-2 DESIGN PT-2A CONDUIT 142.5 0.4772 0.0140 RD-KADEN-C-1 RD-C-2 DESIGN PT 4-A CONDUIT 46.8 1.4731 0.0160 RD-KADEN-C-2 DESIGN PT 4-A DESIGN-PT-4-C CONDUIT 309.4 0.6691 0.0140 RD-KADEN-C-3 RD-C-4 DESIGN PT 4-D CONDUIT 349.7 0.5920 0.0140 ' RD-KETCH-2 JUNC-K-4 JUNC-K-5 CONDUIT 31.7 2.6166 0.0320 RD-OLDFARM DESIGN PT 3-E RD-C-1 CONDUIT 174.4 0.6709 0.0150 RD-TILD-B-1 RD-B-1 RD-B-2 CONDUIT 465.3 0.5695 0.0140 RD-TILD-B-2 RD-B-2 RD-B-3 CONDUIT 49.5 0.6266 0.0320 RD-TILD-B-3 RD-B-3 DESIGN PT 7-A CONDUIT 127.0 0.3466 0.0140 ' RD-TILD-B-4 DESIGN PT 7-A DESIGN PT 7-D CONDUIT 359.9 0.4862 0.0140 RD-TILD-B-5 RD-B-4 DESIGN PT 7-B CONDUIT 159.3 0.3703 0.0140 RD-TILD-B-6 DESIGN PT 7-B DESIGN PT 7-C CONDUIT 359.9 0.4863 0.0140 RD-TILD-11-7 ST14-7-I-INLET JUNC-K-4 CONDUIT 101.8 1.1291 0.0140 ' RD-TILD-B-8 STM-7-2-INLET JUNC-K-4 CONDUIT 128.7 0.9166 0.0140 SD-1-P-1 STM1-1 STM1-2 CONDUIT 68.0 0.3971 0.0150 SD-2-P-1 STM-2-1 STM-2-2-INLET CONDUIT 31.9 5.8362 0.0140 SD-2-P-2 STM-2-2-INLET ST4-2-3-INLET CONDUIT 29.7 0.5720 0.0150 SD-2-P-3 STM-2-3-INLET POND-B-1 CONDUIT 33.0 0.4242 0.0150 ' SD-3-P-1 STM-3-I-INLET STM-3-2-INLET CONDUIT 72.5 1.3379 0.0150 SD-4-OP-2 DESIGN PT 4-B STM-4-4-INLET CONDUIT 147.2 0.3940 0.0400 SD-4-P-1 STM-3-2-INLET STM-4-2-INLET CONDUIT 322.4 0.9522 0.0150 SD-4-P-2 STM-4-2-INLET ST14-4-4-INLET CONDUIT 143.0 0.3986 0.0150 ' SD-4-P-4 STM-4-4-INLET STM-4-5-INLET CONDUIT 36.0 0.6667 0.0150 ' StormMET-SWMM Page 3 Kechter Crossing Scenerio 1 -100-Year SD-4-P-5 STM-4-5-INLET POND-B-1 CONDUIT 60.0 0.3833 0.0150 SD-5-P-1 STM-5-I-INLET STM-5-2-INLET CONDUIT 15.4 0.4560 0.0150 SD-5-P-2 STM-5-2-INLET STM-5-3-INLET CONDUIT 36.0 0.3889 0.0150 SD-5-2-3 STM-5-3-INLET POND-B-2 CONDUIT 57.5 0.4000 0.0150 SD-6-P-1 STM6-I-INLET ST146-2 CONDUIT 85.0 0.4941 0.0150 SD-7-P-1 STM-7-I-INLET STM-7-2-INLET CONDUIT 40.3 0.3967 0.0150 SD-7-P-2 STM-7-2-INLET POND-B-1 CONDUIT 44.1 0.6121 0.0150 SD-9-B2-BI POND-B-2 POND-B-1 CONDUIT 34.0 1.4706 0.0150 SW-A-2 STM1-2 STK-2-1 CONDUIT 150.0 0.6800 0.6320 SWALE-A-1 DESIGN-PT-1-A STM1-2 CONDUIT 67.0 4.5821 0.0150 SWALE-E-1 DESIGN-PT-3-B STM-3-I-INLET CONDUIT 204.0 0.6912 0.0150 SWALE-E-2 DESIGN-PT-3-A STM-3-2-nMET CONDUIT 161.0 0.8137 0.0150 SW-E-1 DESIGN-PT-6-A DESIGN-PT-6-2 CONDUIT 247.5 1.2120 0.0350 SW-E-2 DESIGN-PT-6-B STM6-I-INLET CONDUIT 393.0 0.4809 0.0150 SW-E-3 STM6-2 JUNC-K-S CONDUIT 786.5 0.9625 0.0320 SW-E-4 JUNC-K-S JUNC-K-7 CONDUIT 406.3 0.0738 0.0320 SW-EDEL JUNC-K-7 EDELWEISS POND CONDUIT 977.7 0.1739 0.0320 SW-K-1 JUNC-K-6 JUNC-K-7 CONDUIT 493.4 0.1013 0.0320 SW-K-2 JUNC-K-5 JUNC-K-6 CONDUIT 630.0 0.6349 0.0320 ORF-HIGH POND-B-1 OUTLET-STRUCTUREORIFICE ORF-LOW POND-B-1 OUTLET-STRUCTUREORIFICE ORF-WQCV POND-B-1 OUTLET-STRUCTUREORIFICE P-B-I-OVRFLOW POND-B-1 JUNC-K-4 WEIR P-B-2-OVRFLOW POND-B-2 POND-2-1 WEIR SD-4-OF-1 DESIGN PT 4-B STM-4-2-INLET WEIR STM2-2WEIR DESIGN PT-2A DESIGN-PT-2B WEIR 3TM3-1-WEIR STM-3-I-INLET DESIGN PT 3-E WEIR STM3-2-WEIR STM-3-2-INLET DESIGN PT 3-E WEIR STM4-4-WEIR DESIGN-PT-4-C DESIGN PT 4-D WEIR ST14-4-5-WEIR STM-4-5-INLET POND-B-1 WEIR STM-5-2-WEIR DESIGN PT 5-B DESIGN-PT-5-C WEIR ST4-5-3-WEIR STM-5-3-INLET POND-B-2 WEIR ST147-2-WEIR DESIGN PT 7-D DESIGN PT 7-C WEIR 28 STM-5-I-INLET DESIGN PT 5-B WEIR t ttttttttt+ttttttttt+ Croce Section Summary +t++++tt+t++ttttt++tt Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Red. Width Barrels Flow --------------------------------------------------------------------------------------- GT-S-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 124.86 GT-S-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 198.45 CMM-75 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.00 COND-76 1/2-GUTTER 0.70 9.27 0.36 28.00 1 135.77 COND-77 1/2-GUTTER 0.70 9.27 0.36 28.00 1 107.35 COND-78 1/2-GUTTER 0.70 9.27 0.36 28.00 1 20.99 COND-79 1/2-GUTTER 0.70 9.27 0.36 28.00 1 67.07 COND-80 1/2-GUTTER 0.70 9.27 0.36 28.00 1 53.50 OLD -FARM -OF TRAPEZOIDAL 2.00 280.00 1.08 260.00 1 577.59 P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75 P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 14.82 P-3 CIRCULAR 2.00 3.14 0.50 2.00 1 11.07 P-4 CIRCULAR 2.50 4.91 0.63 2.50 1 31.76 P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-6 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-7 CIRCULAR 2.50 4.91 0.63 2.50 1 26.89 P-8 CIRCULAR 2.50 4.91 0.63 2.50 1 33.53 RD-COPPER-1 36-ROADWAY 1.80 105.66 1.11 100.00 1 564.10 RD-CROSS-D-1 TRAPEZOIDAL 1.00 50.50 0.50 100.50 1 341.64 RD-CROSS-D-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 45.70 RD-KADEN-A-1 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 302.73 RD-KADEN-A-2 1/2-GOTTER 0.70 9.27 0.36 28.00 1 34.44 RD-KADEN-C-1 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 1065.32 RD-KADEN-C-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 40.78 RD-KADEN-C-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 38.36 RD-KETCH-2 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 709.92 RD-OLDFARM 36-ROADWAY 1.80 105.66 1.11 100.00 1 919.61 StormNET--SWMM Page 4 ' Kechter Crossing Scenerio 1 -100-Year RD-TILD-S-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 37.63 RD-TILD-S-2 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 118.87 ' RD-TILD-S-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 29.35 RD-TILD-S-4 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-S-5 1/2-GUTTER 0.70 9.27 0.36 28.00 1 30.34 RD-TILD-11-6 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-S-7 1/2-GUTTER 0.70 9.27 0.36 28.00 1 52.98 RD-TILD-S-8 1/2-GUTTER 0.70 9.27 0.36 28.00 1 47.74 SD-1-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 5.74 SD-2-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 23.56 SD-2-P-2 CIRCULAR 1.50 1.77 0.38 1.50 2 6.89 SD-2-P-3 CIRCULAR 2.50 4.91 0.63 2.50 1 23.15 SD-3-P-1 HOAR ELLIPSE 1.17 1.73 0.36 1.92 2 9.96 SD-4-OP-2 TRAPEZOIDAL 1.50 16.50 0.95 17.00 1 37.18 SD-4-P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 19.13 SD-4-P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 12.38 SD-4-P-4 NORM ELLIPSE 1.58 3.18 0.48 2.50 1 15.88 SD-4-P-5 CIItCULAR 2.50 4.91 0.63 2.50 1 22.01 SD-5-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 6.15 SD-5-P-2 EORIZ ELLIPSE 1.17 1.73 0.36 1.92 2 5.37 ' SD-5-P-3 CIRCULAR 2.50 4.91 0.63 2.50 2 22.48 SD-6-P-1 EORIZ ELLIPSE 1.17 1.74 0.36 1.92 1 6.10 SD-7-P-1 CIRCULAR 1.50 1.77 0.38 1.50 2 .5.73 SD-7-P-2 CIRCULAR 2.00 3.14 0.50 2.00 2 15.34 SD-9-52-51 CIRCULAR 1.25 1.23 0.31 1.25 1 6.79 SW-A-2 TRAPEZOIDAL 2.00 17.00 1.00 16.50 1 65.12 SWALE-A-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 190.73 SWALE-E-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 74.08 SWALE-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 80.37 SW-E-1 TRAPEZOIDAL 1.50 9.75 0.76 12.50 1 37.87 SW-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 61.79 SW-E-3 TRAPEZOIDAL 3.00 390.00 1.56 250.00 1 2389.46 SW-E-4 TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 310.65 SW-EDEL TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 507.49 SW-K-1 TRAPEZOIDAL 3.00 64.50 1.55 41.00 1 127.66 SW-K-2 TRAPEZOIDAL 2.00 18.00 1.09 16.00 1 70.38 Transact Summary Transact 1/2-GUTTER Area: 0.0002 0.0007 0.0015 0.0027 0.0043 ' 0.0062 0.0085 0.0116 0.0158 0.0211 0.0275 0.0349 0.0433 0.0529 0.0635 0.0751 0.0878 0.1016 0.1165 0.1324 0.1493 0.1674 0.1865 0.2066 0.2278 0.2501 0.2735 0.2979 0.3234 0.3499 ' 0.3766 0.4034 0.4303 0.4573 0.4844 0.5116 0.5396 0.5687 0.5988 0.6300 0.6623 0.6956 0.7299 0.7653 0.8018 0.8393 0.8779 0.9175 0.9582 1.0000 ' Hrad: 0.0184 0.0368 0.0552 0.0736 0.0920 0.1105 0.1331 0.1551 0.1692 0.1810 0.1926 0.2045 0.2170 0.2300 0.2436 0.2576 0.2719 0.2866 0.3015 0.3166 0.3319 0.3473 0.3629 0.3786 0.3944 0.4103 0.4263 0.4423 0.4573 0.4778 0.5071 0.5369 0.5671 0.5977 0.6285 0.6603 0.6930 0.7239 0.7533 0.7812 0.8078 0.8331 0.8572 0.8803 0.9023 0.9235 0.9437 0.9632 0.9820 1.0000 Width: 0.0081 0.0163 0.0244 0.0325 0.0406 ' 0.0488 0.0621 0.0873 0.1124 0.1375 ' StonnNET-SWMM Page 5 Kechter Crossing Scenerio 1 -100-Year 0.1626 0.1878 0.2129 0.2380 0.2631 0.2883 0.3134 0.3385 0.3636 0.3888 0.4139 0.4390 0.4641 0.4893 0.5144 ; 0.5395 0.5646 0.5898 0.6157 0.6314 0.6334 0.6354 0.6374 0.6394 0.6414 j 0.6500 0.6750 0.7000 0.7250 0.7500 0.7750 0.8000 0.8250 0.8500 0.8750 0.9000 0.9250 0.9500 0.9750 ' 1.0000 Transact 36-ROADWAY Area: 0.0002 0.0008 0.0019 0.0040 0.0074 , 0.0120 0.0178 0.0249 0.0332 0.0428 0.0535 0.0654 0.0775 0.0898 0.1028 0.1170 0.1325 0.1492 0.1671 0.1863 0.2066 0.2274 0.2488 0.2706 0.2929 0.3156 0.3388 0.3624 0.3866 0.4111 , 0.4362 0.4617 0.4877 0.5141 0.5410 0.5684 0.5962 0.6245 0.6532 0.6824 0.7121 0.7422 0.7728 0.8039 0.8354 0.8674 0.8999 0.9328 0.9662 1.0000 , Brad: 0.0154 0.0307 0.0378 0.0455 0.0582 0.0724 0.0873 0.1025 0.1178 0.1333 0.1489 0.1717 0.2018 0.2295 0.2395 0.2505 0.2623 0.2747 0.2875 0.3008 , 0.3224 0.3534. 0.3836 0.4129 0.4416 0.4695 0.4968 0.5235 0.5496 0.5752 0.6002 0.6247 0.6488 0.6724 0.6955 0.7183 0.7406 0.7625 0.7841 ' 0.8053 0.8261 0.8466 0.8668 0.8867 0.9063 0.9256 0.9446 0.9633 0.9818 1.0000 Width: 0.0117 0.0234 0.0448 0.0810 0.1172 0.1534 0.1896 0.2257 0.2619 0.2981 0.3343 0.3546 0.3574 0.3640 0.4000 0.4360 0.4720 0.5080 0.5440 0.5800 0.6060 0.6196 0.6332 0.6468 0.6604 0.6740 0.6875 0.7011 0.7147 ' 0.7283 0.7419 0.7555 0.7691 0.7826 0.7962 0.8098 0.8234 0.8370 0.8506 0.8642 0.8777 0.8913 0.9049 0.9185 0.9321 0.9457 0.9592 0.9728 0.9864 1.0000 , Transact SWUM-E-1 Area: 0.0108 0.0217 0.0327 0.0437 0.0548 0.0659 0.0771 0.0884 0.0997 ' 0.1111 0.1226 0.1343 0.1468 0.1605 0.1749 0.1899 0.2055 0.2215 0.2380 0.2550 0.2725 0.2906 0.3091 0.3281 0.3477 0.3677 0.3883 0.4093 0.4309 0.4530 0.4755 0.4986 0.5222 0.5462 0.5708 0.5959 0.6215 0.6476 0.6742 0.7013 0.7289 0.7570 0.7856 0.8147 0.8443 0.8745 0.9051 0.9362 0.9679 1.0000 Brad: , 0.0384 0.0752 0.1106 0.1447 0.1775 0.2091 0.2396 0.2691 0.2976 0.3252 0.3519 0.3665 0.3738 0.3826 0.4001 0.4206 0.4410 0.4611 0.4811 ' 0.5010 0.5207 0.5391 0.5565 0.5738 0.5909 0.6080 0.6249 0.6418 0.6586 0.6753 0.6920 0.7086 0.7251 0.7416 0.7580 0.7744 0.7908 0.8070 0.8233 0.8395 0.8557 0.8718 0.8879 0.9040 0.9201 , 0.9361 0.9521 0.9681 0.9841 1.0000 Width: 0.3353 0.3372 0.3392 0.3411 0.3431 ' StonnNET--SWMM Page 6 ' ' Kechter Crossing Scenerio 1 -100-Year 0.3450 0.3469 0.3489 0.3508 0.3528 0.3547 0.3733 0.4044 0.4356 0.4556 0.4711 0.4867 0.5022 0.5178 0.5333 0.5489 0.5644 0.5800 0.5956 0.6111 0.6267 0.6422 0.6578 0.6733 0.6889 0.7044 0.7200 0.7356 0.7511 0.7667 0.7822 0.7978 0.8133 0.8299 0.8444 0.8600 0.8756 0.8911 0.9067 0.9222 0.9378 0.9533 0.9689 0.9844 1.0000 +++++#++++++#+*#****t****# Volume Depth Runoff Quantity Continuity acre-feet inches ---- ------- Total Precipitation ...... 9.246 3.669 Evaporation Lose 0.000 0.000 Infiltration Lose 3.043 1.207 Surface Runoff ........... 6.111 2.425 Final Surface Storage .... 0.093 0.037 ' Continuity Error (14) -0.012 ##+*************+##**#+*** Volume Volume Flow Routing Continuity acre-feet Mgallons ' +**+***#*++*+*+++*+t*#+*** Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 6.110 1.991 Groundwater Inflow ....... 0.000 0.000 RDII Inflow 0.000 0.000 External Inflow 0.744 0.242 External Outflow ......... 1.773 0.578 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 ' Initial Stored Voltune 0.000 0.000 Final Stored Volume ...... 5.052 1.646 Continuity Error (ir) ..... 0.423 Highest Continuity Errors Node JUNC-K-S (18.0794) ' Node JUNC-K-7 (6.428) Node STM6-2 (-3.75%) Node JUNC-K-6 (-1.44%) ' Node 3TME3 (1.03$) Time -Step Critical Elements #+*+###+###*+#+#*********## ' None Highest Flow Instability Indexes All links are stable. Routing Time Step Summary Minimum Time Step 0.25 sea ' Average Time Step 0.25 sea Maximum Time Step 0.25 sec Percent in Steady State 0.00 Average Iterations per Step 2.00 ' StormNET-SWII M Page 7 Kechter Crossing Scenerio 1 -100-Year +++++++++++++++++++++++++++ Subcatchment Runoff Summary +++++++++++++++++++++++++++ -------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in Mgal CPS -------------------------------------------------------------------------------------------- BASIN-A-1 3.669 0.000 0.000 1.622 2.034 0.014 1.289 0.554 BASIN-A-2 3.669 0.000 0.000 1.496 2.155 0.088 10.815 0.587 BASIN-A-3 3.669 0.000 0.000 0.504 3.099 0.096 10.567 0.845 BASIN-A-4 3.669 0.000 0.000 0.960 2.660 0.074 8.200 0.725 BASIN-A-5 3.669 0.000 0.000 1.258 2.377 0.050 4.629 0.648 BASIN-A-6 3.669 0.000 0.000 0.744 2.865 0.049 5.771 0.781 BASIN-A-7 3.669 0.000 0.000 0.410 3.181 0.013 1.465 0.867 BASIN-B-1 3.669 0.000 0.000 1.756 1.903 0.271 17.446 0.519 BASIN-B-2 3.669 0.000 0.000 1.751 1.905 0.097 5.329 0.519 BASIN-B-3 3.669 0.000 0.000 0.396 3.194 0.043 4.869 0.870 BASIN-B-4 3.669 0.000 0.000 0.256 3.327 0.023 2.573 0.907 BASIN-B-5 3.669 0.000 0.000 0.255 3.329 0.009 0.992 0.907 BASIN-B-6 3.669 0.000 0.000 0.525 3.072 0.041 4.696 0.837 BASIN-B-7 3.669 0.000 0.000 0.838 2.775 0.105 11.599 0.756 BASIN-B-8 3.669 0.000 0.000 0.256 3.328 0.032 3.465 0.907 BASIN-B-9 3.669 0.000 0.000 0.764 2.847 0.053 6.238 0.776 BASIN-C-1 3.669 0.000 0.000 0.722 2.886 0.020 2.401 0.787 BASIN-C-10 3.669 0.000 0.000 1.808 1.860 0.043 4.620 0.507 BASIN-C-11 3.669 0.000 0.000 1.093 2.532 0.100 9.054 0.690 BASIN-C-12 3.669 0.000 0.000 0.569 3.030 0.037 4.190 0.826 BASIN-C-13 3.669 0.000 0.000 1.509 2.142 0.018 2.270 0.584 BASIN-C-2 3.669 0.000 0.000 0.254 3.329 0.008 0.893 0.907 BASIN-C-3 3.669 0.000 0.000 1.078 2.548 0.048 5.084 0.695 BASIN-C-4 3.669 0.000 0.000 0.585 3.016 0.025 2.958 0.822 BASIN-C-5 3.669 0.000 0.000 1.008 2.613 0.047 4.377 0.712 BASIN-C-6 3.669 0.000 0.000 0.258 3.325 0.011 1.184 0.906 BASIN-C-7 3.669 0.000 0.000 0.470 3.123 0.031 3.467 0.851 BASIN-C-8 3.669 0.000 0.000 1.549 2.100 0.025 1.920 0.572 BASIN-C-9 3.669 0.000 0.000 1.704 1.958 0.014 1.486 0.534 BASIN-D-1 3.669 0.000 0.000 0.437 3.156 0.036 4.155 0.860 BASIN-D-2 3.669 0.000 0.000 0.980 2.640 0.092 9.305 0.719 BASIN-D-3 3.669 0.000 0.000 1.646 2.007 0.078 5.293 0.547 BASIN-D-4 3.669 0.000 0.000 0.652 2.952 0.035 4.126 0.805 BASIN-D-5 3.669 0.000 0.000 1.115 2.511 0.163 14.802 0.684 BASIN-E-1 3.669 0.060 0.000 0.255 3.328 0.015 1.685 0.907 BASIN-E-2 3.669 0.000 0.000 1.578 2.075 0.042 4.438 0.566 BASIN-E-3 3.669 0.000 0.000 1.749 1.919 0.005 0.780 0.523 BASIN-E-4 3.669 0.000 0.000 1.742 1.926 0.005 0.809 0.525 BASIN-R-1 3.669 0.000 0.000 1.313 2.334 0.033 4.278 0.636 -------------------------------------------------------------------------------------------- System 3.669 0.000 0.000 1.207 2.425 1.991 193.520 0.661 Node Depth Summary ++++++++++++++++++ Average Maximum Msrtmum Time of Max Depth Depth EGL Occurrence Node --------------------------------------------------------------------- Type Feet Feet Feet days hr:min DESIGN-PT-1-A JUNCTION 0.02 0.10 4943.73 0 00:40 DESIGN PT-2A JUNCTION 0.12 0.39 4939.24 0 00:40 DESIGN-PT-2E JUNCTION 0.06 0.27 4939.12 0 00:40 DESIGN-PT-3-A JUNCTION 0.03 0.18 4944.18 0 00:40 DESIGN-PT-3-B JUNCTION 0.04 0.22 4944.22 0 00:41 DESIGN PT 3-E JUNCTION 0.00 0.00 4943.71 0 00:00 DESIGN PT 4-A JUNCTION 0.17 0.52 4941.83 0 00:40 StOlMNET--SWMM Page 8 Kechter Crossing Scenerio 1 -100-Year DESIGN PT-2A JUNCTION 1.46 24.37 0 00:40 0.013 0.233 DESIGN-PT-2B JUNCTION 5.77 11.52 0 00:40 0.049 0.064 DESIGN-PT-3-A JUNCTION 1.49 1.49 0 00:40 0.014 0.014 DESIGN-PT-3-B JUNCTION 1.92 1.92 0 00:40 0.025 0.025 DESIGN PT 3-E JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN PT 4-A JUNCTION 0.00 17.27 0 00:40 0.000 0.189 DESIGN PT 4-B JUNCTION 4.62 4.62 0 00:40 0.043 0.043 DESIGN-PT-4-C JUNCTION 9.75 26.19 0 00:40 0.086 0.283 DESIGN PT 4-D JUNCTION 3.85 7.81 0 00:39 0.034 0.072 DESIGN PT 5-B JUNCTION 9.31 11.82 0 00:40 0.092 0.103 DESIGN-PT-5-C JUNCTION 0.00 18.24 0 00:40 0.000 0.198 DESIGN-PT-6-B JUNCTION 0.00 1.54 0 00:40 0.000 0.009 DESIGN PT 7-A JUNCTION 0.00 20.11 0 00:40 0.000 0.200 DESIGN PT 7-B JUNCTION 0.99 4.48 0 00:40 0.009 0.041 DESIGN PT 7-C JUNCTION 2.57 19.53 0 00:40 0.023 0.145 DESIGN PT 7-D JUNCTION 4.81 22.70 0 00:41 0.043 0.243 DESIGN-PT-6-A JUNCTION 1.59 1.59 0 00:40 0.009 0.009 JUNC-K-4 JUNCTION 0.00 0.00 0 00:00 0.000 0.000 JUNC-K-5 JUNCTION 0.00 0.00 0 00:00 0.000 0.000 JUNC-K-6 JUNCTION 4.28 4.28 0 00:40 0.033 0.033 JUNC-K-7 JUNCTION 0.00 2.58 0 01:01 0.000 0.090 JUNC-K-S JUNCTION 0.00 6.06 0 00:48 0.000 0.069 RD-A-1 JUNCTION 12.83 12.83 0 00:40 0.124 0.124 RD-A-2 JUNCTION 10.57 23.32 0 00:40 0.096 0.220 RD-B-1 JUNCTION 6.24 6.24 0 00:40 0.053 0.053 RD-B-2 JUNCTION 11.60 17.24 0 00:40 0.105 0.159 RD-B-3 JUNCTION 4.70 20.35 0 00:40 0.041 0.200 RD-B-4 JUNCTION 3.47 3.47 0 00:40 0.032 0.032 RD-C-1 JUNCTION 4.65 4.65 0 00:40 0.042 0.042 RD-C-2 JUNCTION 13.43 17.37 0 00:40 0.147 0.189 RD-C-4 JUNCTION 4.19 4.19 0 00:40 0.037 0.037 RD-D-1 JUNCTION 14.80 14.80 0 00:40 0.163 0.163 RD-D-2 JUNCTION 4.13 18.80 0 00:40 0.035 0.198 STM1-1 JUNCTION 0.00 0.06 0 00:39 0.000 0.000 STM1-2 JUNCTION 0.00 1.28 0 00:40 0.000 0.014 STM-2-2-INLET JUNCTION 0.00 22.10 0 00:41 0.000 0.320 STM-2-3-INLET JUNCTION 0.00 32.70 0 00:40 0.000 0.384 STM-3-I-INLET JUNCTION 0.00 1.81 0 00:41 0.000 0.025 STM-3-2-nMET JUNCTION 0.00 4.21 0 00:41 0.000 0.039 STM-4-2-INLET JUNCTION 0.00 7.51 0 00:43 0.000 0.083 STM-4-4-INLET JUNCTION 0.00 29.60 0 00:43 0.000 0.365 STM-4-5-INLET JUNCTION 0.00 34.38 0 00:41 0.000 0.426 STM-5-I-INLET JUNCTION 5.29 8.76 0 00:40 0.078 0.093 STM-5-2-INLET JUNCTION 0.00 17.02 0 00:40 0.000 0.181 STM-5-3-INLET JUNCTION 4.15 35.66 0 00:40 0.036 0.403 STM6-I-INLET JUNCTION 4.44 5.18 0 00:40 0.042 0.052 STM6-2 JUNCTION 1.69 6.72 0 00:40 0.015 0.067 STM-7-I-INLET JUNCTION 0.00 19.42 0 00:40 0.000 0.145 STM-7-2-INLET JUNCTION 0.00 28.26 0 00:41 0.000 0.306 OUTLET -STRUCTURE JUNCTION 0.00 3.25 0 02:47 0.000 0.265 STME2 JUNCTION 0.00 3.15 0 02:47 0.000 0.265 STME3 JUNCTION 0.00 3.15 0 02:47 0.000 0.263 STMS4 JUNCTION 3.50 6.64 0 02:25 0.242 0.503 STMH5 JUNCTION 0.00 6.64 0 02:25 0.000 0.500 STMH6 JUNCTION 0.00 6.64 0 02:25 0.000 0.498 STME7 JUNCTION 0.00 6.64 0 02:26 0.000 0.496 STMES JUNCTION 0.00 6.64 0 02:26 0.000 0.495 EDELWEISS POND OUTFALL 0.00 2.04 0 01:21 0.000 0.085 STM-PES OUTPALL 0.00 6.64 0 02:27 0.000 0.493 POND-B-1 STORAGE 17.45 115.73 0 00:40 0.271 1.769 POND-B-2 STORAGE 5.33 40.78 0 00:40 0.097 0.497 STM-2-1 STORAGE 10.82 11.53 0 00:40 0.088 0.102 Node Surcharge Summary •+#r�,rerr,rrrr,tr*err#•,t♦ Surcharging occurs when water rises above the top of the highest conduit. StonnNET-SMWM Page 10 Kechter Crossing Scenerio 1 -100-Year DESIGN PT 4-B JUNCTION 0.02 0.18 4940.18 0 00:40 DESIGN-PT-4-C JUNCTION 0.14 0.47 4939.71 0 00:40 DESIGN PT 4-D JUNCTION 0.18 0.47 4939.71 0 00:40 ' DESIGN PT 5-B JUNCTION 0.11 0.38 4938.48 0 00:40 DESIGN-PT-S-C JUNCTION 0.14 0.43 4938.53 0 00:40 DESIGN-PT-6-B JUNCTION 0.03 0.18 4943.18 0 M 42 DESIGN PT 7-A JUNCTION 0.17 0.59 4938.49 0 00:41 , DESIGN PT 7-B JUNCTION 0.11 0.35 4938.25 0 00:40 DESIGN PT 7-C JUNCTION 0.09 0.40 4936.55 0 00:40 DESIGN PT 7-D JUNCTION 0.17 0.44 4936.59 0 00Al DESIGN-PT-6-A JUNCTION 0.08 0.47 4946.47 0 00:40 JUNC-K-4 JUNCTION 0.00 0.00 4935.13 0 00:00 , JUNC-K-5 JUNCTION 0.00 0.00 4934.20 0 00:00 JUNC-K-6 JUNCTION 0.19 0.71 4930.91 0 00:47 JUNC-K-7 JUNCTION 0.16 0.29 4929.99 0 01:21 JUNC-K-S JUNCTION 0.22 0.39 4930.39 0 01:09 , RD-A-1 JUNCTION 0.07 0.30 4940.30 0 00:40 RD-A-2 JUNCTION 0.19 0.63 4940.16 0 00:40 RD-B-1 JUNCTION 0.11 0.38 4941.68 0 06:40 RD-B-2 JUNCTION 0.12 0.47 4939.12 0 00:40 RD-B-3 JUNCTION 0.18 0.62 4938.96 0 00:40 ' RD-B-4 JUNCTION 0.10 0.34 4938.83 0 00:39 RD-C-1 JUNCTION 0.12 0.33 4942.87 0 00:40 RD-C-2 JUNCTION 0.08 0.31 4942.41 0 00:40 RD-C-4 JUNCTION 0.10 0.33 4941.64 0 00:40 RD-D-1 JUNCTION 0.08 0.30 4941.77 0 00:40 RD-D-2 JUNCTION 0.16 0.52 4941.41 0 00:40 STM1-1 JUNCTION 0.01 0.19 4941.02 0 00:44 STM1-2 JUNCTION 0.12 0.46 4941.02 0 00:44 STM-2-2-INLET JUNCTION 0.79 2.88 4937.46 0 00:40 ' STM-2-3-INLET JUNCTION 1.61 2.83 4936.24 0 00:40 STM-3-I-INLET JUNCTION 0.06 0.26 4939.73 0 00:40 STM-3-2-INLET JUNCTION 0.14 1.37 4939.67 0 00:42 STM-4-2-INSET JUNCTION 0.44 4.42 4939.55 0 00:43 ' STM-4-4-INLET JUNCTION 0.97 4.78 4939.24 0 00:43 STM-4-5-Tur.FT JUNCTION 1.14 3.11 4937.23 0 00:41 STM-5-I-INLET JUNCTION 1.63 3.06 4637.06 0 00:40 STM-5-2-INLET JUNCTION 1.67 2.55 4936.48 0 00:40 ' STM-5-3-INLET JUNCTION 1.76 2.51 4936.30 0 01:17 STM6-I-INLET JUNCTION 0.16 0.85 4938.84 0 00:40 STM6-2 JUNCTION 0.05 0.26 4937.83 0 00:45 ST4-7-I-INLET JUNCTION 3.05 3.80 4935.33 0 02:46 STM-7-2-INLET JUNCTION 3.15 3.96 4935.33 0 02:46 , OUTLET -STRUCTURE JUNCTION 0.52 0.64 4931.74 0 02:47 STME2 JUNCTION 0.51 0.63 4930.85 0 02:47 STME3 JUNCTION 0.68 0.85 4929.64 0 02:49 STME4 JUNCTION 0.64 0.83 4928.50 0 02:25 , STUBS JUNCTION 0.67 0.87 4926.30 0 02:06 STMH6 JUNCTION 0.80 1.06 4924.39 0 02:26 STMH7 JUNCTION 0.70 0.93 4923.21 0 02:26 STUBS JUNCTION 0.59 0.79 4921.87 0 02:27 EDELWEISS POND OUT&ALL 0.16 0.29 4928.29 0 01:21 ' STM-FES OUTFALL 0.00 0.00 4919.27 0 00:00 POND-B-1 STORAGE 3.34 4.23 4935.33 0 02:47 POND-B-2 STORAGE 1.96 2.80 4936.30 0 01:17 STM-2-1 STORAGE 0.17 1.24 4937.78 0 00:44 , #+++++++++#++#++### Node Inflow Summary ' --------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow ' Inflow Inflow Inflow Occurrence Volume volume Node Type CPS CPS days hr:min Mgal Mgal DESIGN-PT-1-A JUNCTION 1.29 1.29 0 00:40 0.014 0.014 StormNET-SWMM Page 9 1 Kechter Crossing Scenerio 1 -100-Year --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node --------------------------------------------------------------------- Type Surcharged Feet Feet ' STM-4-2-INLET JUNCTION 0.21 2.323 0.311 +++++++++++++++++++++ Node Flooding Summary No nodes were flooded. Storage Volume Summary ++++++++++++++++++++++ Average Avg Maximum Max Time of Max Maximum Volume Pent Volume Pont Occurrence Outflow Storage Unit -------------------------------------------------------------------------------------- 1000 ft3 Full 1000 ft3 Full days hr:min CPS POND-B-1 1 153.197 45 208.127 61 0 02:47 3.15 POND-H-2 19.983 33 32.653 54 0 01:17 7.65 ST,-2-1 0.210 2 2.397 25 0 00:44 8.98 Outfall Loading Summary +++++++++++++++++++++++ ----------------------- Slow---------- Av-g- -----Max.-------Total----- Freq. Flow Flow Volume Outfall Node Pont. CFS CFS ,gal ---------------------------------------' 1 EDELWEISS POND 86.09 0.91 2.04 0.085 STM-FES --------------------------------------------------------- 87.26 5.25 6.64 0.493 System 86.67 6.16 7.83 0.578 ++++++++++++++++++++ Link Flow Summary ' ++++++++++++++++++++ ----------------------------------------------------------------------------- Maximmmim Time of Max Mavim..m [fax/ flax/ Slow Occurrence Velocity Full Full Link ---------------------------------------------- Type CFS days hr:min ft/sec Flow Depth GT-S-1 CHANNEL 18.51 --------------------------- 0 00:40 7.10 0.15 0.55 GT-S-2 CHANNEL 11.52 0 00:40 9.82 0.06 0.39 ' COND-75 CHANNEL 8.94 0 00:41 2.51 0.26 0.63 COND-76 CHANNEL 19.42 0 00:40 7.38 0.14 0.55 COND-77 CHANNEL 26.07 0 00:40 6.80 0.24 0.65 COND-78 CHANNEL 5.19 0 00:41 1.62 0.25 0.60 COND-79 CHANNEL 15.26 0 00:40 4.52 0.23 0.61 COND-80 CHANNEL 8.36 0 00:40 3.27 0.16 0.54 OLD -FARM -OF CONDUIT 0.00 0 00:00 0.00 0.00 0.00 P-1 CONDUIT 3.15 0 02:47 3.93 0.18 0.30 P-2 CONDUIT 3.15 0 02:47 3.28 0.21 0.34 ' P-3 CONDUIT 3.15 0 02:49 3.00 0.28 0.37 P-4 CONDUIT 6.64 0 02:25 4.91 0.21 0.32 P-5 CONDUIT 6.64 0 02:25 4.09 0.25 0.37 P-6 CONDUIT 6.64 0 02:26 3.85 0.25 0.38 ' P-7 CONDUIT 6.64 0 02:26 4.23 0.25 0.36 ' SfonnNET-SWMM Page 11 Kechter Crossing Scenerio 1 -100-Year P-8 CONDUIT 6.64 0 02:27 5.16 0.20 0.31 RD-COPPER-1 CHANNEL 4.03 0 00:40 1.39 0.01 0.17 RD-CROSS-D-1 CONDUIT 14.72 0 00:40 2.18 0.04 0.36 RD-CROSS-D-2 CHANNEL 18.24 0 00:40 4.32 0.40 0.68 RD-KADEN-A-1 CONDUIT 12.76 0 00:40 1.44 0.04 0.41 RD-HADEN-A-2 CHANNEL 23.01 0 00:40 4.77 0.67 0.73 RD-KADEN-C-1 CONDUIT 17.27 0 00:40 2.46 0.02 0.24 RD-KADEN-C-2 CHANNEL 16.76 0 00:40 3.65 0.41 0.71 RD-MEN-C-3 CHANNEL 3.93 0 00:40 1.40 0.10 0.57 RD-RETCH-2 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 RD-OLDFARM CHANNEL 0.00 0 00:00 0.00 0.00 0.09 RD-TILD-B-1 CHANNEL 5.70 0 00:40 1.76 0.15 0.60 RD-TILD-B-2 CONDUIT 16.05 0 00:40 1.06 0.14 0.54 RD-TILD-B-3 CHANNEL 20.11 0 00:40 3.01 0.68 0.86 RD-TILD-B-4 CHANNEL 19.42 0 00:41 3.94 0.56 0.74 RD-TILD-B-5 CHANNEL 3.49 0 00:40 1.75 0.11 0.49 RD-TILD-B-6 CHANNEL 4.13 0 00:40 1.83 0.12 0.53 RD-TILD-3-7 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 RD-TILD-B-B CHANNEL 0.00 0 00:00 0.00 0.00 0.00 SD-1-P-1 CONDUIT 0.06 0 00:39 0.38 0.01 0.22 SD-2-P-1 CONDUIT 8.98 0 00:47 5.47 0.38 0.91 SD-2-P-2 CONDUIT 22.21 0 00:41 6.28 1.61 1.00 SD-2-P-3 CONDUIT 32.70 0 00:40 7.09 1.41 0.89 SD-3-P-1 CONDUIT 1.83 0 00:40 2.90 0.09 0.61 SD-4-OF-2 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 SD-4-P-1 CONDUIT 4.36 0 00:47 2.32 0.23 0.84 SD-4-P-2 CONDUIT 8.72 0 00:47 2.78 0.70 1.00 SD-4-P-4 CONDUIT 29.54 0 00:43 9.28 1.86 1.00 SD-4-P-5 CONDUIT 34.37 0 00:41 7.40 1.56 0.90 SD-5-P-1 CONDUIT 8.67 0 00:40 4.91 1.41 1.00 SD-5-P-2 CONDUIT 16.97 0 00:40 4.91 1.58 1.00 SD-5-P-3 CONDUIT 35.62 0 00:40 5.15 0.79 1.00 SD-6-P-1 CONDUIT 5.19 0 00:40 6.86 0.85 0.45 SD-7-P-1 CONDUIT 19.33 0 00:41 5.47 1.69 1.00 SD-7-2-2 CONDUIT 28.09 0 00:41 4.50 0.92 1.00 SD-9-B2-B1 CONDUIT 7.65 0 00:54 6.36 1.13 1.00 SW-A-2 CONDUIT 1.07 0 00:44 1.46 0.02 0.19 SWALE-A-1 CHANNEL 1.28 0 00:40 1.69 0.01 0.16 SWALE-E-1 CHANNEL 1.81 0 00:41 2.69 0.02 0.13 SWALE-E-2 CHANNEL 1.40 0 00:40 2.58 0.02 0.10 SW-E-1 CONDUIT 1.54 0 00:40 2.95 0.04 0.21 SW-E-2 CHANNEL 1.11 0 00:42 2.11 0.02 0.10 SW-E-3 CONDUIT 6.06 0 00:48 1.84 0.00 0.09 SW-E-4 CONDUIT 1.43 0 01:13 0.48 0.00 0.11 SW-EDEL CONDUIT 2.04 0 01:21 0.64 0.00 0.10 SW-K-1 CONDUIT 1.68 0 00:51 0.85 0.01 0.14 SW-K-2 CONDUIT 0.00 0 00:00 0.00 0.00 0.18 ORF-BIGH ORIFICE 0.00 0 00:00 ORF-LOW ORIFICE 2.70 0 02:47 1.00 ORS-WQCV ORIFICE 0.45 0 02:46 1.00 P-B-I-OVRFLOW WEIR 0.00 0 00:00 0.00 P-B-2-OVRFLOW WEIR 0.00 0 00:00 0.00 SD-4-OF-1 WEIR 4.62 0 00:40 0.18 STM2-2WEIR WEIR 5.85 0 00:40 0.07 STM3-I-WEIR WEIR 0.00 0 00:00 0.00 STM3-2-WEIR WEIR 0.00 0 00:00 0.00 STM4-4-WEIR WEIR 1.81 0 00:42 0.04 STM-4-5-WEIR WEIR 0.00 0 00:00 0.00 STM-5-2-WEIR WEIR 2.88 0 00:40 0.05 STM-5-3-WEIR WEIR 0.00 0 00:00 0.00 STM7-2-WEIR WEIR 13.79 0 00:41 0.08 28 WEIR 3.46 0 00:40 0.15 Flow Classification 5ummk=y StonnNET--SWMM Page 12 Conduit GT-S-1 GT-S-2 COND-75 COND-76 COND-77 COND-78 CMM-79 COND-80 OLD -FARM -OF P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 RD-COPPER-1 RD-CROSS-D-1 RD-CROSS-D-2 PM-KADEN-A-1 RD-KADEN-A-2 RD-KADEN-C-1 PM-MEN-C-2 RD-KADEN-C-3 RD-KETCE-2 RD-OLDFARM RD-TILD-B-1 RD-TILD-B-2 RD-TILD-B-3 RD-TILD-B-4 RD-TILD-B-5 RD-TILD-B-6 RD-TILD-B-7 RD-TILD-B-8 SD-1-P-1 SD-2-P-1 SD-2-P-2 SD-2-P-3 SD-3-P-1 SD-4-OP-2 SD-4-P-1 SD-4-P-2 SD-4-P-4 SD-4-P-5 SD-5-P-1 SD-5-P-2 SD-5-P-3 SD-6-P-1 SD-7-P-1 SD-7-P-2 SD-9-B2-B1 SW-A-2 SWALE-A-1 SWALE-E-1 SWALE-E-2 SW-E-1 SW-E-2 SW-E-3 SW-E-4 SW-EDEL SW-K-1 SW-K-2 Kechter Crossing Scenerio 1 -100-Year Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub SUP UP Down Froude Flow - Length--- Dry Dry ------------------------------------------------------ Dry Crit Crit Crit Crit Number Change 1.00 0.03 0.00 0.00 0.00 0.00 0.00 0.97 2.35 0.0000 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 2.79 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.83 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 2.38 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 2.16 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.51 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 1.36 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.98 0.0000 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 0.81 0.0000 1.00 0.07 0.00 0.00 0.81 0.00 0.00 0.12 0.63 0.0000 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.54 0.0000 1.00 0.08 0.00 0.00 0.01 0.00 0.00 0.91 0.87 0.0000 1.00 0.09 0.00 0.00 0.70 0.00 0.00 0.22 0.69 0.0000 1.00 0.10 0.00 0.00 0.01 0.00 0.00 0.89 0.63 0.0000 1.00 0.11 0.00 0.00 0.00 0.00 0.00 0.89 0.69 0.0000 1.00 0.12 0.00 0.00 0.00 0.00 0.00 0.88 0.89 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.44 0.0000 1.00 0.04 0.00 0.00 0.44 0.03 0.00 0.48 0.68 0.0000 1.00 0.05 0.00 0.00 0.39 0.56 0.00 0.00 1.06 0.0000 1.00 0.04 0.00 0.00 0.52 0.00 0.00 0.43 0.39 0.0000 1.00 0.02 0.00 0.00 0.37 0.60 0.00 0.00 1.05 0.0000 1.00 0.05 0.00 0.00 0.40 0.09 0.00 0.47 0.71 0.0000 1.00 0.05 0.00 0.00 0.24 0.71 0.00 0.00 1.08 0.0000 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.27 0.0000 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 1.00 0.05 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 1.00 0.04 0.00 0.00 0.92 0.04 0.00 0.00 0.67 0.0000 1.00 0.04 0.00 0.00 0.96 0.00 0.00 0.00 0.16 0.0000 1.00 0.05 0.00 0.00 0.92 0.03 0.00 0.00 0.66 0.0000 1.00 0.05 0.01 0.00 0.85 0.10 0.00 0.00 0.70 0.0000 1.00 0.04 0.00 0.00 0.94 0.02 0.00 0.00 0.45 0.0000 1.00 0.05 0.00 0.00 0.56 0.39 0.00 0.00 0.81 0.0000 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 1.00 0.05 0.42 0.00 0.53 0.00 0.00 0.00 0.00 0.0000 1.00 0.05 0.00 0.00 0.94 0.00 0.00 0.01 0.33 0.0000 1.00 0.04 0.00 0.00 0.69 0.00 0.00 0.27 0.28 0.0001 1.00 0.05 0.00 0.00 0.76 0.00 0.00 0.19 0.19 0.0000 1.00 0.05 0.00 0.00 0.05 0.02 0.00 0.88 0.60 0.0000 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 1.00 0.05 0.00 0.00 0.80 0.00 0.00 0.15 0.38 0.0000 1.00 0.06 0.02 0.00 0.92 0.00 0.00 0.00 0.12 0.0000 1.00 0.05 0.00 0.00 0.88 0.04 0.00 0.03 0.27 0.0001 1.00 0.05 0.00 0.00 0.70 0.00 0.00 0.25 0.26 0.0001 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.09 0.0000 1.00 0.04 0.00 0.00 0.95 0.00 0.00 0.00 0.10 0.0001 1.00 0.04 0.00 0.00 0.83 0.00 0.00 0.12 0.11 0.0001 1.00 0.05 0.08 0.00 0.46 0.42 0.00 0.00 0.75 0.0000 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.09 0.0001 1.00 0.05 0.00 0.00 0.90 0.04 0.00 0.00 0.14 0.0001 1.00 0.05 0.00 0.00 0.78 0.01 0.00 0.17 0.55 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.31 0.0000 1.00 0.05 0.34 0.00 0.61 0.00 0.00 0.00 0.14 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.46 0.0000 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.38 0.0000 1.00 0.13 0.00 0.00 0.84 0.03 0.00 0.00 0.32 0.0000 1.00 0.14 0.00 0.00 0.00 0.00 0.00 0.86 0.30 0.0000 1.00 0.05 0.00 0.00 0.95 0.01 0.00 0.00 0.09 0.0000 1.00 0.06 0.02 0.00 0.91 0.00 0.00 0.00 0.15 0.0000 1.00 0.06 0.00 0.00 0.94 0.00 0.00 0.00 0.20 0.0000 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.12 0.0000 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 StonnNET--SWMM Page 13 Conduit Surcharge Summary ----------------------- Conduit SD-2-P-2 SD-2-P-3 SD-4-P-2 SD-4-P-4 SD-4-P-5 SD-5-P-1 SD-5-P-2 SD-5-P-3 SD-7-P-1 SD-7-P-2 SD-9-B2-B1 Kechter Crossing Scenerio 1 -100-Year -- --------------------------------------------------- Sours Hours --------- Hours Fall -------- Above Pull Capacity Both Ends Upstream Dnstream Normal Plow Limited ----------------------------------------------------- 0.09 0.09 0.09 0.47 0.09 0.01 0.01 0.01 0.17 0.01 0.22 0.22 0.22 0.01 0.01 0.32 0.32 0.32 0.25 0.32 0.01 0.01 0.01 0.21 0.01 2.38 2.38 2.38 0.15 0.32 3.40 3.40 3.40 0.34 0.27 0.29 0.29 0.29 0.16 0.01 3.38 3.38 3.38 0.29 0.22 3.31 3.31 3.31 0.19 0.09 3.08 3.08 3.08 0.62 1.58 Analysis begun on: Mon Jun 23 09:55:39 2008 Analysis ended on: Mon Jun 23 09:56:10 2008 Total elapsed time: 00:00:31 StormNET-SWMM Page 14 Analysis begun on: Mon Jun 23 09:55:39 2008 Analysis ended on: Mon Jun 23 09:56:10 2008 Total elapsed time: 00:00:31 StormNET-SWMM Page 14 Kechter Crossing Scenerio 2 - 2-Year EPA STORM WATER MANAGEMENT ------------------------------------------------------ MODEL - VERSION 5.0 (Build 5.0.013) ------- Kechter Crossing Scenario 2 - 2-Year Analysis Options ++++++++++++++++ Flow Units ............... CPS Infiltration Method HORTON ' Flow Routing Method . DYNWAVE .....• Starting Date . APR-23-2007 00:00:00 Ending Date .............. APR-23-2007 04:00:00 Antecedent Dry Days ...... 0.0 Report Time Step 00:01:00 Wet Time Step ......... . 00:00:30 Dry Time Step ............ 00:00:30 Routing Time Step ........ 0.25 sec Element Count +++++++++++++ Number of rain gages ...... 1 ' Number of subcatchments . 51 Number of nodes ........... 68 Number of links ........... 81 Number of pollutants 0 ' Number of land uses . 0 ...... ++++++++++++++++ ' Raingage Summary ++++++++++++++++ Data Interval Name Data Source Type hours G2kGE-1 2-YEAR INTENSITY 0.08 Subcatchment Summary ++++++++++++++++++++ Name Area Width %impery %Slope Rain Gage Outlet --------------------------------------------------------------------------------------------------' BASIN-901-1 2.09 274.19 9.00 1.5200 GAGE-1 DESIGN-PT-1-A ' BASIN-901-2 21.22 1015.00 10.00 1.0900 GAGE-1 STM-3-I-INLET BASIN-901-3 8.30 455.00 2.00 1.0000 GAGE-1 DESIGN-PT-3-A BASIN-901-4 10.55 460.00 2.00 1.0000 GAGE-1 DESIGN-PT-6-B BASIN-901-5 58.50 1756.00 2.00 1.0000 GAGE-1 JVNC-K-S ' BASIN-901-6 14.61 1072.83 10.00 1.0000 GAGE-1 JVNC-K-7 BASIN-A-1 0.25 205.00 14.00 1.5000 GAGE-1 DESIGN-PT-1-A BASIN-A-2 1.51 998.24 19.00 7.0000 GAGE-1 STM-2-1 BASIN-A-3 1.14 527.40 74.00 3.5000 GAGE-1 RD-A-2 BASIN-A-4 1.03 531.60 49.00 3.5000 GAGE-1 RD-A-1 ' BASIN-A-5 0.77 291.64 34.00 3.5000 GAGE-1 RD-A-1 BASIN-A-6 0.63 462.64 60.00 3.5000 GAGE-1 DESIGN-PT-2B BASIN-A-7 0.15 166.43 78.00 2.0000 GAGE-1 DESIGN PT-2A BASIN-B-1 5.24 1561.51 10.00 3.5000 GAGE-1 POND-B-1 ' BASIN-B-2 1.88 345.00 13.00 4.5000 GAGE-1 POND-B-2 BASIN-B-3 0.50 375.13 79.00 3.5000 GAGE-1 DESIGN PT 7-D BASIN-B-4 0.26 318.14 86.00 2.0000 GAGE-1 DESIGN PT 7-C BASIN-B-5 0.10 157.14 86.00 2.0000 GAGE-1 DESIGN PT 7-B BASIN-B-6 0.49 363.12 72.00 3.5000 GAGE-1 RD-B-3 ' BASIN-B-7 1.40 653.81 56.00 3.5000 GAGE-1 RD-B-2 BASIN-B-S 0.35 445.28 86.00 2.0000 GAGE-1 RD-B-4 BASIN-B-9 0.69 474.68 59.00 3.5000 GAGE-1 RD-B-1 ' BASIN-C-1 0.25 250.91 61.00 3.5000 GAGE-1 DESIGN-PT-4-C ' StonnNET--SWMM Page 1 Kechter Crossing Scenerio 2 - 2-Year BASIN-C-10 0.86 375.00 2.00 4.0000 GAGE-1 DESIGN PT 4-B BASIN-C-11 1.45 435.00 44.00 3.5000 GAGE-1 RD-C-2 BASIN-C-12 0.45 325.00 70.00 2.0000 GAGE-1 RD-C-4 BASIN-C-13 0.31 296.52 18.00 4.0000 GAGE-1 DESIGN-PT-4-C BASIN-C-2 0.09 156.47 86.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-3 0.70 430.29 43.00 2.0000 GAGE-1 DESIGN-PT-4-C BASIN-C-4 0.31 349.56 68.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-5 0.66 194.13 48.00 3.5000 GAGE-1 RD-C-2 BASIN-C-6 0.12 124.73 86.00 2.0000 GAGE-1 RD-C-1 BASIN-C-7 0.37 205.90 75.00 2.5000 GAGE-1 RD-C-1 BASIN-C-S 0.43 199.35 20.00 2.0000 GAGE-1 DESIGN-PT-3-B BASIN-C-9 0.26 375.00 8.00 1.0000 GAGE-1 DESIGN-PT-3-A BASIN-D-1 0.42 550.00 76.00 2.0000 GAGE-1 STM-5-3-INLET BASIN-D-2 1.28 572.37 49.00 2.5000 GAGE-1 DESIGN PT 5-B BASIN-D-3 1.43 560.50 16.00 2.0000 GAGE-1 STM-5-I-INLET BASIN-D-4 0.44 328.65 65.00 3.5000 GAGE-1 RD-D-2 BASIN-D-5 2.39 740.48 43.00 3.5000 GAGE-1 RD-D-1 BASIN-E-1 0.17 242.90 86.00 2.0000 GAGE-1 STM6-2 BASIN-E-2 0.75 408.64 16.00 5.0000 GAGE-1 STM6-I-INLET BASIN-E-3 0.09 235.58 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-E-4 0.09 316.42 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-K-1 0.52 657.72 25.00 2.0000 GAGE-1 JUNC-K-6 BASIN-K-10 0.14 163.26 35.00 3.5000 GAGE-1 JUNC-K-2 BASIN-K-11 0.44 435.79 35.00 3.5000 GAGE-1 JUNC-K-1 BASIN-K-4 0.47 525.31 33.00 2.0000 GAGE-1 JUNC-K-4 BASIN-K-5 0.27 206.62 33.00 2.0000 GAGE-1 JUNC-K-8 BASIN-K-6 0.20 345.36 25.00 2.0000 GAGE-1 JUNC-K-B BASIN-K-9 0.35 261.26 35.00 3.5000 GAGE-1 STM1-1 Node Summary Invert Max. Ponded External , Name ------------------------------------------------------------------------------ Type Elev. Depth Area Inflow DESIGN PT 3-E JUNCTION 4943.71 8.74 0.0 DESIGN PT 4-A JUNCTION 4941.31 6.00 ' 0.0 DESIGN PT 4-B JUNCTION 4940.00 3.00 200.0 DESIGN PT 4-D JUNCTION 4939.24 4.32 0.0 DESIGN PT 5-B JUNCTION 4938.10 5.33 0.0 DESIGN PT 7-A JUNCTION 4937.90 6.00 0.0 DESIGN PT 7-8 JUNCTION 4937.90 6.00 0.0 , DESIGN PT 7-C JUNCTION 4936.15 4.00 0.0 DESIGN PT 7-D JUNCTION 4936.15 4.00 0.0 DESIGN PT-2A JUNCTION 4938.85 4.00 0.0 DESIGN-PT-1-A JUNCTION 4943.63 4.00 ' 0.0 DESIGN-PT-2B JUNCTION 4938.85 4.00 0.0 DESIGN-PT-3-A JUNCTION 4944.00 4.00 0.0 DESIGN-PT-3-B JUNCTION 4944.00 4.00 0.0 DESIGN-PT-4-C JUNCTION 4939.24 4.32 0.0 DESIGN-PT-S-C JUNCTION 4938.10 4.00 ' 0.0 DESIGN-PT-6-A JUNCTION 4946.00 3.00 0.0 DESIGN-PT-6-B JUNCTION 4943.00 3.00 0.0 JUNC-K-1 JUNCTION 4946.10 6.00 0.0 JUNC-K-2 JUNCTION 4945.20 6.00 0.0 , JUNC-K-4 JUNCTION 4935.13 6.30 0.0 JUNC-K-S JUNCTION 4934.20 6.00 0.0 JUNC-K-6 JUNCTION 4930.20 6.00 0.0 JUNC-K-7 JUNCTION 4929.70 3.00 0.0 JUNC-K-B JUNCTION 4939.00 4.00 ' 0.0 JUNC-K-S JUNCTION 4930.00 6.00 0.0 OUTLET -STRUCTURE JUNCTION 4931.10 10.26 0.0 RD-A-1 JUNCTION 4940.00 6.00 0.0 RD-A-2 JUNCTION 4939.53 6.00 ' 0.0 RD-B-1 JUNCTION 4941.30 6.00 0.0 RD-B-2 JUNCTION 4938.65 6.00 0.0 RD-B-3 JUNCTION 4938.34 6.00 0.0 RD-B-4 JUNCTION 4938.49 6.00 0.0 ' StormNET--SWMM Page 2 ' ' Kechter Crossing Scenerio 2 - 2-Year RD-C-1 JUNCTION 4942.54 6.00 0.0 RD-C-2 JUNCTION 4942.10 6.00 0.0 ' RD-C-4 JUNCTION 4941.31 6.00 0.0 PM-D-1 JUNCTION 4941.47 6.00 0.0 RD-D-2 JUNCTION 4940.89 6.00 0.0 STM1-1 JUNCTION 4940.83 3.00 300.0 STM1-2 JUNCTION 4940.56 3.00 0.0 ST14-2-2-INLET JUNCTION 4934.58 4.40 50.0 STM-2-3-INLET JUNCTION 4933.41 5.00 50.0 STM-3-I-INLET JUNCTION 4939.47 8.74 300.0 STM-3-2-INLET JUNCTION 4938.30 7.91 800.0 ' STM-4-2-INLET JUNCTION 4935.13 4.74 150.0 STM-4-4-INLET JUNCTION 4934.46 7.46 0.0 STM-4-5-INLET JUNCTION 4934.12 9.46 0.0 STM-5-I-INLET JUNCTION 4934.00 5.33 100.0 STM-5-2-INLET JUNCTION 4933.93 4.80 0.0 ' STM-5-3-INLET JUNCTION 4933.79 6.81 0.0 STM6-I-INLET JUNCTION 4937.99 4.87 50.0 STM6-2 JUNCTION 4937.57 3.00 0.0 STM-7-I-INLET JUNCTION 4931.53 5.45 0.0 STM-7-2-INLET JUNCTION 4931.37 5.64 0.0 STMH2 JUNCTION 4930.22 4.67 0.0 STMH3 JUNCTION 4928.79 4.67 0.0 3TMH4 JUNCTION 4927.67 5.53 0.0 Yes STMHS JUNCTION 4925.43 7.18 0.0 STMH6 JUNCTION 4923.33 4.62 0.0 STMH7 JUNCTION 4922.28 5.83 0.0 STMH8 JUNCTION 4921.08 4.12 0.0 EDELWEISS POND OUTFALL 4928.00 3.00 0.0 ' STM-FES OUTFALL 4919.27 2.60 0.0 T-1 OUTFALL 4940.00 0.00 0.0 T-2 OUTFALL 4943.00 0.00 0.0 POND-B-1 STORAGE 4931.10 5.50 144000.0 POND-B-2 STORAGE 4933.50 4.00 22000.0 ' STM-2-1 STORAGE 4936.54 2.51 0.0 Link Summary s Name ------------------------------------------------------------------------------------------ From Node To Node Type Length %Slope Roughness COND-75 DESIGN PT 7-D STM-7-2-INLET CONDUIT 6.5 0.4651 0.0140 ' COND-76 DESIGN PT 7-C STM-7-I-INLET CONDUIT 5.0 7.4148 0.0140 COND-77 DESIGN-PT-4-C STM-4-4-INLET CONDUIT 6.0 4.6358 0.0140 COND-78 DESIGN PT 4-D ST14-4-5-INLET CONDUIT 349.7 0.1773 0.0140 COND-79 DESIGN-PT-5-C STM-5-3-INLET CONDUIT 6.1 1.8092 0.0140 ' COND-80 DESIGN PT 5-B STM-5-2-INLET CONDUIT 6.1 1.1513 0.0140 GT-S-1 DESIGN PT-2A 3TM-2-2-INLET CONDUIT 9.1 6.2706 0.0140 GT-S-2 DESIGN-PT-2B ST14-2-3-INLET CONDUIT 9.1 15.8416 0.0140 OLD -FARM -OF STM-3-2-INLET STM-3-I-INLET CONDUIT 70.0 0.1571 0.0300 P-1 OUTLET-STRUCTURESTMH2 CONDUIT 109.2 0.7141 0.0140 P-2 STMH2 STbM3 CONDUIT 267.2 0.4978 0.0140 P-3 STMH3 STMH4 CONDUIT 223.3 0.2777 0.0140 P-4 STM34 STMH5 CONDUIT 307.7 0.6955 0.0140 P-5 STME5 STMH6 CONDUIT 400.0 0.5000 0.0140 ' P-6 STMH6 STMH7 CONDUIT 190.0 0.5000 0.0140 P-7 STMH7 STMH8 CONDUIT 220.7 0.4985 0.0140 P-8 STMHB STM-FES CONDUIT 220.7 0.7750 0.0140 10-COPPE11-1 RD-C-1 RD-C-2 CONDUIT 154.5 0.2525 0.0150 ' RD-CROSS-D-1 RD-D-1 RD-D-2 CONDUIT 36.1 1.3285 0.0160 RD-CROSS-D-2 RD-D-2 DESIGN-PT-5-C CONDUIT 332.2 0.8399 0.0140 RD-RADEN-A-1 RD-A-1 RD-A-2 CONDUIT 28.8 1.2861 0.0180 RD-KADEN-A-2 RD-A-2 DESIGN PT-2A CONDUIT 142.5 0.4772 0.0140 RD-RADEN-C-1 RD-C-2 DESIGN PT 4-A CONDUIT 46.8 1.4731 0.0160 RD-AADEN-C-2 DESIGN PT 4-A DESIGN-PT-4-C CONDUIT 309.4 0.6691 0.0140 RD-HADEN-C-3 RD-C-4 DESIGN PT 4-D CONDUIT 349.7 0.5920 0.0140 RD-KETCH-1 JUNC-R-B JUNC-R-4 CONDUIT 527.0 0.7343 0.0140 ' RD-KETCH-2 JUNC-K-4 JUNC-K-5 CONDUIT 31.7 2.6166 0.0320 1 StormNET-SWMM Page 3 Kechter Crossing Scenerio 2 - 2-Year , RD-OLDFARM DESIGN PT 3-E RD-C-1 CONDUIT 174.4 0.6709 0.0150 RD-TILD-B-1 RD-B-1 RD-B-2 CONDUIT 465.3 0.5695 0.0140 RD-TILD-B-2 RD-B-2 RD-B-3 CONDUIT 49.5 0.6266 0.0320 ' RD-TILD-B-3 RD-B-3 DESIGN PT 7-A CONDUIT 127.0 0.3466 0.0140 RD-TILD-B-4 DESIGN PT 7-A DESIGN PT 7-D CONDUIT 359.9 0.4862 0.0140 RD-TILD-B-S RD-B-4 DESIGN PT 7-B CONDUIT 159.3 0.3703 0.0140 RD-TILD-B-6 DESIGN PT 7-B DESIGN PT 7-C CONDUIT 359.9 0.4863 0.0140 ' RD-TILD-B-7 STM-7-I-INLET JUNC-K-4 CONDUIT 101.8 1.1291 0.0140 RD-TILD-B-8 ST4-7-2-INLET JUNC-K-4 CONDUIT 128.7 0.9166 0.0140 SD-1-P-1 STM1-1 STM1-2 CONDUIT 68.0 0.3971 0.0150 SD-2-P-1 STM-2-1 ST14-2-2-INLET CONDUIT 31.9 5.8362 0.0140 SD-2-P-2 STM-2-2-INLET STM-2-3-INLET CONDUIT 29.7 0.5720 0.0150 ' SD-2-P-3 STM-2-3-INLET POND-B-1 CONDUIT 33.0 0.4242 0.0150 SD-3-P-1 STM-3-I-INLET ST14-3-2-INLET CONDUIT 72.5 1.3379 0.0150 SD-4-OF-2 DESIGN PT 4-B STM-4-4-INLET CONDUIT 147.2 0.3940 0.0400 SD-4-P-1 STM-3-2-INLET STM-4-2-INLET CONDUIT 322.4 0.9522 ' 0.0150 SD-4-P-2 STM-4-2-INLET STM-4-4-INLET CONDUIT 143.0 0.3986 0.0150 SD-4-P-4 STM-4-4-INLET STM-4-5-INLET CONDUIT 36.0 0.6667 0.0150 SD-4-P-5 STM-4-5-INLET POND-B-1 CONDUIT 60.0 0.3833 0.0150 SD-5-P-1 ST4-5-I-INLET STM-5-2-INLET CONDUIT 15.4 0.4560 ' 0.0150 SD-5-P-2 STM-5-2-INLET STM-5-3-INLET CONDUIT 36.0 0.3889 0.0150 SD-5-P-3 ST4-5-3-INLET POND-B-2 CONDUIT 57.5 0.4000 0.0150 SD-6-P-1 STM6-I-INLET STM6-2 CONDUIT 85.0 0.4941 0.0150 SD-7-P-1 STM-7-I-INLET ST14-7-2-INLET CONDUIT 40.3 0.3967 0.0150 SD-7-P-2 STM-7-2-INLET POND-B-1 CONDUIT 44.1 0.6121 0.0150 1 SD-9-B2-B1 POND-B-2 POND-B-1 CONDUIT 34.0 1.4706 0.0150 SW-A-2 STM1-2 STM-2-1 CONDUIT 150.0 0.6800 0.0320 SWALE-A-1 DESIGN-PT-1-A STM1-2 CONDUIT 67.0 4.5821 0.0150 SRTALE-E-1 DESIGN-PT-3-B STM-3-I-INLET CONDUIT 204.0 0.6912 ' 0.0150 SWALE-E-2 DESIGN-PT-3-A STM-3-2-INLET CONDUIT 161.0 0.8137 0.0150 SW-E-1 DESIGN-PT-6-A DESIGN-PT-6-B CONDUIT _ 247.5 1.2120 0.0350 SW-E-2 DESIGN-PT-6-B STM6-I-INLET CONDUIT 393.0 0.4809 0.0150 SW-E-3 STM6-2 JUNC-K-S CONDUIT 786.5 0.9625 0.0320 SW-E-4 JUNC-K-S JUNC-K-7 CONDUIT 406.3 0.0738 ' 0.0320 SW-EDEL JUNC-K-7 EDELWEISS POND CONDUIT 977.7 0.1739 0.0320 SW-K-1 JUNC-K-6 JUNC-K-7 CONDUIT 493.4 0.1013 0.0320 SW-K-2 JUNC-K-S JUNC-K-6 CONDUIT 630.0 0.6349 0.0320 SW-K-3 JUNC-K-2 STM1-1 CONDUIT 370.9 1.1781 ' 0.0320 SW-K-4 JUNC-K-1 JUNC-K-2 CONDUIT 160.9 0.5595 0.0320 ORE -HIGH POND-B-1 OUTLET-STRUCTUREORIFICE ORF-LOW POND-B-1 OUTLET-STRUCTUREORIFICE ORE-WQCV POND-B-1 OUTLET-STRUCTUREORIFICE 28 STM-5-I-INLET DESIGN PT 5-B WEIR , P-B-I-OVRFLOW POND-B-1 JUNC-K-4 WEIR P-B-2-OVRF7dOW POND-B-2 POND-B-1 WEIR SD-4-OF-1 DESIGN PT 4-B STM-4-2-INLET WEIR STM2-2WEIR DESIGN PT-2A DESIGN-PT-2B WEIR ' STM3-I-WEIR STM-3-I-INLET DESIGN PT 3-E WEIR STM3-2-WEIR STM-3-2-INLET DESIGN PT 3-E WEIR STM4-4-WEIR DESIGN-PT-4-C DESIGN PT 4-D WEIR STM-4-5-WEIR STM-4-5-INLET POND-B-1 WEIR STM-5-2-WEIR DESIGN PT 5-B DESIGN-PT-S-C WEIR ' STM-5-3-WEIR STM-5-3-INLET POND-B-2 WEIR STM7-2-WEIR DESIGN PT 7-D DESIGN PT 7-C WEIR Cross Section Summary +++++++++++++++++++++ Full Full Hyd. Max. No. of Full Conduit Area Red. Width Barrels ' Flow -------- ---------Shape---------------Depth COND-75 ---- 1/2-GUTTER --------------------------------------------- 0.70 9.27 0.36 28.00 1 34.00 COND-76 1/2-GUTTER 0.70 9.27 0.36 28.00 1 135.77 COND-77 1/2-GUTTER 0.70 9.27 0.36 28.00 1 107.35 , COND-78 1/2-GUTTER 0.70 9.27 0.36 28.00 1 20.99 COND-79 1/2-GUTTER 0.70 9.27 0.36 28.00 1 67.07 COND-80 1/2-GUTTER 0.70 9.27 0.36 28.00 1 53.50 GT-S-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 ' 124.86 StonnNET--SWMM Page 4 1 Kechter Crossing Scenerio 2 - 2-Year GT-S-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 198.45 OLD -FARM -OF TRAPEZOIDAL 2.00 280.00 1.08 260.00 1 577.59 P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75 P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 14.82 P-3 CIRCULAR 2.00 3.14 0.50 2.00 1 11.07 P-4 CIRCULAR 2.50 4.91 0.63 2.50 1 31.76 P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-6 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-7 CIRCULAR 2.50 4.91 0.63 2.50 1 26.89 P-8 CIRCULAR 2.50 4.91 0.63 2.50 1 33.53 RD-COPPER-1 36-ROADWAY 1.80 105.66 1.11 100.00 1 564.10 RD-CROSS-D-1 TRAPEZOIDAL 1.00 50.50 0.50 100.50 1 341.64 RD-CROSS-D-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 45.70 RD-RADEN-A-1 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 302.73 RD-RADEN-A-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.44 RD-RADEN-C-1 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 1065.32 RD-HADEN-C-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 40.78 RD-AADEN-C-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 38.36 RD-RETCH-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 42.73 RD-KETCH-2 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 709.92 RD-OLDFARM 36-ROADWAY 1.80 105.66 1.11 100.00 1 919.61 RD-TILD-B-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 37.63 RD-TILD-B-2 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 118.87 RD-TILD-B-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 29.35 RD-TILD-B-4 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-B-S 1/2-GUTTER 0.70 9.27 0.36 28.00 1 30.34 RD-TILD-B-6 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-B-7 1/2-GUTTER 0.70 9.27 0.36 28.00 1 52.98 RD-TILD-B-S 1/2-GUTTER 0.70 9.27 0.36 28.00 1 47.74 SD-1-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 5.74 SD-2-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 23.56 SD-2-P-2 CIRCULAR 1.50 1.77 0.35 1.50 2 6.89 SD-2-P-3 CIRCULAR 2.50 4.91 0.63 2.50 1 23.15 SD-3-P-1 HORIZ ELLIPSE 1.17 1.73 0.36 1.92 2 9.96 SD-4-OF-2 TRAPEZOIDAL 1.50 16.50 0.95 17.00 1 37.18 SD-4-P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 19.13 SD-4-P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 12.38 SD-4-P-4 HORIZ ELLIPSE 1.58 3.18 0.48 2.50 1 15.88 SD-4-P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 22.01 SD-5-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 6.15 SD-5-2-2 HORIZ ELLIPSE 1.17 1.73 0.36 1.92 2 5.37 SD-5-P-3 CIRCULAR 2.50 4.91 0.63 2.50 2 22.48 SD-6-P-1 HORIZ ELLIPSE 1.17 1.74 0.36 1.92 1 6.10 SD-7-P-1 CIRCULAR 1.50 1.77 0.38 1.50 2 5.73 SD-7-P-2 CIRCULAR 2.00 3.14 0.50 2.00 2 15.34 SD-9-B2-B1 CIRCULAR 1.25 1.23 0.31 1.25 1 6.79 SW-A-2 TRAPEZOIDAL 2.00 17.00 1.00 16.50 1 65.12 SCALE-A-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 190.73 SWALE-E-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 74.08 SWALE-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 80.37 SW-E-1 TRAPEZOIDAL 1.50 9.75 0.76 12.50 1 37.87 SW-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 61.79 SW-E-3 TRAPEZOIDAL 3.00 390.00 1.56 250.00 1 2389.46 SW-E-4 TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 310.65 SW-EDEL TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 507.49 SW-R-1 TRAPEZOIDAL 3.00 64.50 1.55 41.00 1 127.66 SW-R-2 TRAPEZOIDAL 2.00 18.00 1.09 16.00 1 70.38 SW-R-3 TRAPEZOIDAL 1.50 12.00 0.84 14.00 1 53.64 SW-R-4 TRAPEZOIDAL 1.50 12.00 0.84 14.00 1 36.96 ++++++++++++++++ Transact Summary ++++++++++++++++ Transect 1/2-GUTTER Area: 0.0002 0.0007 0.0015 0.0027 0.0043 StormNET--SWMM Page 5 Kechter Crossing Scenerio 2 - 2-Year , 0.0062 0.0085 0.0116 0.0158 0.0211 0.0275 0.0349 0.0433 0.0529 0.0635 0.0751 0.0878 0.1016 0.1165 0.1324 , 0.1493 0.1674 0.1865 0.2066 0.2278 0.2501 0.2735 0.2979 0.3234 0.3499 0.3766 0.4034 0.4303 0.4573 0.4844 0.5116 0.5396 0.5687 0.5988 0.6300 ' 0.6623 0.6956 0.7299 0.7653 0.8018 0.8393 0.8779 0.9175 0.9582 1.0000 Hrad: 0.0184 0.0368 0.0552 0.0736 0.0920 0.1105 0.1331 0.1551 0.1692 ' 0.1810 0.1926 0.2045 0.2170 0.2300 0.2436 0.2576 0.2719 0.2866 0.3015 0.3166 0.3319 0.3473 0.3629 0.3786 0.3944 0.4103 0.4263 0.4423 0.4573 0.4778 ' 0.5071 0.5369 0.5671 0.5977 0.6285 0.6603 0.6930 0.7239 0.7533 0.7812 0.8078 0.8331 0.8572 0.8803 0.9023 0.9235 0.9437 0.9632 0.9820 1.0000 Width: ' 0.0081 0.0163 0.0244 0.0325 0.0406 0.0488 0.0621 0.0873 0.1124 0.1375 0.1626 0.1878 0.2129 0.2380 0.2631 0.2883 0.3134 0.3385 0.3636 ' 0.3888 0.4139 0.4390 0.4641 0.4893 0.5144 0.5395 0.5646 0.5898 0.6157 0.6314 0.6334 0.6354 0.6374 0.6394 0.6414 0.6500 0.6750 0.7000 0.7250 0.7500 0.7750 0.8000 0.8250 0.8500 ' 0.8750 0.9000 0.9250 0.9500 0.9750 1.0000 Transact 36-ROADWAY Area: ' 0.0002 0.0008 0.0019 0.0040 0.0074 0.0120 0.0178 0.0249 0.0332 0.0428 0.0535 0.0654 0.0775 0.0898 0.1028 0.1170 0.1325 0.1492 0.1671 0.1863 0.2066 0.2274 0.2488 0.2706 ' 0.2929 0.3156 0.3388 0.3624 0.3866 0.4111 0.4362 0.4617 0.4877 0.5141 0.5410 0.5684 0.5962 0.6245 0.6532 0.6824 0.7121 0.7422 0.7728 0.8039 ' 0.8354 0.8674 0.8999 0.9328 0.9662 1.0000 Hrad: 0.0154 0.0307 0.0378 0.0455 0.0582 0.0724 0.0873 0.1025 0.1178 0.1333 0.1489 0.1717 0.2018 0.2295 0.2395 , 0.2505 0.2623 0.2747 0.2875 0.3008 0.3224 0.3534 0.3836 0.4129 0.4416 0.4695 0.4968 0.5235 0.5496 0.5752 0.6002 0.6247 0.6488 0.6724 ' 0.6955 0.7183 0.7406 0.7625 0.7841 0.8053 0.8261 0.8466 0.8668 0.8867 0.9063 0.9256 0.9446 0.9633 0.9818 1.0000 Width: 0.0117 0.0234 0.0448 0.0810 0.1172 t 0.1534 0.1896 0.2257 0.2619 0.2981 0.3343 0.3546 0.3574 0.3640 0.4000 0.4360 0.4720 0.5080 0.5440 0.5800 0.6060 0.6196 0.6332 0.6468 ' 0.6604 0.6740 0.6875 0.7011 0.7147 0.7283 0.7419 0.7555 0.7691 0.7826 0.7962 0.8098 0.8234 0.8370 0.8506 0.8642 0.8777 0.8913 0.9049 0.9185 0.9321 0.9457 0.9592 0.9728 0.9864 1.0000 , Transact SWALE-E-1 Area: ' StonnNET-SWMM Page 6 ' Kechter Crossing Scenerio 2 - 2-Year 0.0108 0.0217 0.0327 0.0437 0.0548 0.0659 0.0771 0.0884 0.0997 0.1111 0.1226 0.1343 0.1468 0.1605 0.1749 ' 0.1899 0.2055 0.2215 0.2380 0.2550 0.2725 0.2906 0.3091 0.3281 0.3477 0.3677 0.3883 0.4093 0.4309 0.4530 0.4755 0.4986 0.5222 0.5462 0.5708 0.5959 0.6215 0.6476 0.6742 0.7013 0.7289 0.7570 0.7856 0.8147 0.8443 0.8745 0.9051 0.9362 0.9679 1.0000 Brad: 0.0384 0.0752 0.1106 0.1447 0.1775 ' 0.2091 0.2396 0.2691 0.2976 0.3252 0.3519 0.3665 0.3738 0.3826 0.4001 0.4206 0.4410 0.4611 0.4811 0.5010 0.5207 0.5391 0.5565 0.5738 0.5909 0.6080 0.6249 0.6418 0.6586 0.6753 0.6920 0.7086 0.7251 0.7416 0.7580 0.7744 0.7908 0.8070 0.8233 0.8395 0.8557 0.8718 0.8879 0.9040 0.9201 0.9361 0.9521 0.9681 0.9841 1.0000 ' Width: 0.3353 0.3372 0.3392 0.3411 0.3431 0.3450 0.3469 0.3489 0.3508 0.3528 0.3547 0.3733 0.4044 0.4356 0.4556 ' 0.4711 0.4867 0.5022 0.5178 0.5333 0.5489 0.5644 0.5800 0.5956 0.6111 0.6267 0.6422 0.6578 0.6733 0.6889 0.7044 0.7200 0.7356 0.7511 0.7667 ' 0.7822 0.7978 0.8133 0.8289 0.8444 0.8600 0.8756 0.8911 0.9067 0.9222 0.9378 0.9533 0.9689 0.9844 1.0000 ++++++++++++++++++++++++++ Volume Depth Runoff Quantity Continuity acre-feet inches ++++++++++++++++++++++++++ --------- ------- Total Precipitation...... 12.016 0.978 ' Evaporation Loss 0.000 0.000 Infiltration Loss . 10.915 0.889 Surface Runoff ........... 0.957 0.078 Final Surface Storage .... 0.144 0.012 ' Continuity Error ($) ..... 0.003 ++++++++++++++++++++++++++ Volume Volume Flow Routing Continuity acre-feet Mgallons ' ++++++++++++++++++++++++++ Dry Weather Inflow 0.000 0.000 Wet Weather Inflow ....... 0.956 0.311 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow 0.641 0.209 External Outflow ......... 0.917 0.299 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 ' Initial Stored Volume 0.000 0.000 Final Stored Volume 0.669 0.218 Continuity Error (%) ..... 0.669 +++++++++++++++++++++++++ Highest Continuity Errors +++++++++++++++++++++++++ Node JUNC-K-S (21.80%) Node JUNC-K-7 (5.12%) Node JUNC-K-6 (3.828) Node STM-7-I-INLET (3.74%) Node STM-7-2-INLET (2.79%) StormNET--SWMM Page 7 Kechter Crossing Scenerio 2 - 2-Year +++++# #+++++++#++++++++++++ Time -Step Critical Elements None Highest Flow Instability Indexes All links are stable. Routing Time Step Summary Min+m„m Time Step 0.25 sec Average Time Step 0.25 sec Maximum Time Step 0.25 sec Percent in Steady State 0.00 Average Iterations per Step 2.00 Subcatchment Runoff Summary --------------- Total Total Precip Runon Subcatchment in in --------------------------------------' BASIN-901-1 0.978 0.000 BASIN-901-2 0.978 0.000 BASIN-901-3 0.978 0.000 BASIN-901-4 0.978 0.000 BASIN-901-5 0.978 0.000 BASIN-901-6 0.978 0.000 BASIN-A-1 0.978 0.000 BASIN-A-2 0.978 0.000 BASIN-A-3 0.978 0.000 BASIN-A-4 0.978 0.000 BASIN-A-5 0.978 0.000 BASIN-A-6 0.978 0.000 BASIN-A-7 0.978 0.000 BASIN-B-1 0.978 0.000 BASIN-B-2 0.978 0.000 BASIN-B-3 0.978 0.000 BASIN-B-4 0.978 0.000 BASIN-B-5 0.978 0.000 BASIN-B-6 0.978 0.000 BASIN-B-7 0.978 0.000 BASIN-B-8 0.978 0.000 BASIN-B-9 0.978 0.000 BASIN-C-1 0.978 0.000 BASIN-C-10 0.978 0.000 BASIN-C-11 0.978 0.000 BASIN-C-12 0.978 0.000 BASIN-C-13 0.978 0.000 BASIN-C-2 0.978 0.000 BASIN-C-3 0.978 0.000 BASIN-C-4 0.978 0.000 BASIN-C-5 0.978 0.000 BASIN-C-6 0.978 0.000 BASIN-C-7 0.978 0.000 BASIN-C-S 0.978 0.000 BASIN-C-9 0.978 0.000 BASIN-D-1 0.978 0.000 -------------------------------------------------- Total Total Total Total Peak Runoff Evap Infil Runoff Runoff Runoff Coeff in in in Mgal CPS -------------------------------------------------- 0.000 0.890 0.079 0.004 0.524 0.081 0.000 0.881 0.087 0.050 4.860 0.089 0.000 0.959 0.018 0.004 0.471 0.018 0.000 0.959 0.018 0.005 0.594 0.018 0.000 0.959 0.018 0.028 3.222 0.018 0.000 0.881 0.088 0.035 3.668 0.090 0.000 0.927 0.037 0.000 0.030 0.038 0.000 0.911 0.048 0.002 0.239 0.049 0.000 0.420 0.491 0.015 1.364 0.501 0.000 0.649 0.279 0.008 0.919 0.286 0.000 0.747 0.197 0.004 0.486 0.201 0.000 0.558 0.360 0.006 0.725 0.368 0.000 0.334 0.565 0.002 0.247 0.578 0.000 0.924 0.044 0.006 0.752 0.045 0.000 0.908 0.057 0.003 0.348 0.058 0.000 0.334 0.565 0.008 0.858 0.577 0.000 0.200 0.692 0.005 0.565 0.707 0.000 0.199 0.692 0.002 0.219 0.708 0.000 0.421 0.484 0.006 0.656 0.495 0.000 0.629 0.292 0.011 1.256 0.299 0.000 0.200 0.692 0.007 0.762 0.707 0.000 0.562 0.357 0.007 0.791 0.365 0.000 0.558 0.359 0.002 0.278 0.367 0.000 0.976 0.000 0.000 0.000 0.000 0.000 0.737 0.197 0.008 0.883 0.201 0.000 0.456 0.452 0.006 0.546 0.462 0.000 0.916 0.044 0.000 0.045 0.045 0.000 0.199 0.693 0.002 0.198 0.708 0.000 0.697 0.238 0.005 0.532 0.243 0.000 0.403 0.507 0.004 0.506 0.518 0.000 0.660 0.269 0.005 0.544 0.275 0.000 0.206 0.685 0.002 0.250 0.700 0.000 0.365 0.537 0.005 0.590 0.549 0.000 0.905 0.053 0.001 0.074 0.054 0.000 0.953 0.018 0.000 0.015 0.018 0.000 0.321 0.580 0.007 0.795 0.593 StoimNET--SWMM Page 8 Kechter Crossing Scenerio 2 - 2-Year BASIN-D-2 0.978 0.000 0.000 0.688 0.241 0.008 0.963 0.246 BASIN-D-3 0.978 0.000 0.000 0.923 0.039 0.002 0.183 0.040 BASIN-D-4 0.978 0.000 0.000 0.504 0.409 0.005 0.547 0.418 BASIN-D-5 0.978 0.000 0.000 0.773 0.162 0.011 1.206 0.166 BASIN-E-1 0.978 0.000 0.000 0.199 0.692 0.003 0.372 0.707 BASIN-E-2 0.978 0.000 0.000 0.962 0.000 0.000 0.000 0.000 BASIN-E-3 0.978 0.000 0.000 0.974 0.000 0.000 0.000 0.000 BASIN-E-4 0.978 0.000 0.000 0.973 0.000 0.000 0.000 0.000 BASIN-K-1 0.978 0.000 0.000 0.734 0.222 0.003 0.373 0.227 BASIN-K-10 0.978 0.000 0.000 0.636 0.311 0.001 0.141 0.317 BASIN-K-11 0.978 0.000 0.000 0.636 0.311 0.004 0.442 0.317 BASIN-K-4 0.978 0.000 0.000 0.655 0.293 0.004 0.445 0.299 BASIN-K-5 0.978 0.000 0.000 0.655 0.293 0.002 0.254 0.299 BASIN-K-6 0.978 0.000 0.000 0.734 0.222 0.001 0.144 0.227 BASIN-K-9 -------------------------------------------------------------------------------------------- 0.978 0.000 0.000 0.636 0.311 0.003 0.351 0.317 System 0.978 0.000 0.000 0.889 0.078 0.312 34.233 0.080 Node Depth Summary -------------------------------------- Average Maximum Maximum Time of Max Depth Depth EGL Occurrence Node --------------------------------- Type Feet ----------------------------------- Feet Feet days hr:min DESIGN PT 3-E JUNCTION 0.00 0.00 4943.71 0 00:00 DESIGN PT 4-A JUNCTION 0.09 0.26 4941.57 0 00:40 DESIGN PT 4-B JUNCTION 0.00 0.00 4940.00 0 00:00 DESIGN PT 4-1) JUNCTION 0.11 0.25 4939.49 0 00:45 DESIGN PT 5-B JUNCTION 0.05 0.21 4938.31 0 00:40 DESIGN PT 7-A JUNCTION 0.09 0.28 4938.18 0 00:43 DESIGN PT 7-B JUNCTION 0.07 0.22 4938.12 0 00:41 DESIGN PT 7-C JUNCTION 0.05 0.16 4936.31 0 00:40 DESIGN PT 7-D JUNCTION 0.11 0.33 4936.48 0 00:43 DESIGN PT-2A JUNCTION 0.06 0.21 4939.06 0 00:40 DESIGN-PT-1-A JUNCTION 0.01 0.06 4943.69 0 00:40 DESIGN-PT-2B JUNCTION 0.03 0.12 4938.97 0 00:40 DESIGN-PT-3-A JUNCTION 0.01 0.09 4944.09 0 00:40 DESIGN-PT-3-B JUNCTION 0.01 0.03 4944.03 0 00:40 DESIGN-PT-4-C JUNCTION 0.07 0.21 4939.45 0 00:40 DESIGN-PT-S-C JUNCTION 0.07 0.23 4938.33 0 00:41 DESIGN-PT-6-A JUNCTION 0.00 0.00 4946.00 0 00:00 DESIGN-PT-6-B JUNCTION 0.02 0.11 4943.11 0 00:40 JUNC-K-1 JUNCTION 0.03 0.20 4946.30 0 00:39 JUNC-K-2 JUNCTION 0.03 0.15 4945.35 0 00:41 JUNC-K-4 JUNCTION 0.03 0.11 4935.24 0 00:40 JUNC-K-5 JUNCTION 0.04 0.22 4934.42 0 00:42 JUNC-K-6 JUNCTION 0.09 0.26 4930.46 0 00:51 JUNC-K-7 JUNCTION 0.14 0.28 4929.98 0 00:55 JUNC-K-B JUNCTION 0.05 0.16 4939.16 0 00:40 JUNC-K-S JUNCTION 0.16 0.25 4930.25 0 01:04 OUTLET -STRUCTURE JUNCTION 0.15 0.18 4931.28 0 02:41 RD-A-1 JUNCTION 0.03 0.13 4940.13 0 00:40 RD-A-2 JUNCTION 0.10 0.32 4939.85 0 00:40 RD-B-1 JUNCTION 0.06 0.19 4941.49 0 00:40 RD-B-2 JUNCTION 0.05 0.20 4938.85 0 00:40 RD-B-3 JUNCTION 0.09 0.31 4938.65 0 00:40 RD-B-4 JUNCTION 0.06 0.21 4938.70 0 00:40 RD-C-1 JUNCTION 0.07 0.20 4942.74 0 00:41 RD-C-2 JUNCTION 0.03 0.13 4942.23 0 00:40 RD-C-4 JUNCTION 0.05 0.17 4941.48 0 00:40 RD-D-1 JUNCTION 0.03 0.12 4941.59 0 00:40 RD-D-2 JUNCTION 0.07 0.24 4941.13 0 00:40 STM1-1 JUNCTION 0.08 0.33 4941.16 0 00:42 STM1-2 JUNCTION 0.13 0.43 4940.99 0 00:42 STM-2-2-INLET JUNCTION 0.15 0.68 4935.26 0 00:40 SformNET--SWMM Page 9 Kechter Crossing Scenerio 2 - 2-Year STM-2-3-INLET JUNCTION 0.20 0.85 4934.26 0 00:40 STM-3-I-INLET JUNCTION 0.10 0.46 4939.93 0 00:40 STM-3-2-INLET JUNCTION 0.16 0.73 4939.03 0 00:40 STM-4-2-INLET JUNCTION 0.23 1.01 4936.14 0 00:41 STM-4-4-INLET JUNCTION 0.21 1.06 4935.52 0 00:41 STM-4-5-INLET JUNCTION 0.28 1.20 4935.32 0 00:41 STM-5-I-INLET JUNCTION 0.04 0.33 4934.33 0 00:40 STM-5-2-INLET JUNCTION 0.06 0.40 4934.33 0 00:40 STM-5-3-INLET JUNCTION 0.10 0.51 4934.30 0 00:40 STM6-I-INLET JUNCTION 0.06 0.28 4938.27 0 00:40 STM6-2 JUNCTION 0.02 0.05 4937.62 0 00:49 STM-7-I-INLET JUNCTION 0.84 1.09 4932.62 0 02:41 STM-7-2-INLET JUNCTION 0.97 1.25 4932.62 0 02:40 3TME2 JUNCTION 0.16 0.20 4930.42 0 02:43 STME3 JUNCTION 0.20 0.25 4929.04 0 02:45 STME4 JUNCTION 0.42 0.58 4928.25 0 02:15 STME5 JUNCTION 0.45 0.64 4926.07 0 02:02 STME6 JUNCTION 0.50 0.72 4924.05 0 02:15 3TMH7 JUNCTION 0.46 0.65 4922.93 0 02:16 STMEB JUNCTION 0.39 0.56 4921.64 0 02:16 EDELWEISS POND OUTFALL 0.14 0.28 4928.28 0 00:55 STM-FES OUTFALL 0.00 0.00 4919.27 0 00:00 T-1 OUTFALL 0.00 0.00 4940.00 0 00:00 T-2 OUTFALL 0.00 0.00 4943.00 0 00:00 POND-B-1 STORAGE 1.18 1.52 4932.62 0 02:40 POND-B-2 STORAGE 0.17 0.46 4933.96 0 00:51 STM-2-1 STORAGE 0.06 0.21 4936.75 0 00:45 +++++++++++++++++++ Node Inflow Summary --------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Lnflow Inflow Inflow Inflow Occurrence Volume Volume Node --------------------------------------------------------------------------------- Type CFS CFS days hr:min Mgal Mgal DESIGN PT 3-E JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN PT 4-A JUNCTION 0.00 1.99 0 00:40 0.000 0.020 DESIGN PT 4-B JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN PT 4-D JUNCTION 0.70 1.18 0 00:40 0.006 0.012 DESIGN PT 5-B JUNCTION 0.96 0.96 0 00:40 0.008 0.008 DESIGN PT 7-A JUNCTION 0.00 2.30 0 00:41 0.000 0.024 DESIGN PT 7-B JUNCTION 0.22 0.97 0 00:40 0.002 0.008 DESIGN PT 7-C JUNCTION 0.56 1.33 0 00:40 0.005 0.014 DESIGN PT 7-D JUNCTION 0.86 2.75 0 00:42 0.008 0.032 DESIGN PT-2A JUNCTION 0.25 2.89 0 00:40 0.002 0.029 DESIGN-PT-1-A JUNCTION 0.55 0.55 0 00:40 0.005 0.005 DESIGN-PT-2B JUNCTION 0.73 0.73 0 00:40 0.006 0.006 DESIGN-PT-3-A JUNCTION 0.49 0.49 0 00:40 0.004 0.004 DESIGN-PT-3-B JUNCTION 0.07 0.07 0 00:40 0.001 0.001 DESIGN-PT-4-C JUNCTION 0.86 2.59 0 00:40 0.007 0.027 DESIGN-PT-5-C JUNCTION 0.00 1.67 0 00:40 0.000 0.015 DESIGN-PT-6-A JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN-PT-6-B JUNCTION 0.59 0.59 0 00:40 0.005 0.005 JUNC-K-1 JUNCTION 0.44 0.44 0 00:40 0.004 0.004 JUNC-K-2 JUNCTION 0.14 0.59 0 00:40 0.001 0.005 JUNC-K-4 JUNCTION 0.44 0.79 0 00:40 0.004 0.007 JUNC-K-5 JUNCTION 0.00 0.79 0 00:40 0.000 0.007 JUNC-K-6 JUNCTION 0.37 0.86 0 00:40 0.003 0.010 JUNC-K-7 JUNCTION 3.67 4.04 0 00:40 0.035 0.073 JUNC-K-8 JUNCTION 0.40 0.40 0 00:40 0.003 0.003 JUNC-K-S JUNCTION 3.22 3.38 0 00:40 0.028 0.036 OUTLET -STRUCTURE JUNCTION 0.00 0.28 0 02:40 0.000 0.024 RD-A-1 JUNCTION 1.41 1.41 0 00:40 0.012 0.012 RD-A-2 JUNCTION 1.36 2.77 0 00:40 0.015 0.027 RD-B-1 JUNCTION 0.79 0.79 0 00:40 0.007 0.007 StormNET-SWMM Page 10 1 ' ° Kechter Crossing Scenerio 2 - 2-Year RD-B-2 JUNCTION 1.26 1.96 0 00:40 0.011 0.018 RD-B-3 JUNCTION 0.66 2.40 0 00:40 0.006 0.024 RD-B-4 JUNCTION 0.76 0.76 0 00:40 0.007 0.007 RD-C-1 JUNCTION 0.84 0.84 0 00:40 0.008 0.008 RD-C-2 JUNCTION 1.43 2.00 0 00:40 0.013 0.020 RD-C-4 JUNCTION 0.55 0.55 0 00:40 0.006 0.006 RD-D-1 JUNCTION 1.21 1.21 0 00:40 0.011 0.011 ' RD-D-2 JUNCTION 0.55 1.75 0 00:40 0.005 0.015 STM1-1 JUNCTION 0.35 0.82 0 00:40 0.003 0.008 STM1-2 JUNCTION 0.00 1.08 0 00:40 0.000 0.012 STM-2-2-INLET JUNCTION 0.00 3.69 0 00:40 0.000 0.044 STM-2-3-INLET JUNCTION 0.00 4.25 0 00:40 0.000 0.050 ' STM-3-I-I1TLET JUNCTION 4.86 4.92 0 00:40 0.050 0.051 STM-3-2-INLET JUNCTION 0.00 5.38 0 00:40 0.000 0.055 STM-4-2-INLET JUNCTION 0.00 5.33 0 00:40 0.000 0.055 STM-4-4-INLET JUNCTION 0.00 7.59 0 00:41 0.000 0.082 STM-4-5-INLET JUNCTION 0.00 8.10 0 00:41 0.000 0.094 STM-5-I-INLET JUNCTION 0.18 0.18 0 00:40 0.002 0.002 STM-5-2-INLET JUNCTION 0.00 1.14 0 00:40 0.000 0.010 STM-5-3-INLET JUNCTION 0.79 3.37 0 00:40 0.007 0.032 STM6-I-INLET JUNCTION 0.00 0.47 0 00:40 0.000 0.005 ' STM6-2 JUNCTION 0.37 0.81 0 00:40 0.003 0.008 STM-7-I-INLET JUNCTION 0.00 1.28 0 00:40 0.000 0.014 STM-7-2-INLET JUNCTION 0.00 3.73 0 00:43 0.000 0.045 STMH2 JUNCTION 0.00 0.28 0 02:41 0.000 0.024 ' STME3 JUNCTION 0.00 0.28 0 02:43 0.000 0.023 STME4 JUNCTION 3.20 3.47 0 02:15 0.209 0.232 STMH5 JUNCTION 0.00 3.47 0 02:15 0.000 0.231 STME6 JUNCTION 0.00 3.47 0 02:15 0.000 0.230 STME7 JUNCTION 0.00 3.47 0 02:15 0.000 0.231 STMES JUNCTION 0.00 3.47 0 02:16 0.000 0.230 EDELWEISS POND OUTFALL 0.00 1.85 0 00:55 0.000 0.069 STM-FES OUTFALL 0.00 3.47 0 02:16 0.000 0.230 T-1 OUTFALL 0.00 0.00 0 00:00 0.000 0.000 T-2 OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND-B-1 STORAGE 0.75 16.96 0 00:41 0.006 0.226 POND-B-2 STORAGE 0.35 3.64 0 00:40 0.003 0.035 STM-2-1 STORAGE 0.24 1.05 0 00:40 0.002 0.014 ' tt+tt+++++t+tt+t+ttttt Node Surcharge Summary No nodes were surcharged. Node Flooding Summary ' No nodes were flooded. Storage Volume Summary ' +t+++t+t++++tt+t+tttt+ -------------------------------------------------------------------------------------- Average Avg Maximum Max Time of Max Maximum Volume Pont Volume Pcnt Occurrence Outflow ' Storage Unit---------1000 ------------- ft3 ------------ Full------1000 ft3 Full days hr:min CFS POND-B-1 20.719 6 ------------------------------- 27.748 8 0 02:40 --- 0.28 POND-11-2 0.669 1 2.016 3 0 00:51 1.25 ' ST14-2-1 0.049 1 0.192 2 0 00:45 1.00 StonnNET--SWMM Page 11 Outfall Loading Summary +++++++++++++++++++++++ Flow Freq. Outfall Node Pont. --------------------------- EDELWEISS POND 89.18 STM-FES 87.26 T-1 0.00 T-2 0.00 System ++++++++++++++++++++ Link Flow Summary ++++++++++++++++++++ Link COND-75 COND-76 COND-77 COND-78 COND-79 COND-80 GT-S-1 GT-S-2 OLD -FARM -OF P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 RD-COPPER-1 RD-CROSS-D-1 RD-CROSS-D-2 RD-KADEN-A-1 RD-KADEN-A-2 RD-HADEN-C-1 RD-HADEN-C-2 RD-KADEN-C-3 RD-RETCH-1 RD-KETCH-2 RD-OLDFARM RD-TILD-B-1 RD-TILD-B-2 RD-TILD-B-3 RD-TILD-B-4 RD-TILD-B-5 RD-TILD-B-6 RD-TILD-B-7 RD-TLLD-B-B SD-1-P-1 SD-2-P-1 SD-2-P-2 SD-2-P-3 SD-3-P-1 SD-4-OF-2 SD-4-P-1 SD-4-P-2 44.11 Type CHANNEL CHANNEL CHANNEL CHANNEL CHANNEL CHANNEL CHANNEL CHANNEL CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT CHANNEL CONDUIT CHANNEL CONDUIT CHANNEL CONDUIT CHANNEL CHANNEL CHANNEL CONDUIT CHANNEL CHANNEL CONDUIT CHANNEL CHANNEL CHANNEL CHANNEL CHANNEL CHANNEL CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT CONDUIT Kechter Crossing Scenerio 2 - 2-Year Avg. Flow CFS 0.72 2.45 0.00 0.00 3.16 Max m= Flow CFS 2.52 1.28 2.51 0.64 1.58 0.96 2.87 0.73 0.00 0.28 0.28 0.28 3.47 3.47 3.47 3.47 3.47 0.61 1.20 1.67 1.40 2.66 1.99 1.82 0.49 0.35 0.79 0.00 0.71 1.78 2.30 2.11 0.75 0.81 0.00 0.00 0.61 1.00 3.68 4.24 4.91 0.00 5.33 5.12 ------ ---------- max. Total Flow Volume CFS Mgal ----------------- 1.85 0.069 3.47 0.230 0.00 0.000 0.00 0.000 ----------------- 4.34 0.299 ------------------------------------- Time of Max Maximum Max/ Max/ Occurrence Velocity Full Full days hr:min ft/sec Flow Depth ------------------------------------- 0 00:43 1.65 0.07 0.44 0 00:40 4.66 0.01 0.23 0 00:40 4.25 0.02 0.30 0 00:45 0.98 0.03 0.31 0 00:41 2.36 0.02 0.31 0 00:40 1.86 0.02 0.29 0 00:40 4.99 0.02 0.30 0 00:40 5.62 0.00 0.17 0 00:00 0.00 0.00 0.00 0 02:41 2.02 0.02 0.09 0 02:43 1.87 0.02 0.09 0 02:45 1.52 0.03 0.11 0 02:15 4.11 0.11 0.23 0 02:15 3.62 0.13 0.25 0 02:15 3.34 0.13 0.26 0 02:16 3.59 0.13 0.25 0 02:16 4.32 0.10 0.22 0 00:41 0.87 0.00 0.10 0 00:40 1.44 0.00 0.13 0 00:40 2.19 0.04 0.34 0 00:40 0.95 0.00 0.17 0 00:40 2.51 0.08 0.38 0 00:40 1.71 0.00 0.10 0 00:40 2.25 0.04 0.34 0 00:40 0.98 0.01 0.29 0 00:40 2.02 0.01 0.19 0 00:40 1.16 0.00 0.07 0 00:00 0.00 0.00 0.05 0 00:40 1.46 0.02 0.28 0 00:40 0.51 0.01 0.26 0 00:41 1.89 0.08 0.42 0 00:43 1.42 0.06 0.43 0 00:40 1.36 0.02 0.30 0 00:41 1.82 0.02 0.27 0 00:00 0.00 0.00 0.08 0 00:00 0.00 0.00 0.08 0 00:42 1.72 0.11 0.26 0 00:45 3.50 0.04 0.26 0 00:40 2.84 0.27 0.39 0 00:40 3.35 0.18 0.30 0 00:40 3.77 0.25 0.42 0 00:00 0.00 0.00 0.00 0 00:40 4.44 0.28 0.41 0 00:41 3.32 0.41 0.49 StormNET--SWMM Page 12 ' Kechter Crossing Scenerio 2 - 2-Year SD-4-p-4 CONDUIT 7.53 0 00:41 3.16 0.47 0.68 S13-4-P-5 CONDUIT 8.08 0 M 41 4.02 0.37 0.43 SD-5-P-1 CONDUIT 0.18 0 00:40 0.82 0.03 0.24 SD-5-P-2 CONDUIT 1.12 0 00:40 1.02 0.10 0.39 SD-5-P-3 CONDUIT 3.33 0 00:40 2.64 0.07 0.19 SD-6-P-1 CONDUIT 0.48 0 00:41 3.59 0.08 0.13 SD-7-P-1 CONDUIT 1.26 0 00:40 1.37 0.11 0.78 ' SD-7-P-2 CONDUIT 3.71 0 00:43 3.05 0.12 0.69 SD-9-B2-BS CONDUIT 1.25 0 00:51 3.56 0.18 0.33 SW-A-2 CONDUIT 0.93 0 00:42 1.40 0.01 0.17 SWALE-A-1 CHANNEL 0.55 0 00:40 1.34 0.00 0.14 ' SWALE-E-1 CHANNEL 0.06 0 00:40 0.73 0.00 0.02 SWALE-E-2 CHANNEL 0.47 0 00:40 1.72 0.01 0.03 SW-E-1 CONDUIT 0.00 0 00:00 0.00 0.00 0.04 SW-E-2 CHANNEL 0.47 0 00:40 1.55 0.01 0.06 SW-E-3 CONDUIT 0.36 0 00:49 0.17 0.00 0.05 SW-E-4 CONDUIT 0.63 0 01:04 0.34 0.00 0.09 SW-EDEL CONDUIT 1.85 0 00:55 0.62 0.00 0.09 SW-K-1 CONDUIT 0.43 0 00:51 0.44 0.00 0.09 SW-11-2 CONDUIT 0.66 0 00:43 1.12 0.01 0.11 ' SW-K-3 CONDUIT 0.49 0 00:41 0.71 0.01 0.16 SW-K-4 CONDUIT 0.45 0 00:40 0.95 0.01 0.12 ORF-HIGH ORIFICE 0.00 0 00:00 ORF-LOW ORIFICE 0.01 0 02:40 0.03 ORF-WQCV ORIFICE 0.27 0 02:40 1.00 ' 28 WEIR 0.00 0 00:00 0.00 P-B-I-OVRFLOW WEIR 0.00 0 00:00 0.00 P-B-2-OVRFLOW WEIR 0.00 0 00:00 0.00 SD-4-OF-1 WEIR 0.00 0 00:00 0.00 STM2-2WEIR WEIR 0.00 0 00:00 0.00 STM3-I-WEIR WEIR 0.00 0 00:00 0.00 STM3-2-WEIR WEIR 0.00 0 00:00 0.00 STM4-4-WEIR WEIR 0.00 0 00:00 0.00 STM-4-5-WEIR WEIR 0.00 0 00:00 0.00 ' STM-5-2-WEIR WEIR 0.00 0 00:00 0.00 STM-5-3-WEIR WEIR 0.00 0 00:00 0.00 STM7-2-WEIR WEIR 0.20 0 00:43 0.00 Flow Classification summary +++++++++++++++++++++++++++ --------------------------------- Adjusted ----------------------------------------------------- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit ---------------- Length- Dry Dry Dry Crit Crit Crit Crit Number Change ' ----- COND-75 1.00 ------ ------ ------ 0.09 0.00 ------ ------ 0.00 0.00 ------ 0.00 0.00 ------ 0.91 --------- --------- 0.70 0.0000 COND-76 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 1.98 0.0000 COND-77 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 1.91 0.0000 ' COND-78 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.45 0.0000 COND-79 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 1.06 0.0000 COND-80 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.74 0.0000 GT-S-1 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 2.06 0.0000 GT-S-2 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 1.98 0.0000 ' OLD -FARM -OF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 P-1 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.72 0.0000 P-2 1.00 0.12 0.00 0.00 0.00 0.00 0.00 0.88 0.64 0.0000 P-3 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.85 0.47 0.0000 ' P-4 1.00 0.08 0.00 0.00 0.01 0.00 0.00 0.90 0.85 0.0000 P-5 1.00 0.09 0.00 0.00 0.26 0.00 0.00 0.65 0.72 0.0000 P-6 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.65 0.0000 P-7 1.00 0.11 0.00 0.00 0.00 0.00 0.00 0.89 0.69 0.0000 P-8 1.00 0.12 0.00 0.00 0.00 0.00 0.00 0.88 0.87 0.0000 RD-COPPER-1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.36 0.0000 RD-CROSS-D-1 1.00 0.09 0.00 0.00 0.04 0.03 0.00 0.84 0.61 0.0000 RD-CROSS-D-2 1.00 0.09 0.00 0.00 0.47 0.44 0.00 0.00 0.86 0.0000 RD-KADEN-A-1 1.00 0.09 0.00 0.00 0.28 0.00 0.00 0.63 0.41 0.0000 StonnNET--SWMM Page 13 Kechter Crossing Scenerio 2 - 2-Year RD-KADEN-A-2 1.00 0.03 0.00 0.00 0.43 0.54 0.00 0.00 0.95 0.0000 RD-KADEN-C-1 1.00 0.09 0.00 0.00 0.06 0.06 0.00 0.80 0.64 0.0000 RD-KADEN-C-2 1.00 0.09 0.01 0.00 0.28 0.62 0.00 0.00 0.99 0.0000 RD-KADEN-C-3 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.21 0.0000 RD-KETCH-1 1.00 0.03 0.01 0.00 0.46 0.50 0.00 0.00 0.83 0.0000 RD-KETCE-2 1.00 0.03 0.00 0.00 0.05 0.00 0.00 0.93 0.37 0.0000 RD-OLDFARM 1.00 0.09 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 RD-TILD-B-1 1.00 0.09 0.00 0.00 0.82 0.09 0.00 0.00 0.66 0.0000 RD-TILD-B-2 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.11 0.0000 RD-TILD-B-3 1.00 0.09 0.00 0.00 0.87 0.04 0.00 0.00 0.60 0.0000 RD-TILD-B-4 1.00 0.09 0.01 0.00 0.90 0.00 0.00 0.00 0.53 0.0000 RD-TILD-B-5 1.00 0.09 0.00 0.00 0.89 0.02 0.00 0.00 0.37 0.0000 RD-TILD-B-6 1.00 0.09 0.00 0.00 0.61 0.30 0.00 0.00 0.73 0.0000 RD-TILD-B-7 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 RD-TILD-B-8 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-1-P-1 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.28 0.0000 SD-2-P-1 1.00 0.09 0.00 0.00 0.09 0.18 0.00 0.64 1.34 0.0000 SD-2-P-2 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 0.54 0.0000 SD-2-P-3 1.00 0.07 0.00 0.00 0.00 0.00 0.00 0.93 0.50 0.0000 SD-3-P-1 1.00 0.09 0.00 0.00 0.02 0.03 0.00 0.85 0.77 0.0000 SD-4-OF-2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-4-P-1 1.00 0.09 0.00 0.00 0.17 0.00 0.00 0.73 0.72 0.0000 SD-4-P-2 1.00 0.10 0.00 0.00 0.09 0.00 0.00 0.81 0.51 0.0000 SD-4-P-4 1.00 0.09 0.00 0.00 0.33 0.00 0.00 0.57 0.58 0.0000 SD-4-P-5 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.52 0.0000 SD-5-P-1 1.00 0.15 0.18 0.00 0.67 0.00 0.00 0.00 0.15 0.0000 SD-5-P-2 1.00 0.09 0.07 0.00 0.84 0.00 0.00 0.00 0.16 0.0000 SD-5-P-3 1.00 0.09 0.00 0.00 0.78 0.00 0.00 0.13 0.26 0.0000 SD-6-P-1 1.00 0.09 0.00 0.00 0.49 0.42 0.00 0.00 0.63 0.0000 SD-7-P-1 1.00 0.10 0.00 0.00 0.90 0.00 0.00 0.00 0.04 0.0000 SD-7-P-2 1.00 0.09 0.01 0.00 0.86 0.04 0.00 0.00 0.09 0.0000 SD-9-B2-B1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.88 0.0000 SW-A-2 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 0.34 0.0000. SWALE-A-1 1.00 0.06 0.29 0.00 0.66 0.00 0.00 0.00 0.06 0.0000 SWALE-E-1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.13 0.0000 SWALE-E-2 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.27 0.0000 SW-E-1 1.00 0.09 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SW-E-2 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.27 0.0000 SW-E-3 1.00 0.09 0.01 0.00 0.90 0.00 0.00 0.00 0.02 0.0000 SW-E-4 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.13 0.0000 SW-EDEL 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 1 0.20 0.0000 SW-K-1 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.08 0.0000 SW-K-2 1.00 0.03 0.04 0.00 0.94 0.00 0.00 0.00 0.12 0.0000 SW-K-3 1.00 0.03 0.01 0.00 0.96 0.00 0.00 0.00 0.10 0.0000 SW-K-4 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.15 0.0000 +++++++++++++++++++++++++ Conduit Surcharge Summary ++t+xtxx+t++x++++t++++++x No conduits were surcharged. Analysis begun on: Tue Jul 29 14:15:01 2008 Analysis ended on: Tue Jul 29 14:15:34 2008 Total elapsed time: 00:00:33 StormNET--SWUM Page 14 1 Kechter Crossing Scenerio 2 -100-Year EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.013) -------------------------------------------------------------- Rechter Crossing Scenario 2 - 100-Year Analysis Options ++++++++++++++++ Flow Units ............... CFS ' Infiltration Method BORTON Flow Routing Method . DYNWhVE Starting Date . APR-23-2007 00:00:00 Ending Date .............. APR-23-2007 04:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step . 00:00:30 Dry Time Step . 00:00:30 Routing Time Step ........ 0.25 sec ++++t+t++++++ Element Count Number of rain gages ...... 1 Number of subcatchments ... 51 Number of nodes ........... 68 Number of links ........... 81 Number of pollutants ...... 0 Number of land uses ....... 0 Raingage Summary Data Interval Name Data Source Type hours GAGE-1 100-YEAR INTENSITY 0.08 ++++++++++tttt+t+tt+ Subcatchment Summary ' Name Area Width %Impery %Slope Rain Gage Outlet --------------------------------------------------------------------------------------------------- BASIN-901-1 2.09 274.19 9.00 1.5200 GAGE-1 DESIGN-PT-1-A ' BASIN-901-2 21.22 1015.00 10.00 1.0900 GAGE-1 STM-3-I-INLET BASIN-901-3 8.30 455.00 2.00 1.0000 GAGE-1 DESIGN-PT-3-A BASIN-901-4 10.55 460.00 2.00 1.0000 GAGE-1 DESIGN-PT-6-B BASIN-901-5 58.50 1756.00 2.00 1.0000 GAGE-1 JUNC-A-S BASIN-901-6 14.61 1072.83 10.00 1.0000 GAGE-1 JUNC-R-7 ' BASIN-A-1 0.25 205.00 14.00 1.5000 GAGE-1 DESIGN-PT-1-A BASIN-A-2 1.51 998.24 19.00 7.0000 GAGE-1 STM-2-1 BASIN-A-3 1.14 527.40 74.00 3.5000 GAGE-1 RD-A-2 BASIN-A-4 1.03 531.60 49.00 3.5000 GAGE-1 RD-A-1 ' BASIN-A-5 0.77 291.64 34.00 3.5000 GAGE-1 RD-A-1 BASIN-A-6 0.63 462.64 60.00 3.5000 GAGE-1 DESIGN-PT-2B BASIN-A-7 0.15 166.43 78.00 2.0000 GAGE-1 DESIGN PT-2A BASIN-B-1 5.24 1561.51 10.00 3.5000 GAGE-1 POND-B-1 BASIN-B-2 1.88 345.00 13.00 4.5000 GAGE-1 POND-B-2 BASIN-B-3 0.50 375.13 79.00 3.5000 GAGE-1 DESIGN PT 7-D BASIN-B-4 0.26 318.14 86.00 2.0000 GAGE-1 DESIGN PT 7-C BASIN-B-5 0.10 157.14 86.00 2.0000 GAGE-1 DESIGN PT 7-B BASIN-B-6 0.49 363.12 72.00 3.5000 GAGE-1 RD-B-3 ' BASIN-B-7 1.40 653.81 56.00 3.5000 GAGE-1 RD-B-2 BASIN-B-8 0.35 445.28 86.00 2.0000 GAGE-1 RD-B-4 BASIN-B-9 0.69 474.68 59.00 3.5000 GAGE-1 RD-B-1 ' BASIN-C-1 0.25 250.91 61.00 3.5000 GAGE-1 DESIGN-PT-4-C ' StonnNET--SWMM Page 1 Kechter Crossing Scenerio 2 -100-Year BASIN-C-10 0.86 375.00 2.00 4.0000 GAGE-1 DESIGN PT 4-B BASIN-C-11 1.45 435.00 44.00 3.5000 GAGE-1 RD-C-2 BASIN-C-12 0.45 325.00 70.00 2.0000 GAGE-1 RD-C-4 BASIN-C-13 0.31 296.52 18.00 4.0000 GAGE-1 DESIGN-PT-4-C BASIN-C-2 0.09 156.47 86.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-3 0.70 430.29 43.00 2.0000 GAGE-1 DESIGN-PT-4-C BASIN-C-4 0.31 349.56 68.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-5 0.66 194.13 48.00 3.5000 GAGE-1 RD-C-2 BASIN-C-6 0.12 124.73 86.00 2.0000 GAGE-1 RD-C-1 BASIN-C-7 0.37 205.90 75.00 2.5000 GAGE-1 RD-C-1 BASIN-C-S 0.43 199.35 20.00 2.0000 GAGE-1 DESIGN-PT-3-B BASIN-C-9 0.26 375.00 8.00 1.0000 GAGE-1 DESIGN-PT-3-A BASIN-D-1 0.42 550.00 76.00 2.0000 GAGE-1 STM-5-3-INLET BASIN-D-2 1.28 572.37 49.00 2.5000 GAGE-1 DESIGN PT 5-B BASIN-D-3 1.43 560.50 16.00 2.0000 GAGE-1 STM-5-I-INLET BASIN-D-4 0.44 328.65 65.00 3.5000 GAGE-1 RD-D-2 BASIN-D-S 2.39 740.48 43.00 3.5000 GAGE-1 RD-D-1 BASIN-E-1 0.17 242.90 86.00 2.0000 GAGE-1 STM6-2 BASIN-E-2 0.75 408.64 16.00 5.0000 GAGE-1 STM6-I-INLET BASIN-E-3 0.09 235.58 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-E-4 0.09 316.42 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-K-1 0.52 657.72 25.00 2.0000 GAGE-1 JUNC-K-6 BASIN-K-10 0.14 163.26 35.00 3.5000 GAGE-1 JUNC-K-2 BASIN-K-11 0.44 435.79 35.00 3.5000 GAGE-1 JUNC-K-1 BASIN-K-4 0.47 525.31 33.00 2.0000 GAGE-1 JUNC-K-4 BASIN-K-5 0.27 206.62 33.00 2.0000 GAGE-1 JUNC-K-B BASIN-K-6 0.20 345.36 25.00 2.0000 GAGE-1 JUNC-K-B BASIN-K-9 0.35 261.26 35.00 3.5000 GAGE-1 STM1-1 ++++++++++++ Node Summary ++++++++++++ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------ DESIGN PT 3-E JUNCTION 4943.71 8.74 0.0 DESIGN PT 4-A JUNCTION 4941.31 6.00 0.0 DESIGN PT 4-B JUNCTION 4940.00 3.00 200.0 DESIGN PT 4-D JUNCTION 4939.24 4.32 0.0 DESIGN PT 5-B JUNCTION 4938.10 5.33 0.0 DESIGN PT 7-A JUNCTION 4937.90 6.00 0.0 DESIGN PT 7-B JUNCTION 4937.90 6.00 0.0 DESIGN PT 7-C JUNCTION 4936.15 4.00 0.0 DESIGN PT 7-D JUNCTION 4936.15 4.00 0.0 DESIGN PT-2A JUNCTION 4938.85 4.00 0.0 DESIGN-PT-1-A JUNCTION 4943.63 4.00 0.0 DESIGN-PT-2B JUNCTION 4938.85 4.00 0.0 DESIGN-PT-3-A JUNCTION 4944.00 4.00 0.0 DESIGN-PT-3-33 JUNCTION 4944.00 4.00 0.0 DESIGN-PT-4-C JUNCTION 4939.24 4.32 0.0 DESIGN-PT-S-C JUNCTION 4938.10 4.00 0.0 DESIGN-PT-6-A JUNCTION 4946.00 3.00 0.0 DESIGN-PT-6-B JUNCTION 4943.00 3.00 0.0 JUNC-K-1 JUNCTION 4946.10 6.00 0.0 JUNC-K-2 JUNCTION 4945.20 6.00 0.0 JUNC-K-4 JUNCTION 4935.13 6.30 0.0 JUNC-K-5 JUNCTION 4934.20 6.00 0.0 JUNC-K-6 JUNCTION 4930.20 6.00 0.0 JUNC-K-7 JUNCTION 4929.70 3.00 0.0 JUNC-K-S JUNCTION 4939.00 4.00 0.0 JUNC-K-S JUNCTION 4930.00 6.00 0.0 OUTLET -STRUCTURE JUNCTION 4931.10 10.26 0.0 RD-A-1 JUNCTION 4940.00 6.00 0.0 RD-A-2 JUNCTION 4939.53 6.00 0.0 RD-B-1 JUNCTION 4941.30 6.00 0.0 RD-B-2 JUNCTION 4938.65 6.00 0.0 RD-B-3 JUNCTION 4938.34 6.00 0.0 RD-B-4 JUNCTION 4938.49 6.00 0.0 StormNET-SWMM Page 2 Kechter Crossing Scenerio 2 -100-Year RD-C-1 JUNCTION 4942.54 6.00 0.0 RD-C-2 JUNCTION 4942.10 6.00 0.0 RD-C-4 JUNCTION 4941.31 6.00 0.0 RD-D-1 JUNCTION 4941.47 6.00 0.0 RD-D-2 JUNCTION 4940.89 6.00 0.0 STM1-1 JUNCTION 4940.83 3.00 300.0 STM1-2 JUNCTION 4940.56 3.00 0.0 STM-2-2-I14LET JUNCTION 4934.58 4.40 50.0 STM-2-3-INLET JUNCTION 4933.41 5.00 50.0 STM-3-I-INLET JUNCTION 4939.47 8.74 300.0 STM-3-2-INLET JUNCTION 4938.30 7.91 800.0 STM-4-2-INLET JUNCTION 4935.13 4.74 150.0 STM-4-4-INLET JUNCTION 4934.46 7.46 0.0 STM-4-5-INLET JUNCTION 4934.12 9.46 0.0 STM-5-I-INLET JUNCTION 4934.00 5.33 100.0 STM-5-2-INLET JUNCTION 4933.93 4.80 0.0 STM-5-3-INLET JUNCTION 4933.79 6.81 0.0 STM6-I-INLET JUNCTION 4937.99 4.87 50.0 STM6-2 JUNCTION 4937.57 3.00 0.0 STM-7-I-INLET JUNCTION 4931.53 5.45 0.0 STM-7-2-INLET JUNCTION 4931.37 5.64 0.0 STMH2 JUNCTION 4930.22 4.67 0.0 STMH3 JUNCTION 4928.79 4.67 0.0 STMH4 JUNCTION 4927.67 5.53 0.0 Yes STMH5 JUNCTION 4925.43 7,18 0.0 STMH6 JUNCTION 4923.33 4.62 0.0 STMH7 JUNCTION 4922.28 5.83 0.0 STMHB JUNCTION 4921.08 4.12 0.0 EDELWEISS POND OUTFALL 4928.00 3.00 0.0 STM-FES OUTFALL 4919.27 2.60 0.0 T-1 OUTFALL 4940.00 0.00 0.0 T-2 OUTFALL 4943.00 0.00 0.0 POND-B-1 STORAGE 4931.10 5.50 144000.0 POND-B-2 STORAGE 4933.50 4.00 22000.0 STM-2-1 STORAGE 4936.54 2.51 0.0 ++++++++++++ Link Summary ++++++++++++ Nsme ------------------------------------------------------------------------------------------ From Node To Node Type Length %Slope Roughness 00ND-75 DESIGN PT 7-D STM-7-2-INLET CONDUIT 6.5 0.4651 0.0140 COND-76 DESIGN PT 7-C STM-7-I-INLET CONDUIT 5.0 7.4148 0.0140 COND-77 DESIGN-PT-4-C STM-4-4-INLET CONDUIT 6.0 4.6358 0.0140 COND-78 DESIGN PT 4-D STM-4-5-I1MET CONDUIT 349.7 0.1773 0.0140 COND-79 DESIGN-PT-S-C STM-5-3-INLET CONDUIT 6.1 1.8092 0.0140 COND-80 DESIGN PT 5-B STM-5-2-INLET CONDUIT 6.1 1.1513 0.0140 GT-S-1 DESIGN PT-2A STM-2-2-INLET CONDUIT 9.1 6.2706 0.0140 GT-S-2 DESIGN-PT-2B STM-2-3-INLET CONDUIT 9.1 15.8416 0.0140 OLD -FARM -OF STM-3-2-INLET STM-3-I-INLET CONDUIT 70.0 0.1571 0.0300 P-1 OUTLET-STRUCTURESTMH2 CONDUIT 109.2 0.7141 0.0140 P-2 STMH2 STMH3 CONDUIT 267.2 0.4978 0.0140 P-3 STMH3 STMH4 CONDUIT 223.3 0.2777 0.0140 P-4 STM04 STMHS CONDUIT 307.7 0.6955 0.0140 P-5 STMHS STMH6 CONDUIT 400.0 0.5000 0.0140 P-6 STMH6 STMH7 CONDUIT 190.0 0.5000 0.0140 P-7 STM07 STMHB CONDUIT 220.7 0.4985 0.0140 P-8 STMHB STM-FES CONDUIT 220.7 0.7750 0.0140 RD-COPPER-1 RD-C-1 RD-C-2 CONDUIT 154.5 0.2525 0.0150 RD-CROSS-D-1 RD-D-1 RD-D-2 CONDUIT 36.1 1.3285 0.0160 RD-CROSS-D-2 RD-D-2 DESIGN-PT-S-C CONDUIT 332.2 0.8399 0.0140 RD-KADEN-A-1 RD-A-1 RD-A-2 CONDUIT 28.8 1.2861 0.0180 RD-KADEN-A-2 RD-A-2 DESIGN PT-2A CONDUIT 142.5 0.4772 0.0140 RD-KADEN-C-1 RD-C-2 DESIGN PT 4-A CONDUIT 46.8 1.4731 0.0160 RD-KADEN-C-2 DESIGN PT 4-A DESIGN-PT-4-C CONDUIT 309.4 0.6691 0.0140 RD-KADEN-C-3 RD-C-4 DESIGN PT 4-D CONDUIT 349.7 0.5920 0.0140 RD-1KETCH-1 JUNC-K-B JUNC-K-4 CONDUIT 527.0 0.7343 0.0140 RD-KETCH-2 JUNC-K-4 JUNC-K-S CONDUIT 31.7 2.6166 0.0320 StonnNET--SWMM Page 3 Kechter Crossing Scenerio 2 -100-Year RD-OLDFARM DESIGN PT 3-E RD-C-1 CONDUIT 174.4 0.6709 0.0150 RD-TILD-B-1 RD-B-1 RD-B-2 CONDUIT 465.3 0.5695 0.0140 RD-TILD-B-2 RD-B-2 RD-B-3 CONDUIT 49.5 0.6266 ' 0.0320 RD-TILD-B-3 RD-B-3 DESIGN PT 7-A CONDUIT 127.0 0.3466 0.0140 RD-TILD-B-4 DESIGN PT 7-A DESIGN PT 7-D CONDUIT 359.9 0.4862 0.0140 RD-TILD-B-5 RD-B-4 DESIGN PT 7-B CONDUIT 159.3 0.3703 0.0140 RD-TILD-B-6 DESIGN PT 7-B DESIGN PT 7-C CONDUIT 359.9 0.4863 0.0140 , RD-TILD-B-7 ST14-7-I-INLET JUNC-K-4 CONDUIT 101.8 1.1291 0.0140 RD-TILD-B-S STM-7-2-INLET JUNC-K-4 CONDUIT 128.7 0.9166 0.0140 SD-1-P-1 STM1-1 ST141-2 CONDUIT 68.0 0.3971 0.0150 SD-2-P-1 ST14-2-1 STM-2-2-INLET CONDUIT 31.9 5.8362 0.0140 SD-2-P-2 STM-2-2-INLET STM-2-3-INLET CONDUIT 29.7 0.5720 ' 0.0150 SD-2-P-3 STM-2-3-INLET POND-B-1 CONDUIT 33.0 0.4242 0.0150 SD-3-P-1 ST14-3-I-INLET STM-3-2-INLET CONDUIT 72.5 1.3379 0.0150 SD-4-0E-2 DESIGN PT 4-B STM-4-4-INLET CONDUIT 147.2 0.3940 0.0400 SD-4-P-1 STM-3-2-INLET STM-4-2-INLET CONDUIT 322.4 0.9522 ' 0.0150 SD-4-P-2 ST14-4-2-INLET STM-4-4-INLET CONDUIT 143.0 0.3986 0.0150 SD-4-P-4 ST14-4-4-INLET ST14-4-5-INLET CONDUIT 36.0 0.6667 0.0150 SD-4-P-5 STM-4-5-INLET POND-B-1 CONDUIT 60.0 0.3833 0.0150 SD-5-P-1 STM-5-I-INLET STM-5-2-INLET CONDUIT 15.4 0.4560 0.0150 SD-5-P-2 STM-5-2-INLET STM-5-3-INLET CONDUIT 36.0 0.3889 ' 0.0150 SD-5-P-3 STM-5-3-INLET POND-B-2 CONDUIT 57.5 0.4000 0.0150 SD-6-P-1 STM6-I-INLET STM6-2 CONDUIT 85.0 0.4941 0.0150 SD-7-P-1 STM-7-I-INLET STM-7-2-INLET CONDUIT 40.3 0.3967 0.0150 SD-7-P-2 ST14-7-2-INLET POND-B-1 CONDUIT 44.1 0.6121 ' 0.0150 SD-9-B2-B1 POND-B-2 POND-B-1 CONDUIT 34.0 1.4706 0.0150 SW-A-2 ST41-2 STM-2-1 CONDUIT 150.0 0.6800 0.0320 SWALE-A-1 DESIGN-PT-1-A STM1-2 CONDUIT 67.0 4.5821 0.0150 SWALE-E-1 DESIGN-PT-3-B STM-3-I-INLET CONDUIT 204.0 0.6912 0.0150 SWALE-E-2 DESIGN-PT-3-A STM-3-2-INLET CONDUIT 161.0 0.8137 0.0150 , SW-E-1 DESIGN-PT-6-A DESIGN-PT-6-B CONDUIT 247.5 1.2120 0.0350 SW-E-2 DESIGN-PT-6-B STM6-I-INLET CONDUIT 393.0 0.4809 0.0150 SW-E-3 STM6-2 JUNC-K-S CONDUIT 786.5 0.9625 0.0320 SW-E-4 JUNC-K-S JUNC-K-7 CONDUIT 406.3 0.0738 ' 0.0320 SW-EDEL JUNC-K-7 EDELWEISS POND CONDUIT 977.7 0.1739 0.0320 SW-K-1 JUNC-K-6 JUNC-K-7 CONDUIT 493.4 0.1013 0.0320 SW-K-2 JUNC-K-5 JUNC-K-6 CONDUIT 630.0 0.6349 0.0320 SW-K-3 JUNC-K-2 SM11-1 CONDUIT 370.9 1.1781 0.0320 SW-K-4 JUNC-K-1 JUNC-K-2 CONDUIT 160.9 0.5595 ' 0.0320 ORF-HIGH POND-B-1 OUTLET-STRUCTUREORIFICE ORF-LOW POND-B-1 OUTLET-STRUCTUREORIFICE ORF-WQCV POND-B-1 OUTLET-STRUCTUREORIFICE 28 STM-5-I-INLET DESIGN PT 5-B WEIR , P-B-I-OVRFLOW POND-B-1 JUNC-K-4 WEIR P-B-2-OVRFLOW POND-B-2 POND-B-1 WEIR SD-4-OF-1 DESIGN PT 4-B STM-4-2-INLET WEIR STM2-2WEIR DESIGN PT-2A DESIGN-PT-2B WEIR STM3-I-WEIR STM-3-I-INLET DESIGN PT 3-E WEIR ' STM3-2-WEIR STM-3-2-INLET DESIGN PT 3-E WEIR STM4-4-WEIR DESIGN-PT-4-C DESIGN PT 4-D WEIR ST14-4-5-WEIR STM-4-5-INLET POND-B-1 WEIR STM-5-2-WEIR DESIGN PT 5-B DESIGN-PT-5-C WEIR ' 3T14-5-3-WEIR STM-5-3-INLET POND-B-2 WEIR 3TM7-2-WEIR DESIGN PT 7-D DESIGN PT 7-C WEIR Cross Section Summary +++++++++++++++++++++ Full Full Hyd. Max. No. of Full Conduit Depth --------------------------------------------- Area Red. Width Barrels ' Flow ---------------- COND-75 -Shape -------------- 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.00 COND-76 1/2-GUTTER 0.70 9.27 0.36 28.00 1 135.77 COND-77 1/2-GUTTER 0.70 9.27 0.36 28.00 1 ' 107.35 COND-78 1/2-GUTTER 0.70 9.27 0.36 28.00 1 20.99 COND-79 1/2-GUTTER 0.70 9.27 0.36 28.00 1 67.07 COND-80 1/2-GUTTER 0.70 9.27 0.36 28.00 1 53.50 GT-S-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 124.86 ' StormNET--SWMM Page 4 1 1 ' Kechter Crossing Scenerio 2 -100-Year GT-S-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 198.45 OLD -FARM -OF TRAPEZOIDAL 2.00 280.00 1.08 260.00 1 577.59 P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75 ' P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 14.82 P-3 CIRCULAR 2.00 3.14 0.50 2.00 1 11.07 P-4 CIRCULAR 2.50 4.91 0.63 2.50 1 31.76 P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 ' P-6 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-7 CIRCULAR 2.50 4.91 0.63 2.50 1 26.89 P-8 CIRCULAR 2.50 4.91 0.63 2.50 1 33.53 RD-COPPER-1 36-ROADWAY 1.80 105.66 1.11 100.00 1 564.10 RD-CROSS-D-1 TRAPEZOIDAL 1.00 50.50 0.50 100.50 1 341.64 RD-CROSS-D-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 45.70 RD-KADEN-A-1 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 302.73 RD-KADEN-A-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.44 RD-KADEN-C-1 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 1065.32 ' RD-KADEN-C-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 40.78 RD-KADEN-C-3 1/2-GUTTER 0.70 9.27 0.36 28.00 .1 38.36 RD-KETCH-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 42.73 RD-KETCH-2 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 709.92 RD-OLDFARM 36-ROADWAY 1.80 105.66 1.11 100.00 1 919.61 ' RD-TILD-B-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 37.63 RD-TILD-B-2 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 118.87 RD-TILD-B-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 29.35 RD-TILD-B-4 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-B-S 1/2-GUTTER 0.70 9.27 0.36 28.00 1 30.34 RD-TILD-B-6 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-B-7 1/2-GUTTER 0.70 9.27 0.36 28.00 1 52.98 RD-TILD-B-B 1/2-GUTTER 0.70 9.27 0.36 28.00 1 47.74 SD-1-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 5.74 ' SD-2-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 23.56 SD-2-P-2 CIRCULAR 1.50 1.77 0.38 1.50 2 6.89 SD-2-P-3 CIRCULAR 2.50 4.91 0.63 2.50 1 23.15 SD-3-P-1 HORIZ ELLIPSE 1.17 1.73 0.36 1.92 2 9.96 SD-4-OF-2 TRAPEZOIDAL 1.50 16.50 0.95 17.00 1 37.18 SD-4-P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 19.13 SD-4-P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 12.38 SD-4-P-4 HORIZ ELLIPSE 1.58 3.18 0.48 2.50 1 15.88 SD-4-P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 22.01 SD-5-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 6.15 SD-5-P-2 HORIZ ELLIPSE 1.17 1.73 0.36 1.92 2 5.37 SD-5-P-3 CIRCULAR 2.50 4.91 0.63 2.50 2 22.48 SD-6-P-1 HORIZ ELLIPSE 1.17 1.74 0.36 1.92 1 6.10 ' SD-7-P-1 CIRCULAR 1.50 1.77 0.38 1.50 2 5.73 SD-7-P-2 CIRCULAR 2.00 3.14 0.50 2.00 2 15.34 SD-9-B2-B1 CIRCULAR 1.25 1.23 0.31 1.25 1 6.79 SW-A-2 TRAPEZOIDAL 2.00 17.00 1.00 16.50 1 65.12 SWALE-A-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 190.73 SWALE-E-1 SOLE-E-1 1.75 9.72 0.89 9.00 1 74.08 SWALE-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 80.37 SW-E-1 TRAPEZOIDAL 1.50 9.75 0.76 12.50 1 37.87 SW-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 61.79 ' SW-E-3 TRAPEZOIDAL 3.00 390.00 1.56 250.00 1 2389.46 SW-E-4 TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 310.65 SW-EDEL TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 507.49 SW-K-1 TRAPEZOIDAL 3.00 64.50 1.55 41.00 1 127.66 ' SW-K-2 TRAPEZOIDAL 2.00 18.00 1.09 16.00 1 70.38 SW-K-3 TRAPEZOIDAL 1.50 12.00 0.84 14.00 1 53.64 SW-K-4 TRAPEZOIDAL 1.50 12.00 0.84 14.00 1 36.96 Transact Summary Transact 1/2-GUTTER Area: t0.0002 0.0007 0.0015 0.0027 0.0043 ' StormNET-SWMM Page 5 Kechter Crossing Scenerio 2 -100-Year 0.0062 0.0085 0.0116 0.0158 0.0211 . 0.0275 0.0349 0.0433 0.0529 0.0635 0.0751 0.0878 0.1016 0.1165 0.1324 0.1493 0.1674 0.1865 0.2066 0.2278 0.2501 0.2735 0.2979 0.3234 0.3499 0.3766 0.4034 0.4303 0.4573 0.4844 0.5116 0.5396 0.5687 0.5988 0.6300 0.6623 0.6956 0.7299 0.7653 0.8018 0.8393 0.8779 0.9175 0.9582 1.0000 Brad: 0.0184 0.0368 0.0552 0.0736 0.0920 0.1105 0.1331 0.1551 0.1692 0.1810 0.1926 0.2045 0.2170 0.2300 0.2436 0.2576 0.2719 0.2866 0.3015 0.3166 0.3319 0.3473 0.3629 0.3786 0.3944 0.4103 0.4263 0.4423 0.4573 0.4778 0.5071 0.5369 0.5671 0.5977 0.6285 0.6603 0.6930 0.7239 0.7533 0.7812 0.8078 0.8331 0.8572 0.8803 0.9023 0.9235 0.9437 0.9632 0.9820 1.0000 Width: 0.0081 0.0163 0.0244 0.0325 0.0406 0.0488 0.0621 0.0873 0.1124 0.1375 0.1626 0.1878 0.2129 0.2380 0.2631 0.2883 0.3134 0.3385 0.3636 0.3888 0.4139 0.4390 0.4641 0.4893 0.5144 0.5395 0.5646 0.5898 0.6157 0.6314 0.6334 0.6354 0.6374 0.6394 0.6414 0.6500 0.6750 0.7000 0.7250 0.7500 0.7750 0.8000 0.8250 0.8500 0.8750 0.9000 0.9250 0.9500 0.9750 1.0000 Transect 36-ROADWAY Area: 0.0002 0.0008 0.0019 0.0040 0.0074 0.0120 0.0178 0.0249 0.0332 0.0428 0.0535 0.0654 0.0775 0.0898 0.1028 0.1170 0.1325 0.1492 0.1671 0.1863 0.2066 0.2274 0.2488 0.2706 0.2929 0.3156 0.3388 0.3624 0.3866 0.4111 0.4362 0.4617 0.4877 0.5141 0.5410 0.5684 0.5962 0.6245 0.6532 0.6824 0.7121 0.7422 0.7728 0.8039 0.8354 0.8674 0.8999 0.9328 0.9662 1.0000 Brad: 0.0154 0.0307 0.0378 0.0455 0.0582 0.0724 0.0873 0.1025 0.1178 0.1333 0.1489 0.1717 0.2018 0.2295 0.2395 0.2505 0.2623 0.2747 0.2875 0.3008 0.3224 0.3534 0.3836 0.4129 0.4416 0.4695 0.4968 0.5235 0.5496 0.5752 0.6002 0.6247 0.6488 0.6724 0.6955 0.7183 0.7406 0.7625 0.7841 0.8053 0.8261 0.8466 0.8668 0.8867 0.9063 0.9256 0.9446 0.9633 0.9818 1.0000 Width: 0.0117 0.0234 0.0448 0.0810 0.1172 0.1534 0.1896 0.2257 0.2619 0.2981 0.3343 0.3546 0.3574 0.3640 0.4000 0.4360 0.4720 0.5080 0.5440 0.5800 0.6060 0.6196 0.6332 0.6468 0.6604 0.6740 0.6875 0.7011 0.7147 0.7283 0.7419 0.7555 0.7691 0.7826 0.7962 0.8098 0.8234 0.8370 0.8506 0.8642 0.8777 0.8913 0.9049 0.9185 0.9321 0.9457 0.9592 0.9728 0.9864 1.0000 Transact SWALE-E-1 Area: StounNET--SWMM Page 6 Kechter Crossing Scenerio 2 -100-Year 0.0108 0.0217 0.0327 0.0437 0.0548 0.0659 0.0771 0.0884 0.0997 0.1111 0.1226 0.1343 0.1468 0.1605 0.1749 ' 0.1899 0.2055 0.2215 0.2380 0.2550 0.2725 0.2906 0.3091 0.3281 0.3477 0.3677 0.3883 0.4093 0.4309 0.4530 0.4755 0.4986 0.5222 0.5462 0.5708 ' 0.5959 0.6215 0.6476 0.6742 0.7013 0.7289 0.7570 0.7856 0.8147 0.8443 0.8745 0.9051 0.9362 0.9679 1.0000 Hrad: 0.0384 0.0752 0.1106 0.1447 0.1775 ' 0.2091 0.2396 0.2691 0.2976 0.3252 0.3519 0.3665 0.3738 0.3826 0.4001 0.4206 0.4410 0.4611 0.4811 0.5010 0.5207 0.5391 0.5565 0.5738 0.5909 0.6080 0.6249 0.6418 0.6586 0.6753 0.6920 0.7086 0.7251 0.7416 0.7580 0.7744 0.7908 0.8070 0.8233 0.8395 0.8557 0.8718 0.8879 0.9040 0.9201 0.9361 0.9521 0.9681 0.9841 1.0000 ' Width: 0.3353 0.3372 0.3392 0.3411 0.3431 0.3450 0.3469 0.3489 0.3508 0.3528 0.3547 0.3733 0.4044 0.4356 0.4556 ' 0.4711 0.4867 0.5022 0.5178 0.5333 0.5489 0.5644 0.5800 0.5956 0.6111 0.6267 0.6422 0.6578 0.6733 0.6889 0.7044 0.7200 0.7356 0.7511 0.7667 0.7822 0.7978 0.8133 0.8289 0.8444 ' 0.8600 0.8756 0.8911 0.9067 0.9222 0.9378 0.9533 0.9689 0.9844 1.0000 ++++++++++++++++++++++++++ Volume Depth Runoff Quantity Continuity acre-feet inches ++++++++++++++++++++++++++ --------- ------- Total Precipitation ...... 45.063 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss 24.850 2.023 Surface Runoff ........... 17.887 1.456 Final Surface Storage .... 2.329 0.190 ' Continuity Error (%) ..... -0.004 +t++++++++++++++++++++++++ Volume Volume Flow Routing Continuity acre-feet Mgallons ++++++++++++++++++++++++++ Dry Weather Inflow 0.000 0.000 Wet Weather Inflow ....... 17.886 5.828 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 ' External Inflow 0.641 0.209 External Outflow ......... 12.458 4.060 Internal Outflow ......... 0.000 0.000 Evaporation Loss ...:::::: 0.000 0.000 ' Initial Stored Volume 0.000 0.000 Final Stored Volume 6.189 2.017 Continuity Error (%) ..... -0.646 Highest Continuity Errors +++++++++++++++++++++++++ Node JUNC-K-S (2.40$) ' Node STM6-2 (-1.66%) Node JUNC-K-5 (-1.28%) Node STM-5-3-INLET (1.06%) StonnNET--SWMM Page 7 Kechter Crossing Scenerio 2 -100-Year +++++++++++++++++++++++++++ Time -Step Critical Elements None ++++++++++++++++++++++++++++++++ Highest Flow Instability Indexes ++++++++++++++++++++++++++++++++ Link SD-4-OF-1 (24) Link SD-4-OP-2 (5) Link SD-6-P-1 (3) Link P-1 (2) +++++++++++++++++++++++++ Routing Time Step Summary +++++++++++++++++++++++++ Minimum Time Step 0.25 sec Average Time Step 0.25 sec Maximum Time Step 0.25 sec Percent in Steady State 0.00 Average Iterations per Step 2.25 +++++++++++++++++++++++++++ Subcatchment Runoff Summary -------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in Mgal CPS -------------------------------------------------------------------------------------------- BASIN-901-1 3.669 0.000 0.000 1.886 1.774 0.101 4.809 0.483 BASIN-901-2 3.669 0.000 0.000 2.121 1.383 0.797 20.739 0.377 BASIN-901-3 3.669 0.000 0.000 2.470 1.124 0.253 6.489 0.306 BASIN-901-4 3.669 0.000 0.000 2.308 1.169 0.335 7.804 0.318 BASIN-901-5 3.669 0.000 0.000 2.308 1.012 1.608 32.121 0.276 BASIN-901-6 3.669 0.000 0.000 2.080 1.579 0.627 24.058 0.430 BASIN-A-1 3.669 0.000 0.000 1.622 2.034 0.014 1.289 0.554 BASIN-A-2 3.669 0.000 0.000 1.496 2.155 0.088 10.815 0.587 BASIN-A-3 3.669 0.000 0.000 0.504 3.099 0.096 10.567 0.845 BASIN-A-4 3.669 0.000 0.000 0.960 2.660 0.074 8.200 0.725 BASIN-A-5 3.669 0.000 0.000 1.258 2.377 0.050 4.629 0.648 BASIN-A-6 3.669 0.000 0.000 0.744 2.865 0.049 5.771 0.781 BASIN-A-7 3.669 0.000 0.000 0.410 3.181 0.013 1.465 0.867 BASIN-B-1 3.669 0.000 0.000 1.801 1.859 0.264 16.578 0.507 BASIN-B-2 3.669 0.000 0.000 1.751 1.905 0.097 5.329 0.519 BASIN-B-3 3.669 0.000 0.000 0.396 3.194 0.043 4.869 0.870 BASIN-B-4 3.669 0.000 0.000 0.256 3.327 0.023 2.573 0.907 BASIN-B-5 3.669 0.000 0.000 0.255 3.329 0.009 0.992 0.907 BASIN-B-6 3.669 0.000 0.000 0.525 3.072 0.041 4.696 0.837 BASIN-B-7 3.669 0.000 0.000 0.838 2.775 0.105 11.599 0.756 BASIN-B-8 3.669 0.000 0.000 0.256 3.328 0.032 3.465 0.907 BASIN-B-9 3.669 0.000 0.000 0.764 2.847 0.053 6.238 0.776 BASIN-C-1 3.669 0.000 0.000 0.722 2.886 0.020 2.401 0.787 BASIN-C-10 3.669 0.000 0.000 1.808 1.860 0.043 4.620 0.507 BASIN-C-11 3.669 0.000 0.000 1.093 2.532 0.100 9.054 0.690 BASIN-C-12 3.669 0.000 0.000 0.569 3.030 0.037 4.190 0.826 BASIN-C-13 3.669 0.000 0.000 1.509 2.142 0.018 2.270 0.584 BASIN-C-2 3.669 0.000 0.000 0.254 3.329 0.008 0.893 0.907 BASIN-C-3 3.669 0.000 0.000 1.078 2.548 0.048 5.084 0.695 BASIN-C-4 3.669 0.000 0.000 0.585 3.016 0.025 2.958 0.822 BASIN-C-5 3.669 0.000 0.000 1.008 2.613 0.047 4.377 0.712 BASIN-C-6 3.669 0.000 0.000 0.258 3.325 0.011 1.184 0.906 BASIN-C-7 3.669 0.000 0.000 0.470 3.123 0.031 3.467 0.851 BASIN-C-S 3.669 0.000 0.000 1.549 2.100 0.025 1.920 0.572 StormNET-SKIMM Page 8 Kechter Crossing Scenerio 2 -100-Year BASIN-C-9 3.669 0.000 0.000 1.704 1.958 0.014 1.486 0.534 BASIN-D-1 3.669 0.000 0.000 0.437 3.156 0.036 4.155 0.860 BASIN-D-2 3.669 0.000 0.000 0.980 2.640 0.092 9.305 0.719 BASIN-D-3 3.669 0.000 0.000 1.646 2.007 0.078 5.293 0.547 BASIN-D-4 3.669 0.000 0.000 0.652 2.952 0.035 4.126 0.805 BASIN-D-5 3.669 0.000 0.000 1.115 2.511 0.163 14.802 0.684 BASIN-E-1 3.669 0.000 0.000 - 0.255 3.328 0.015 1.685 0.907 BASIN-E-2 3.669 0.000 0.000 1.578 2.075 0.042 4.438 0.566 BASIN-E-3 3.669 0.000 0.000 1.749 1.919 0.005 0.780 0.523 BASIN-E-4 3.669 0.000 0.000 1.742 1.926 0.005 0.809 0.525 BASIN-K-1 3.669 0.000 0.000 1.313 2.334 0.033 4.278 0.636 BASIN-K-10 3.669 0.000 0.000 1.163 2.475 0.009 1.238 0.675 BASIN-K-11 3.669 0.000 0.000 1.167 2.472 0.030 3.797 0.674 BASIN-K-4 3.669 0.000 0.000 1.207 2.433 0.031 3.895 0.663 BASIN-K-5 3.669 0.000 0.000 1.219 2.421 0.018 2.048 0.660 BASIN-K-6 3.669 0.000 0.000 1.343 2.305 0.013 1.724 0.628 BASIN-K-9 -------------------------------------------------------------------------------------------- 3.669 0.000 0.000 1.174 2.465 0.023 2.864 0.672 System 3.669 0.000 0.000 2.023 1.456 5.828 289.574 0.397 ++++++++++++++++++ Node Depth Summary ++++++++++++++++++ --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node --------------------------------------------------------------------- Type Feet Feet Feet days hr:min DESIGN PT 3-E JUNCTION 0.09 0.35 4944.06 0 01:06 DESIGN PT 4-A JUNCTION 0.21 0.52 4941.83 0 00:40 DESIGN PT 4-B JUNCTION 0.28 1.05 4941.05 0 00:52 DESIGN PT 4-D JUNCTION 0.19 0.51 4939.75 0 00:42 DESIGN PT 5-B JUNCTION 0.12 0.44 4938.54 0 00:40 DESIGN PT 7-A JUNCTION 0.17 0.59 4938.49 0 00:41 DESIGN PT 7-B JUNCTION 0.11 0.35 4938.25 0 00:40 DESIGN PT 7-C JUNCTION 0.10 0.42 4936.57 0 00:41 DESIGN PT 7-D JUNCTION 0.19 0.46 4936.61 0 00:41 DESIGN PT-2A JUNCTION 0.12 0.39 4939.24 0 00:40 DESIGN-PT-1-A JUNCTION 0.07 0.26 4943.89 0 00:40 DESIGN-PT-2B JUNCTION 0.07 0.32 4939.17 0 00:40 DESIGN-PT-3-A JUNCTION 0.21 0.54 4944.54 0 00:45 DESIGN-PT-3-B JUNCTION 0.04 0.22 4944.22 0 00:41 DESIGN-PT-4-C JUNCTION 0.17 0.51 4939.75 0 00:42 DESIGN-PT-S-C JUNCTION 0.15 0.49 4938.59 0 00:40 DESIGN-PT-6-A JUNCTION 0.06 0.41 4946.41 0 00:40 DESIGN-PT-6-B JUNCTION 0.31 0.64 4943.64 0 00:51 JUNC-K-1 JUNCTION 0.09 0.58 4946.68 0 00:40 JUNC-K-2 JUNCTION 0.09 0.48 4945.68 0 00:40 JUNC-K-4 JUNCTION 0.06 0.25 4935.38 0 00:40 JUNC-K-S JUNCTION 0.14 0.63 4934.83 0 00:43 JUNC-K-6 JUNCTION 0.41 0.87 4931.07 0 00:47 JUNC-K-7 JUNCTION 0.77 1.22 4930.92 0 01:20 JUNC-K-S JUNCTION 0.09 0.31 4939.31 0 00:40 JUNC-K-S JUNCTION 0.87 1.34 4931.34 0 01:20 OUTLET -STRUCTURE JUNCTION 2.80 4.75 4935.85 0 02:27 RD-A-1 JUNCTION 0.07 0.30 4940.30 0 00:40 RD-A-2 JUNCTION 0.19 0.63 4940.16 0 00:40 RD-B-1 JUNCTION 0.11 0.38 4941.68 0 00:40 RD-B-2 JUNCTION 0.12 0.47 4939.12 0 00:40 RD-B-3 JUNCTION 0.18 0.62 4938.96 0 00:40 RD-B-4 JUNCTION 0.10 0.34 4938.83 0 00:39 RD-C-1 JUNCTION 0.17 0.43 4942.97 0 01:08 RD-C-2 JUNCTION 0.11 0.31 4942.41 0 00:40 RD-C-4 JUNCTION 0.10 0.33 4941.64 0 00:40 RD-D-1 JUNCTION 0.08 0.30 4941.77 0 00:40 RD-D-2 JUNCTION 0.16 0.51 4941.40 0 00:40 STM1-1 JUNCTION 0.26 1.21 4942.04 0 00:44 StonnNET--SWMM Page 9 Kechter Crossing Scenerio 2 -100-Year STMl-2 JUNCTION 0.37 1.07 4941.63 0 00:45 STM-2-2-INLET JUNCTION 1.33 3.14 4937.72 0 00:40 STM-2-3-INLET JUNCTION 2.14 2.92 4936.33 0 00:40 STM-3-I-INLET JUNCTION 2.00 4.61 4944.08 0 01:06 STM-3-2-INLET JUNCTION 2.59 5.77 4944.07 0 01:06 STM-4-2-INLET JUNCTION 2.82 5.92 4941.05 0 00:52 STM-4-4-INLET JUNCTION 2.49 5.27 4939.73 0 00:45 STM-4-5-INLET JUNCTION 2.01 3.37 4937.49 0 00:43 STM-5-I-INLET JUNCTION 1.95 3.59 4937.59 0 00:40 STM-5-2-INLET JUNCTION 1.98 2.74 4936.67 0 00:40 STM-5-3-INLET JUNCTION 2.06 2.63 4936.42 0 02:05 STM6-I-INLET JUNCTION 0.77 3.00 4940.99 0 00:42 STM6-2 JUNCTION 0.15 0.31 4937.88 0 00:51 STM-7-I-INLET JUNCTION 3.56 4.68 4936.21 0 02:27 STM-7-2-INLET JUNCTION 3.65 4.84 4936.21 0 02:27 STMH2 JUNCTION 2.54 4.67 4934.89 0 01:31 STMH3 JUNCTION 2.18 4.67 4933.46 0 01:31 STMH4 JUNCTION 1.15 1.67 4929.34 0 02:15 STMH5 JUNCTION 1.25 1.88 4927.31 0 02:16 STMH6 JUNCTION 1.60 2.41 4925.74 0 02:16 STMH7 JUNCTION 1.32 1.96 4924.24 0 02:17 STMH8 JUNCTION 1.05 1.55 4922.63 0 02:17 EDELWEISS POND OUTFALL 0.77 1.22 4929.22 0 01:20 STM-FES OUTFALL 0.00 0.00 4919.27 0 00:00 T-1 CUTFALL 0.00 0.00 4940.00 0 00:00 T-2 OUTFALL 0.00 0.00 4943.00 0 00:00 POND-B-1 STORAGE 3.84 5.10 4936.20 0 02:26 POND-B-2 STORAGE 2.26 2.92 4936.42 0 02:06 STM-2-1 STORAGE 0.37 2.11 4938.65 0 00:50 +++++++++++++++++++ Node Inflow Summary --------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time Of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CPS CPS days hr:min Mgal Mgal --------------------------------------------------------------------------------- DESIGN PT 3-E JUNCTION 0.00 9.36 0 01:05 0.000 0.156 DESIGN PT 4-A JUNCTION 0.00 17.27 0 00:40 0.000 0.345 DESIGN PT 4-B JUNCTION 4.62 25.75 0 00:49 0.043 0.103 DESIGN PT 4-D JUNCTION 3.85 9.38 0 00:40 0.034 0.082 DESIGN PT 5-B JUNCTION 9.31 13.78 0 00:40 0.092 0.118 DESIGN PT 7-A JUNCTION 0.00 20.11 0 00:40 0.000 0.200 DESIGN PT 7-B JUNCTION 0.99 4.48 0 00:40 0.009 0.041 DESIGN PT 7-C JUNCTION 2.57 21.70 0 00:40 0.023 0.169 DESIGN PT 7-D JUNCTION 4.87 22.72 0 00:41 0.043 0.243 DESIGN PT-2A JUNCTION 1.46 24.37 0 00:40 0.013 0.233 DESIGN-PT-1-A JUNCTION 6.10 6.10 0 00:40 0.114 0.114 DESIGN-PT-2B JUNCTION 5.77 11.51 0 00:40 0.049 0.064 DESIGN-PT-3-A JUNCTION 7.26 7.26 0 00:50 0.267 0.267 DESIGN-PT-3-B JUNCTION 1.92 1.92 0 00:40 0.025 0.025 DESIGN-PT-4-C JUNCTION 9.75 25.89 0 00:40 0.086 0.436 DESIGN-PT-5-C JUNCTION 0.00 18.30 0 00:40 0.000 0.198 DESIGN-PT-6-A JUNCTION 1.59 1.59 0 00:40 0.009 0.009 DESIGN-PT-6-B JUNCTION 7.80 8.27 0 00:50 0.335 0.345 JUNC-K-1 JUNCTION 3.80 3.80 0 00:40 0.030 0.030 JUNC-K-2 JUNCTION 1.24 4.99 0 00:40 0.009 0.039 JUNC-K-4 JUNCTION 3.90 7.10 0 00:40 0.031 0.061 JUNC-K-5 JUNCTION 0.00 6.53 0 00:40 0.000 0.061 JUNC-K-6 JUNCTION 4.28 8.24 0 00:40 0.033 0.095 JUNC-K-7 JUNCTION 24.06 53.19 0 01:12 0.627 2.690 JUNC-K-8 JUNCTION 3.77 3.77 0 00:40 0.030 0.030 JUNC-K-S JUNCTION 32.12 42.54 0 00:50 1.608 2.016 OUTLET -STRUCTURE JUNCTION 0.00 17.75 0 02:26 0.000 1.226 RD-A-1 JUNCTION 12.83 12.83 0 00:40 0.124 0.124 StormNET--SWMM Page 10 Kechter Crossing Scenerio 2 -100-Year RD-A-2 JUNCTION 10.57 23.32 0 00:40 0.096 0.220 RD-B-1 JUNCTION 6.24 6.24 0 00:40 0.053 0.053 RD-B-2 JUNCTION 11.60 17.24 0 00:40 0.105 0.159 RD-B-3 JUNCTION 4.70 20.35 0 00:40 0.041 0.200 RD-B-4 JUNCTION 3.47 3.47 0 00:40 0.032 0.032 RD-C-1 JUNCTION 4.65 9.84 0 01:06 0.042 0.199 RD-C-2 JUNCTION 13.43 17.37 0 00:40 0.147 0.345 RD-C-4 JUNCTION 4.19 4.19 0 00:40 0.037 0.037 RD-D-1 JUNCTION 14.80 14.80 0 00:40 0.163 0.163 RD-D-2 JUNCTION 4.13 18.80 0 00:40 0.035 0.198 ST241-1 JUNCTION 2.86 6.97 0 00:40 0.023 0.063 ST141-2 JUNCTION 0.00 10.36 0 00:45 0.000 0.177 STM-2-2-INLET JUNCTION 0.00 23.45 0 00:45 0.000 0.483 STM-2-3-INLET JUNCTION 0.00 34.03 0 00:40 0.000 0.546 STM-3-I-INLET JUNCTION 20.74 21.88 0 00:50 0.797 0.821 STM-3-2-INLET JUNCTION 0.00 22.28 0 00:50 0.000 0.932 STM-4-2-INLET JUNCTION 0.00 40.39 0 00:48 0.000 1.069 STM-4-4-nTLET JUNCTION 0.00 32.07 0 00:39 0.000 1.434 STM-4-5-INLET JUNCTION 0.00 37.23 0 00:43 0.000 1.509 STM-5-I-INLET JUNCTION 5.29 10.93 0 00:40 0.078 0.108 STM-5-2-INLET JUNCTION 0.00 18.97 0 00:40 0.000 0.195 STM-5-3-INLET JUNCTION 4.15 35.32 0 00:40 0.036 0.403 STM6-I-INLET JUNCTION 4.44 10.99 0 00:45 0.042 0.386 STM6-2 JUNCTION 1.69 11.72 0 00:42 0.015 0.402 STM-7-1-INLET JUNCTION 0.00 21.63 0 00:41 0.000 0.169 STM-7-2-INLET JUNCTION 0.00 28.17 0 00:41 0.000 0.306 STMH2 JUNCTION 0.00 17.75 0 02:27 0.000 1.224 STMH3 JUNCTION 0.00 17.75 0 02:27 0.000 1.221 STMH4 JUNCTION 3.20 20.90 0 02:15 0.209 1.422 STMH5 JUNCTION 0.00 20.90 0 02:15 0.000 1.418 STMH6 JUNCTION 0.00 20.89 0 02:16 0.000 1.412 STMH7 JUNCTION 0.00 20.89 0 02:16 0.000 1.404 STMES JUNCTION 0.00 20.89 0 02:17 0.000 1.400 EDELWEISS POND OUTFALL 0.00 52.58 0 01:20 0.000 2.663 STM-FES OUTFALL 0.00 20.89 0 02:18 0.000 1.396 T-1 OUTFALL 0.00 0.00 O 00:00 0.000 0.000 T-2 OUTFALL 0.00 0.00 0 00:00 0.000 0.000 POND-B-1 STORAGE 16.58 118.68 0 00:40 0.264 2.951 POND-B-2 STORAGE 5.33 40.45 0 00:40 0.097 0.496 STM-2-1 STORAGE 10.82 18.84 0 00:40 0.088 0.265 ++++++++++++++++++++++ Node Surcharge Summary ++++++++++++++++++++++ Surcharging occurs when water rises above the top of the highest conduit. Max. Height Min. Depth Hours Above Crown Below Rim Node --------------------------------------------------------------------- Type Surcharged Feet Feet STM-4-2-INLET JUNCTION 1.85 3.815 0.000 3TMH2 JUNCTION 2.36 2.570 0.000 STMH3 JUNCTION 2.45 2.570 0.000 +x+xxx+++++x+x++xxx+x Node Flooding Summary Flooding refers to all water that overflows a node, whether it ponds or not. ------------------------------------------------------------------------ Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Volume Node Flooded CPS days hr:min Mgal acre -in STM-4-2-INLET 1.54 19.15 0 00:49 0.042 0.96 StonnNET--SWMM Page 11 Kechter Crossing Scenerio 2 -100-Year STMH2 O.01 1.64 0 01:31 0.000 0.00 STMH3 0.01 2.39 0 01:31 0.000 0.00 Storage Volume Summary -------------------------------------------------------------------------------------- Average Avg Maximum Max Time of Max Maximum Volume Pont Volume Pont Occurrence Outflow Storage Unit -------------------------------------------------------------------------------------- 1000 ft3 Full 1000 ft3 Full days hr:min CFS POND-H-1 201.914 59 296.587 87 0 02:26 17.75 POND-H-2 25.329 42 35.116 58 0 02:06 7.49 STM-2-1 0.758 8 6.639 70 0 00:50 13.42 Outfall Loading Summary +++++++++++++++++++++++ --------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pent. CFS CFS Mgal --------------------------------------------------------- EDELWEISS POND 94.19 26.25 52.58 2.663 STM-FES 87.26 14.85 20.89 1.396 T-1 0.00 0.00 0.00 0.000 T-2 0.00 0.00 0.00 0.000 --------------------------------------------------------- System 45.36 41.10 69.63 4.059 Link Flow Summary ****+++*++++++****** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ Flow Occurrence Velocity Full Full Link ----------------------------------------------------------------------------- Type CFS days hr:min ft/sec Flow Depth COND-75 CHANNEL 6.66 0 00:41 1.99 0.20 0.61 COND-76 CHANNEL 21.63 0 00:41 7.53 0.16 0.57 COND-77 CHANNEL 23.26 0 00:39 6.54 0.22 0.86 COND-78 CHANNEL 6.36 0 00:43 1.69 0.30 0.64 COND-79 CHANNEL 12.92 0 00:40 3.43 0.19 0.64 COND-80 CHANNEL 8.14 0 00:40 2.71 0.15 0.58 GT-S-1 CHANNEL 18.51 0 00:40 7.10 0.15 0.55 GT-S-2 CHANNEL 11.50 0 00:40 7.99 0.06 0.43 OLD -FARM -OF CONDUIT 14.45 0 00:52 0.69 0.03 0.71 P-1 CONDUIT 17.75 0 02:27 5.65 1.00 1.00 P-2 CONDUIT 17.75 0 02:27 5.65 1.20 1.00 P-3 CONDUIT 17.75 0 02:27 6.06 1.60 0.88 P-4 CONDUIT 20.90 0 02:15 5.94 0.66 0.69 P-5 CONDUIT 20.89 0 02:16 4.85 0.78 0.84 P-6 CONDUIT 20.89 0 02:16 4.67 0.78 0.86 P-7 CONDUIT 20.89 0 02:17 5.66 0.78 0.70 P-8 CONDUIT 20.89 0 02:18 6.86 0.62 0.60 RD-COPPER-1 CHANNEL 9.74 0 01:08 1.75 0.02 0.22 RD-CROSS-D-1 CONDUIT 14.72 0 00:40 2.23 0.04 0.36 RD-CROSS-D-2 CHANNEL 18.30 0 00:40 3.89 0.40 0.72 RD-HADEN-A-1 CONDUIT 12.76 0 00:40 1.44 0.04 0.41 RD-HADEN-A-2 CHANNEL 23.01 0 00:40 4.77 0.67 0.73 RD-HADEN-C-1 CONDUIT 17.27 0 00:40 2.46 0.02 0.24 RD-HADEN-C-2 CHANNEL 16.89 0 00:40 3.68 0.41 0.72 RD-RADEN-C-3 CHANNEL 3.93 0 00:40 1.40 0.10 0.59 StonnNET--SWMM Page 12 Kechter Crossing Scenerio 2 -100-Year RD-KETCH-1 CHANNEL 3.30 0 00:40 2.63 0.08 0.40 RD-RETCH-2 CONDUIT 6.53 0 00:40 1.19 0.01 0.25 RD-OLDFARM CHANNEL 9.36 0 01:06 1.79 0.01 0.22 RD-TILD-B-1 CHANNEL 5.70 0 00:40 1.76 0.15 0.60 RD-TILD-B-2 CONDUIT 16.05 0 00:40 1.06 0.14 0.54 RD-TILD-B-3 CHANNEL 20.11 0 00:40 3.02 0.69 0.86 RD-TILD-B-4 CHANNEL 19.44 0 00:41 3.84 0.56 0.75 RD-TILD-B-S CHANNEL 3.49 0 00:40 1.75 0.11 0.49 RD-TILD-B-6 CHANNEL 4.12 0 00:40 1.79 0.12 0.54 RD-TILD-B-7 CHANNEL 0.00 0 00:00 0.00 0.00 0.18 RD-TILD-B-S CHANNEL 0.00 0 00:00 0.00 0.00 0.18 SD-1-P-1 CONDUIT 4.81 0 00:43 3.36 0.84 0.76 SD-2-P-1 CONDUIT 13.42 0 00:56 7.60 0.57 1.00 SD-2-P-2 CONDUIT 23.49 0 00:45 6.66 1.71 1.00 SD-2-P-3 CONDUIT 34.04 0 00:40 7.34 1.47 1.00 SD-3-P-1 CONDUIT 13.80 0 02:25 3.99 0.69 1.00 SD-4-OF-2 CONDUIT 0.06 0 00:49 0.59 0.00 0.02 SD-4-P-1 CONDUIT 19.09 0 02:13 6.08 1.00 1.00 SD-4-P-2 CONDUIT 20.71 0 01:39 6.59 1.67 1.00 SD-4-P-4 CONDUIT 31.52 0 00:48 9.91 1.98 1.00 SD-4-P-5 CONDUIT 37.23 0 00:43 7.92 1.69 0.95 SD-5-P-1 CONDUIT 10.85 0 00:40 6.14 1.76 1.00 SD-5-P-2 CONDUIT 18.95 0 00:40 5.48 1.76 1.00 SD-5-P-3 CONDUIT 35.30 0 00:40 5.13 0.79 1.00 SD-6-P-1 CONDUIT 11.00 0 00:45 9.51 1.80 0.63 SD-7-P-1 CONDUIT 21.51 0 00:41 6.09 1.88 1.00 SD-7-P-2 CONDUIT 27.98 0 00:41 4.45 0.91 1.00 SD-9-B2-B1 CONDUIT 7.49 0 00:51 6.25 1.10 1.00 SW-A-2 CONDUIT 10.29 0 00:45 2.67 0.16 0.46 SWALE-A-1 CHANNEL 6.06 0 00:40 2.90 0.03 0.37 SWALE-E-1 CHANNEL 1.86 0 00:41 2.69 0.03 0.46 SWALE-E-2 CHANNEL 7.24 0 00:50 4.21 0.09 0.53 SW-E-1 CONDUIT 1.49 0 00:40 1.54 0.04 0.32 SW-E-2 CHANNEL 8.15 0 00:51 3.81 0.13 0.36 SW-E-3 CONDUIT 10.61 0 00:51 0.50 0.00 0.27 SW-E-4 CONDUIT 39.07 0 01:20 1.10 0.13 0.43 SW-EDEL CONDUIT 52.58 0 01:20 1.47 0.10 0.41 SW-K-1 CONDUIT 6.08 0 00:47 0.91 0.05 0.32 SW-K-2 CONDUIT 5.30 0 00:43 1.70 0.08 0.37 SW-K-3 CONDUIT 4.34 0 00:40 1.13 0.08 0.55 SW-K-4 CONDUIT 3.77 0 00:40 1.77 0.10 0.35 ORF-HIGH ORIFICE 16.58 0 02:26 ORS -LOW ORIFICE 2.87 0 01:29 1.00 ORF-WQCV ORIFICE 0.45 0 01:18 1.00 28 WEIR 5.64 0 00:40 0.21 P-B-I-OVRFLOW WEIR 0.00 0 00:00 0.00 P-B-2-OVRFLOW WEIR 0.00 0 00:00 0.00 SD-4-OF-1 WEIR 25.04 0 00:48 1.00 STM2-2WEIR WEIR 5.85 0 00:40 0.07 ST43-I-WEIR WEIR 9.36 0 01:05 0.08 STM3-2-WEIR WEIR 0.00 0 00:00 0.00 STM4-4-WEIR WEIR 2.09 0 00:41 0.05 STM-4-5-WEIR WEIR 0.00 0 00:00 0.00 STM-5-2-WEIR WEIR 5.17 0 00:40 0.09 STM-5-3-WEIR WEIR 0.00 0 00:00 0.00 STM7-2-WEIR WEIR 16.07 0 00:41 0.09 +++++++++++++++++++++++++++ Flow Classification summary +++++++++++++++++++++++++++ ------------------- Adjusted /Actual Conduit Length ---------------------------- COND-75 1.00 COND-76 1.00 --- Fraction of Time in Flow Class ---- Avg. Up Down Sub Sup Up Down Froude Dry Dry Dry Crit Crit Crit Crit Number 0.05 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00 0.39 0.04 0.00 ---------' 0.95 0.73 0.53 1.54 Avg. Flow Change 0.0000 0.0000 StormNET-SWMM Page 13 Kechter Crossing Scenerio 2 -100-Year ' COND-77 1.00 0.05 0.00 0.00 0.03 0.02 0.00 0.90 2.08 0.0000 COND-78 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.51 0.0000 COND-79 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 1.17 ' 0.0000 COND-80 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.87 0.0000 GT-S-1 1.00 0.03 0.00 0.00 0.00 0.00 0.00 0.97 2.35 0.0000 GT-S-2 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 2.56 0.0000 OLD -FARM -OF 1.00 0.56 0.00 0.00 0.42 0.00 0.02 0.00 0.02 0.0000 P-1 1.00 0.06 0.00 0.00 0.65 0.00 0.00 0.29 0.67 0.0000 , P-2 1.00 0.07 0.00 0.00 0.81 0.00 0.00 0.12 0.61 0.0000 P-3 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.64 0.0001 P-4 1.00 0.08 0.00 0.00 0.65 0.00 0.00 0.27 0.77 0.0000 P-5 1.00 0.09 0.00 0.00 0.79 0.00 0.00 0.13 0.59 0.0000 - , P-6 1.00 0.10 0.00 0.00 0.63 0.00 0.00 0.28 0.55 0.0000 P-7 1.00 0.11 0.00 0.00 0.00 0.00 0.00 0.89 0.67 0.0000 P-8 1.00 0.12 0.00 0.00 0.00 0.00 0.00 0.88 0.87 0.0000 RD-COPPER-1 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.48 0.0000 RD-CROSS-D-1 1.00 0.04 0.00 0.00 0.24 0.23 0.00 0.49 0.70 ' 0.0000 RD-CROSS-D-2 1.00 0.05 0.00 0.00 0.40 0.55 0.00 0.00 0.96 0.0000 RD-KADEN-A-1 1.00 0.04 0.00 0.00 0.52 0.00 0.00 0.43 0.39 0.0000 RD-KADEN-A-2 1.00 0.02 0.00 0.00 0.37 0.60 0.00 0.00 1.05 0.0000 RD-KADEN-C-1 1.00 0.05 0.00 0.00 0.40 0.08 0.00 0.47 0.70 ' 0.0000 RD-KADEN-C-2 1.00 0.05 0.00 0.00 0.23 0.72 0.00 0.00 1.12 0.0000 RD-KADEN-C-3 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.25 0.0000 RD-KETCH-1 1.00 0.02 0.00 0.00 0.40 0.57 0.00 0.00 1.03 0.0000 RD-KETC8-2 1.00 0.02 0.00 0.00 0.33 0.00 0.00 0.65 0.43 0.0000 RD-OLDFARM 1.00 0.05 0.17 0.00 0.79 0.00 0.00 0.00 0.20 0.0000 , RD-TILD-B-1 1.00 0.04 0.00 0.00 0.92 0.04 0.00 0.00 0.67 0.0000 RD-TILD-B-2 1.00 0.04 0.00 0.00 0.96 0.00 0.00 0.00 0.16 0.0000 RD-TILD-B-3 1.00 0.05 0.00 0.00 0.92 0.03 0.00 0.00 0.65 0.0000 RD-TILD-B-4 1.00 0.05 0.01 0.00 0.86 0.09 0.00 0.00 0.63 ' 0.0000 RD-TILD-B-5 1.00 0.04 0.00 0.00 0.94 0.02 0.00 0.00 0.45 0.0000 RD-TILD-B-6 1.00 0.05 0.00 0.00 0.60 0.35 0.00 0.00 0.78 0.0000 RD-TILD-B-7 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 RD-TILD-B-S 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-1-P-1 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.27 ' 0.0000 SD-2-P-1 1.00 0.05 0.00 0.00 0.82 0.12 0.00 0.01 0.36 0.0000 SD-2-P-2 1.00 0.04 0.00 0.00 0.75 0.00 0.00 0.20 0.26 0.0001 SD-2-P-3 1.00 0.05 0.00 0.00 0.75 0.00 0.00 0.21 0.20 0.0001 SD-3-P-1 1.00 0.05 0.00 0.00 0.57 0.04 0.00 0.33 0.41 0.0001 , SD-4-OF-2 1.00 0.80 0.00 0.00 0.00 0.00 0.00 0.20 0.01 0.0000 SD-4-P-1 1.00 0.05 0.00 0.00 0.86 0.00 0.00 0.09 0.53 0.0000 SD-4-P-2 1.00 0.06 0.00 0.00 0.94 0.00 0.00 0.00 0.41 0.0001 SD-4-P-4 1.00 0.05 0.00 0.00 0.57 0.35 0.00 0.03 0.64 0.0001 SD-4-P-5 1.00 0.05 0.00 0.00 0.61 0.00 0.00 0.34 0.41 0.0001 , SD-5-P-1 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.11 0.0001 SD-5-P-2 1.00 0.04 0.00 0.00 0.95 0.00 0.00 0.00 0.11 0.0001 SD-5-P-3 1.00 0.04 0.00 0.00 0.83 0.00 0.00 0.12 0.11 0.0001 SD-6-P-1 1.00 0.05 0.00 0.00 0.13 0.82 0.00 0.00 1.31 ' 0.0006 SD-7-P-1 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.10 0.0001 SD-7-P-2 1.00 0.05 0.00 0.00 0.91 0.04 0.00 0.00 0.14 0.0001 SD-9-B2-B1 1.00 0.05 0.00 0.00 0.79 0.00 0.00 0.16 0.48 0.0000 SW-A-2 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 0.45 ' 0.0000 SWALE-A-1 1.00 0.04 0.23 0.00 0.72 0.01 0.00 0.00 0.26 0.0000 SWALE-E-1 1.00 0.05 0.00 0.00 0.43 0.00 0.00 0.52 0.12 0.0000 SWALE-E-2 1.00 0.05 0.00 0.00 0.40 0.01 0.00 0.55 0.57 0.0000 SW-E-1 1.00 0.05 0.09 0.00 0.87 0.00 0.00 0.00 0.05 0.0000 SW-E-2 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.79 ' 0.0000 SW-E-3 1.00 0.04 0.01 0.00 0.95 0.00 0.00 0.00 0.05 0.0000 SW-E-4 1.00 0.04 0.00 0.00 0.96 0.00 0.00 0.00 0.20 0.0000 SW-EDEL 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.27 0.0000 SW-K-1 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.05 0.0000 , SW-K-2 1.00 0.02 0.02 0.00 0.96 0.00 0.00 0.00 0.11 0.0000 SW-K-3 1.00 0.02 0.00 0.00 0.97 0.00 0.00 0.00 0.12 0.0000 SW-K-4 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.23 0.0000 Conduit Surcharge Summary ttttta+ttttt++tt+t+++++t+ SformNET--SWMM Page 14 1 Kechter Crossing Scenerio 2 -100-Year ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit ---------------------------------------------------------------------------- Both Ends Upstream Dnstream Normal Flow Limited P-1 2.36 2.36 2.36 0.01 2.34 P-2 2.39 2.39 2.39 2.25 2.32 P-3 0.01 0.01 0.01 2.52 0.01 SD-2-P-1 0.37 0.37 0.37 0.01 0.01 SD-2-P-2 1.02 1.02 1.02 0.77 0.13 SD-2-P-3 1.47 1.47 1.47 0.24 0.01 SD-3-P-1 1.78 1.78 1.78 0.05 0.01 SD-4-P-1 1.78 1.78 1.78 0.01 0.83 SD-4-P-2 1.85 1.85 1.85 1.73 1.79 SD-4-P-4 2.38 2.38 2.38 1.82 1.87 SD-4-P-5 0.01 0.01 0.01 1.51 0.01 SD-5-P-1 3.38 3.38 3.38 0.22 0.36 SD-5-P-2 3.40 3.40 3.40 0.37 0.30 SD-5-P-3 1.48 1.48 1.48 0.16 0.01 SD-6-P-1 0.01 0.01 0.01 1.21 0.01 SD-7-P-1 3.38 3.38 3.38 0.34 0.25 SD-7-P-2 3.31 3.31 3.31 0.19 0.10 SD-9-B2-B1 3.12 3.12 3.12 0.29 0.90 Analysis begun on: Tue Jul 29 14:05:58 2008 Analysis ended on: Tue Jul 29 14:06:30 2008 Total elapsed time: 00:00:32 StormNET--SWMM Page 15 Kechter Crossing Scenerio 3 - 2-Year EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.013) -------------------------------------------------------------- Kschter Crossing Scenario 3 - 2-Year Analysis Options Flow Units ............... Infiltration Method ...... Flow Routing Method . Starting Date . Ending Date .............. Antecedent Dry Days ...... ' Report Time Step ......... Wet Time Step . Dry Time Step ............ Routing Time Step ........ CFS BORTON DYNWAVE APR-23-2007 00:00:00 APR-23-2007 04:00:00 0.0 00:01:00 00:00:30 00:00:30 0.25 sec Element Count +++++++++++++ Number of rain gages ...... 1 Number of subcatchments ... 48 Number of nodes ........... 66 Number of links ........... 81 Number of pollutants ...... 0 Number of land uses ....... 0 Raingage Summary GAGE-1 Subcatchment Summary #################### Name .................... BASIN-901-4 BASIN-901-5 BASIN-901-6 BASIN-A-1 BASIN-A-2 BASIN-A-3 BASIN-A-4 BASIN-A-5 BASIN-A-6 BASIN-A-7 BASIN-B-1 BASIN-B-2 BASIN-B-3 BASIN-B-4 BASIN-B-S BASIN-B-6 BASIN-B-7 BASIN-B-8 BASIN-B-9 BASIN-C-1 BASIN-C-10 BASIN-C-11 BASIN-C-12 Data Source 2-YEAR Data Type INTENSITY Area Width 6Impery 10.55 460.00 2.00 58.50 1756.00 2.00 14.61 1072.83 10.00 0.25 205.00 14.00 1.51 998.24 19.00 1.14 527.40 74.00 1.03 531.60 49.00 0.77 291.64 34.00 0.63 462.64 60.00 0.15 166.43 78.00 5.24 1561.51 10.00 1.88 345.00 13.00 0.50 375.13 79.00 0.26 318.14 86.00 0.10 157.14 86.00 0.49 363.12 72.00 1.40 653.81 56.00 0.35 445.28 86.00 0.69 474.68 59.00 0.25 250.91 61.00 0.86 375.00 2.00 1.45 435.00 44.00 0.45 325.00 70.00 Interval hours 0.08 %Slope --------------------------------------------- Rain Gage Outlet 1.0000 GAGE-1 DESIGN-PT-6-B 1.0000 GAGE-1 JUNC-K-S 1.0000* GAGE-1 JUNC-R-7 1.5000 GAGE-1 DESIGN-PT-1-A 7.0000 GAGE-1 STM-2-1 3.5000 GAGE-1 RD-A-2 3.5000 GAGE-1 RD-A-1 3.5000 GAGE-1 RD-A-1 3.5000 GAGE-1 DESIGN-PT-2B 2.0000 GAGE-1 DESIGN PT-2A 3.5000 GAGE-1 POND-B-1 4.5000 GAGE-1 POND-B-2 3.5000 GAGE-1 DESIGN PT 7-D 2.0000 GAGE-1 DESIGN PT 7-C 2.0000 GAGE-1 DESIGN PT 7-B 3.5000 GAGE-1 RD-B-3 3.5000 GAGE-1 RD-B-2 2.0000 GAGE-1 RD-B-4 3.5000 GAGE-1 RD-B-1 3.5000 GAGE-1 DESIGN-PT-4-C 4.0000 GAGE-1 DESIGN PT 4-B 3.5000 GAGE-1 RD-C-2 2.0000 GAGE-1 RD-C-4 StormNET--SWMM Page 1 Kechter Crossing Scenerio 3 - 2-Year , BASIN-C-13 0.31 296.52 18.00 4.0000 GAGE-1 DESIGN-PT-4-C BASIN-C-2 0.09 156.47 86.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-3 0.70 430.29 43.00 2.0000 GAGE-1 ' DESIGN-PT-4-C BASIN-C-4 0.31 349.56 68.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-5 0.66 194.13 48.00 3.5000 GAGE-1 RD-C-2 BASIN-C-6 0.12 124.73 86.00 2.0000 GAGE-1 RD-C-1 BASIN-C-7 0.37 205.90 75.00 2.5000 GAGE-1 RD-C-1 BASIN-C-8 0.43 199.35 20.00 2.0000 GAGE-1 ' DESIGN-PT-3-B BASIN-C-9 0.26 375.00 8.00 1.0000 GAGE-1 DESIGN-PT-3-A BASIN-D-1 0.42 550.00 76.00 2.0000 GAGE-1 STM-5-3-INLET BASIN-D-2 1.28 572.37 49.00 2.5000 GAGE-1 DESIGN PT 5-B BASIN-D-3 1.43 560.50 16.00 2.0000 GAGE-1 ' STM-5-I-INLET BASIN-D-4 0.44 328.65 65.00 3.5000 GAGE-1 RD-D-2 BASIN-D-5 2.39 740.48 43.00 3.5000 GAGE-1 RD-D-1 BASIN-E-1 0.17 242.90 86.00 2.0000 GAGE-1 STM6-2 BASIN-E-2 0.75 408.64 16.00 5.0000 GAGE-1 STM6-I-INLET BASIN-E-3 0.09 235.58 2.00 5.0000 GAGE-1 ' DESIGN-PT-6-A BASIN-E-4 0.09 316.42 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-K-1 0.52 657.72 25.00 2.0000 GAGE-1 JUNC-K-6 BASIN-K-10 0.14 163.26 35.00 3.5000 GAGE-1 JUNC-K-2 BASIN-K-11 0.44 435.79 35.00 3.5000 GAGE-1 JUNC-K-1 , BASIN-K-4 0.47 525.31 33.00 2.0000 GAGE-1 JUNC-K-4 BASIN-K-5 0.27 206.62 33.00 2.0000 GAGE-1 JUNC-K-S BASIN-K-6 0.20 345.36 25.00 2.0000 GAGE-1 JUNC-K-B BASIN-K-9 0.35 261.26 35.00 3.5000 GAGE-1 STM1-1 , Node Summary ++++++++++++ ' Invert Max. Ponded External Name ------------------------------------------------------------------------------ Type Elev. Depth Area Inflow DESIGN PT 3-E JUNCTION 4943.71 8.74 0.0 ' DESIGN PT 4-A JUNCTION 4941.31 6.00 0.0 DESIGN PT 4-B JUNCTION 4940.00 3.00 200.0 DESIGN PT 4-D JUNCTION 4939.24 4.32 0.0 DESIGN PT 5-B JUNCTION 4938.10 5.33 0.0 DESIGN PT 7-A JUNCTION 4937.90 6.00 0.0 ' DESIGN PT 7-B JUNCTION 4937.90 6.00 0.0 DESIGN PT 7-C JUNCTION 4936.15 4.00 0.0 DESIGN PT 7-D JUNCTION 4936.15 4.00 0.0 DESIGN PT-2A JUNCTION 4938.85 4.00 0.0 ' DESIGN-PT-1-A JUNCTION 4943.63 4.00 0.0 DESIGN-PT-2B JUNCTION 4938.85 4.00 0.0 DESIGN-PT-3-A JUNCTION 4944.00 4.00 0.0 DESIGN-PT-3-B JUNCTION 4944.00 4.00 0.0 DESIGN-PT-4-C JUNCTION 4939.24 4.32 0.0 ' DESIGN-PT-S-C JUNCTION 4938.10 4.00 0.0 DESIGN-PT-6-A JUNCTION 4946.00 3.00 0.0 DESIGN-PT-6-B JUNCTION 4943.00 3.00 0.0 JUNC-K-1 JUNCTION 4946.10 6.00 0.0 ' JUNC-K-2 JUNCTION 4945.20 6.00 0.0 JUNC-K-4 JUNCTION 4935.13 6.30 0.0 JUNC-K-S JUNCTION 4934.20 6.00 0.0 JUNC-K-6 JUNCTION 4930.20 6.00 0.0 JUNC-K-7 JUNCTION 4929.70 3.00 0.0 , JUNC-K-8 JUNCTION 4939.00 4.00 0.0 JUNC-K-S JUNCTION 4930.00 6.00 0.0 OUTLET -STRUCTURE JUNCTION 4931.10 10.30 0.0 RD-A-1 JUNCTION 4940.00 6.00 0.0 , RD-A-2 JUNCTION 4939.53 6.00 0.0 RD-B-1 JUNCTION 4941.30 6.00 0.0 RD-B-2 JUNCTION 4938.65 6.00 0.0 RD-B-3 JUNCTION 4938.34 6.00 0.0 RD-B-4 JUNCTION 4938.49 6.00 0.0 , RD-C-1 JUNCTION 4942.54 6.00 0.0 RD-C-2 JUNCTION 4942.10 6.00 0.0 RD-C-4 JUNCTION 4941.31 6.00 0.0 ' StonnNET-SMWM Page 2 1 Kechter Crossing Scenerio 3 - 2-Year RD-D-1 JUNCTION 4941.47 6.00 0.0 RD-11-2 JUNCTION 4940.89 6.00 0.0 ' STM1-1 JUNCTION 4940.83 3.00 300.0 STM1-2 JUNCTION 4940.56 3.00 0.0 STM-2-2-INLET JUNCTION 4934.58 4.40 50.0 STM-2-3-INLET JUNCTION 4933.41 5.00 50.0 STM-3-I-INLET JUNCTION 4939.47 8.74 300.0 Yes STM-3-2-INLET JUNCTION 4938.30 7.91 800.0 STM-4-2-INLET JUNCTION 4935.13 4.74 150.0 STM-4-4-INLET JUNCTION 4934.46 7.46 0.0 STM-4-5-INLET JUNCTION 4934.12 9.46 0.0 STM-5-I-INLET JUNCTION 4934.00 5.33 100.0 STM-5-2-INLET JUNCTION 4933.93 4.80 0.0 STM-5-3-INLET JUNCTION 4933.79 6.81 0.0 STM6-I-INLET JUNCTION 4937.99 4.87 50.0 STM6-2 JUNCTION 4937.57 3.00 0.0 ' STM-7-I-INLET JUNCTION 4931.53 5.45 0.0 STM-7-2-INLET JUNCTION 4931.37 5.64 0.0 STMH2 JUNCTION 4930.22 4.67 0.0 STMH3 JUNCTION 4928.79 4.67 0.0 ' STM84 JUNCTION 4927.67 5.53 0.0 Yes STMH5 JUNCTION 4925.43 7.18 0.0 STMH6 JUNCTION 4923.33 4.62 0.0 STMH7 JUNCTION 4922.28 5.83 0.0 STMHB JUNCTION 4921.08 4.12 0.0 ' EDELWEISS POND OUTFALL 4928.00 3.00 0.0 STM-FES OUTFALL 4919.27 2.60 0.0 POND-B-1 STORAGE 4931.10 5.50 144000.0 POND-B-2 STORAGE 4933.50 4.00 22000.0 STM-2-1 STORAGE 4936.54 2.51 0.0 Link Summary Name ------------------------------------------------------------------------------------------ From Node To Node Type Length %Slope Roughness COND-75 DESIGN PT 7-D STM-7-2-INLET CONDUIT 6.5 0.4651 0.0140 ' COND-76 DESIGN PT 7-C STM-7-I-INLET CONDUIT 5.0 7.4148 0.0140 COND-77 DESIGN-PT-4-C STM-4-4-INLET CONDUIT 6.0 4.6358 0.0140 COND-78 DESIGN PT 4-D STM-4-5-INLET CONDUIT 349.7 0.1773 0.0140 COND-79 DESIGN-PT-5-C STM-5-3-INLET CONDUIT 6.1 1.8092 0.0140 ' COND-80 DESIGN PT 5-B STM-5-2-INLET CONDUIT 6.1 1.1513 0.0140 GT-S-1 DESIGN PT-2A STM-2-2-INLET CONDUIT 9.1 6.2706 0.0140 GT-S-2 DESIGN-PT-2B STM-2-3-INLET CONDUIT 9.1 15.8416 0.0140 OLD -FARM -OF STM-3-2-INLET STM-3-I-INLET CONDUIT 70.0 0.1571 0.0300 P-1 OUTLET-STRUCTURESTMH2 CONDUIT 109.2 0.7141 0.0140 ' P-2 STMH2 STMH3 CONDUIT 267.2 0.4978 0.0140 P-3 STMH3 STMH4 CONDUIT 223.3 0.2777 0.0140 P-4 STM84 STMH5 CONDUIT 307.7 0.6955 0.0140 P-5 3TMH5 STMH6 CONDUIT 400.0 0.5000 0.0140 ' P-6 STMH6 STMH7 CONDUIT 190.0 0.5000 0.0140 P-7 STMH7 STMHB CONDUIT 220.7 0.4985 0.0140 P-8 STMHB STM-FES CONDUIT 220.7 0.7750 0.0140 RD-COPPER-1 RD-C-1 RD-C-2 CONDUIT 154.5 0.2525 0.0150 RD-CROSS-D-1 RD-D-1 RD-D-2 CONDUIT 36.1 1.3285 0.0160 ' RD-CROSS-D-2 RD-D-2 DESIGN-PT-5-C CONDUIT 332.2 0.8399 0.0140 RD-KADEN-A-1 RD-A-1 RD-A-2 CONDUIT 28.8 1.2861 0.0180 RD-KADEN-A-2 RD-A-2 DESIGN PT-2A CONDUIT 142.5 0.4772 0.0140 RD-KADEN-C-1 RD-C-2 DESIGN PT 4-A CONDUIT 46.8 1.4731 0.0160 RD-KADEN-C-2 DESIGN PT 4-A DESIGN-PT-4-C CONDUIT 309.4 0.6691 0.0140 RD-KADEN-C-3 RD-C-4 DESIGN PT 4-D CONDUIT 349.7 0.5920 0.0140 RD-KETCH-1 JUNC-K-S JUNC-K-4 CONDUIT 527.0 0.7343 0.0140 RD-KETCH-2 JUNC-K-4 JUNC-K-5 CONDUIT 31.7 2.6166 0.0320 RD-OLDFARM DESIGN PT 3-E RD-C-1 CONDUIT 174.4 0.6709 0.0150 ' RD-TILD-B-1 RD-B-1 RD-B-2 CONDUIT 465.3 0.5695 0.0140 RD-TILD-B-2 RD-B-2 RD-B-3 CONDUIT 49.5 0.6266 0.0320 RD-TILD-B-3 RD-B-3 DESIGN PT 7-A CONDUIT 127.0 0.3466 0.0140 ' RD-TILD-B-4 DESIGN PT 7-A DESIGN PT 7-D CONDUIT 359.9 0.4862 0.0140 IStormNET-SWMM Page 3 Kechter Crossing Scenerio 3 - 2-Year RD-TILD-B-5 RD-B-4 DESIGN PT 7-B CONDUIT 159.3 0.3703 0.0140 RD-TILD-B-6 DESIGN PT 7-B DESIGN PT 7-C CONDUIT 359.9 0.4863 0.0140 RD-TILD-B-7 STM-7-I-INLET JUNC-K-4 CONDUIT 101.8 1.1291 0.0140 RD-TILD-B-S STM-7-2-INLET JUNC-K-4 CONDUIT 128.7 0.9166 0.0140 SD-1-P-1 STM1-1 STM1-2 CONDUIT 68.0 0.3971 0.0150 SD-2-2-1 STM-2-1 STM-2-2-INLET CONDUIT 31.9 5.8362 0.0140 SD-2-P-2 STM-2-2-INLET STM-2-3-INLET CONDUIT 29.7 0.5720 0.0150 SD-2-P-3 STM-2-3-INLET POND-B-1 CONDUIT 33.0 0.4242 0.0150 SD-3-P-1 STM-3-I-INLET STM-3-2-INLET CONDUIT 72.5 1.3379 0.0150 SD-4-OF-2 DESIGN PT 4-B STM-4-4-INLET CONDUIT 147.2 0.3940 0.0400 SD-4-P-1 STM-3-2-INLET STM-4-2-INLET CONDUIT 322.4 0.9522 0.0150 SD-4-2-2 STM-4-2-INLET STM-4-4-INLET CONDUIT 143.0 0.3986 0.0150 SD-4-P-4 3TM-4-4-INLET STM-4-5-INLET CONDUIT 36.0 0.6667 0.0150 SD-4-P-5 STM-4-5-INLET POND-B-1 CONDUIT 60.0 0.3833 0.0150 SD-5-P-1 STM-5-I-INLET STM-5-2-INLET CONDUIT 15.4 0.4560 0.0150 SD-5-P-2 STM-5-2-INLET STM-5-3-INLET CONDUIT 36.0 0.3889 0.0150 SD-5-P-3 STM-5-3-INLET POND-B-2 CONDUIT 57.5 0.4000 0.0150 SD-6-P-1 STM6-I-INLET STM6-2 CONDUIT 85.0 0.4941 0.0150 SD-7-P-1 STM-7-I-INLET STM-7-2-INLET CONDUIT 40.3 0.3967 0.0150 SD-7-P-2 STM-7-2-INLET POND-B-1 CONDUIT 44.1 0.6121 0.0150 SD-9-B2-B1 POND-B-2 POND-B-1 CONDUIT 34.0 1.4706 0.0150 SW-A-2 STM1-2 STM-2-1 CONDUIT 150.0 0.6800 0.0320 SWALE-A-1 DESIGN-PT-1-A STM1-2 CONDUIT 67.0 4.5821 0.0150 SWALE-C-2 DESIGN-PT-3-B STM-3-I-INLET CONDUIT 204.0 0.6912 0.0150 SWALE-C-1 DESIGN-PT-3-A STM-3-2-INLET CONDUIT 161.0 0.8137 0.0150 SW-E-1 DESIGN-PT-6-A DESIGN-PT-6-B CONDUIT 247.5 1.2120 0.0350 SW-E-2 DESIGN-PT-6-B STM6-I-INLET CONDUIT 393.0 0.4809 0.0150 SW-E-3 STM6-2 JUNC-K-S CONDUIT 786.5 0.9625 0.0320 SW-E-4 JUNC-K-S JUNC-K-7 CONDUIT 406.3 0.0738 0.0320 SW-EDEL JUNC-K-7 EDELWEISS POND CONDUIT 977.7 0.1739 0.0320 SW-K-1 JUNC-K-6 JUNC-K-7 CONDUIT 493.4 0.1013 0.0320 SW-K-2 JUNC-K-5 JUNC-K-6 CONDUIT 630.0 0.6349 0.0320 SW-K-3 JUNC-K-2 STM1-1 CONDUIT 370.9 1.1781 0.0320 SW-K-4 JUNC-K-1 JUNC-K-2 CONDUIT 160.9 0.5595 0.0320 ORS -HIGH POND-B-1 OUTLET-STRUCTUREORIFICE ORF-LOW POND-B-1 OUTLET-STRUCTUREORIFICE ORF-WQCV POND-B-1 OUTLET-STRUCTUREORIFICE 28 STM-5-I-INLET DESIGN PT 5-B WEIR P-B-I-OVRFLOW POND-B-1 JUNC-K-4 WEIR P-B-2-0VRFLOW POND-B-2 POND-B-1 WEIR SD-4-OF-1 DESIGN PT 4-B STM-4-2-INLET WEIR STM2-2WEIR DESIGN PT-2A DESIGN-PT-2B WEIR STM3-I-WEIR STM-3-I-INLET DESIGN PT 3-E WEIR STIE3-2-WEIR STM-3-2-INLET DESIGN PT 3-E WEIR STM4-4-WEIR DESIGN-PT-4-C DESIGN PT 4-D WEIR STM-4-5-WEIR STM-4-5-INLET POND-B-1 WEIR STM-5-2-WEIR DESIGN PT 5-B DESIGN-PT-S-C WEIR STM-5-3-WEIR STM-5-3-INLET POND-B-2 WEIR STM7-2-WEIR DESIGN PT 7-D DESIGN PT 7-C WEIR Cross Section Summu ry Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Red. Width Barrels Flow --------------------------------------------------------------------------------------- COND-75 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.00 COND-76 1/2-GUTTER 0.70 9.27 0.36 28.00 1 135.77 COND-77 1/2-GUTTER 0.70 9.27 0.36 28.00 1 107.35 COND-78 1/2-GUTTER 0.70 9.27 0.36 28.00 1 20.99 COND-79 1/2-GUTTER 0.70 9.27 0.36 28.00 1 67.07 COND-80 1/2-GUTTER 0.70 9.27 0.36 28.00 1 53.50 GT-S-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 124.86 GT-S-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 198.45 OLD -FARM -OF TRAPEZOIDAL 2.00 280.00 1.08 260.00 1 577.59 P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75 P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 14.82 P-3 CIRCULAR 2.00 3.14 0.50 2.00 1 11.07 StonnNET--SWMM Page 4 Kechter Crossing Scenerio 3 - 2-Year P-4 CIRCULAR 2.50 4.91 0.63 2.50 1 31.76 P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 ' P-6 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-7 CIRCULAR 2.50 4.91 0.63 2.50 1 26.89 P-8 CIRCULAR 2.50 4.91 0.63 2.50 1 33.53 RD-COPPER-1 36-ROADWAY 1.80 105.66 1.11 100.00 1 564.10 RD-CROSS-D-1 TRAPEZOIDAL 1.00 50.50 0.50 100.50 1 341.64 ' RD-CROSS-D-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 45.70 RD-RADEN-A-1 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 302.73 RD-RADEN-A-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.44 RD-RADEN-C-1 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 1065.32 ' RD-RADEN-C-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 40.78 RD-RADEN-C-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 38.36 RD-RETCH-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 42.73 RD-RETCH-2 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 709.92 ' RD-OLDFARM 36-ROADWAY 1.80 105.66 1.11 100.00 1 919.61 RD-TILD-B-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 37.63 RD-TILD-B-2 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 118.87 RD-TILD-B-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 29.35 RD-TILD-B-4 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 ' RD-TILD-B-S 1/2-GUTTER 0.70 9.27 0.36 28.00 1 30.34 RD-TILD-B-6 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-B-7 1/2-GUTTER 0.70 9.27 0.36 28.00 1 52.98 RD-TILD-B-8 1/2-GUTTER 0.70 9.27 0.36 28.00 1 47.74 ' SD-1-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 5.74 SD-2-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 23.56 SD-2-P-2 CIRCULAR 1.50 1.77 0.38 1.50 2 6.89 SD-2-P-3 CIRCULAR 2.50 4.91 0.63 2.50 1 23.15 SD-3-P-1 HORI2 ELLIPSE 1.17 1.73 0.36 1.92 2 9.96 SD-4-OF-2 TRAPEZOIDAL 1.50 16.50 0.95 17.00 1 37.18 SD-4-P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 19.13 SD-4-P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 12.38 SD-4-P-4 HORIZ ELLIPSE 1.58 3.18 0.48 2.50 1 15.88 ' SD-4-P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 22.01 SD-5-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 6.15 SD-5-P-2 HORIZ ELLIPSE 1.17 1.73 0.36 1.92 2 5.37 SD-5-P-3 CIRCULAR 2.50 4.91 0.63 2.50 2 22.48 SD-6-P-1 HORIZ ELLIPSE 1.17 1.74 0.36 1.92 1 6.10 ' SD-7-P-1 CIRCULAR 1.50 1.77 0.38 1.50 2 5.73 SD-7-P-2 CIRCULAR 2.00 3.14 0.50 2.00 2 15.34 SD-9-B2-B1 CIRCULAR 1.25 1.23 0.31 1.25 1 6.79 SW-A-2 TRAPEZOIDAL 2.00 17.00 1.00 16.50 1 65.12 ' SWALE-A-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 190.73 SWALE-C-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 74.08 SWALE-C-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 80.37 SW-E-1 TRAPEZOIDAL 1.50 9.75 0.76 12.50 1 37.87 SW-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 61.79 SW-E-3 TRAPEZOIDAL 3.00 390.00 1.56 250.00 1 2389.46 SW-E-4 TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 310.65 SW-EDEL TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 507.49 SW-R-1 TRAPEZOIDAL 3.00 64.50 1.55 41.00 1 127.66 ' SW-K-2 TRAPEZOIDAL 2.00 18.00 1.09 16.00 1 70.38 SW-R-3 TRAPEZOIDAL 1.50 12.00 0.84 14.00 1 53.64 SW-R-4 TRAPEZOIDAL 1.50 12.00 0.84 14.00 1 36.96 ++++++++++++++++ Transact Summary Transact 1/2-GUTTER Area: 0.0002 0.0007 0.0015 0.0027 0.0043 0.0062 0.0085 0.0116 0.0158 0.0211 0.0275 0.0349 0.0433 0.0529 0.0635 0.0751 0.0878 0.1016 0.1165 0.1324 0.1493 0.1674 0.1865 0.2066 0.2278 0.2501 0.2735 0.2979 0.3234 0.3499 IStonnNET--SWMM Page 5 Kechter Crossing Scenerio 3 - 2-Year ' 0.3766 0.4034 0.4303 0.4573 0.4844 0.5116 0.5396 0.5687 0.5988 0.6300 0.6623 0.6956 0.7299 0.7653 0.8018 , 0.8393 0.8779 0.9175 0.9582 1.0000 Hrad: 0.0184 0.0368 0.0552 0.0736 0.0920 0.1105 0.1331 0.1551 0.1692 ' 0.1810 0.1926 0.2045 0.2170 0.2300 0.2436 0.2576 0.2719 0.2866 0.3015 0.3166 0.3319 0.3473 0.3629 0.3786 0.3944 0.4103 0.4263 0.4423 0.4573 0.4778 0.5071 0.5369 0.5671 0.5977 ' 0.6285 0.6603 0.6930 0.7239 0.7533 0.7812 0.8078 0.8331 0.8572 0.8803 0.9023 0.9235 0.9437 0.9632 0.9820 1.0000 Width: , 0.0081 0.0163 0.0244 0.0325 0.0406 0.0488 0.0621 0.0873 0.1124 0.1375 0.1626 0.1878 0.2129 0.2380 0.2631 0.2883 0.3134 0.3385 0.3636 0.3888 0.4139 0.4390 0.4641 0.4893 ' 0.5144 0.5395 0.5646 0.5898 0.6157 0.6314 0.6334 0.6354 0.6374 0.6394 0.6414 0.6500 0.6750 0.7000 0.7250 0.7500 0.7750 0.8000 0.8250 0.8500 0.8750 , 0.9000 0.9250 0.9500 0.9750 1.0000 Transect 36-ROADWAY Area: 0.0002 0.0008 0.0019 0.0040 ' 0.0074 0.0120 0.0178 0.0249 0.0332 0.0428 0.0535 0.0654 0.0775 0.0898 0.1028 0.1170 0.1325 0.1492 0.1671 0.1863 0.2066 0.2274 0.2488 0.2706 ' 0.2929 0.3156 0.3388 0.3624 0.3866 0.4111 0.4362 0.4617 0.4877 0.5141 0.5410 0.5684 0.5962 0.6245 0.6532 0.6824 0.7121 0.7422 0.7728 0.8039 0.8354 0.8674 0.8999 0.9328 0.9662 1.0000 , Hrad: 0.0154 0.0307 0.0378 0.0455 0.0582 0.0724 0.0873 0.1025 0.1178 0.1333 0.1489 0.1717 0.2018 0.2295 0.2395 , 0.2505 0.2623 0.2747 0.2875 0.3008 0.3224 0.3534 0.3836 0.4129 0.4416 0.4695 0.4968 0.5235 0.5496 0.5752 0.6002 0.6247 0.6488 0.6724 0.6955 0.7183 0.7406 0.7625 0.7841 ' 0.8053 0.8261 0.8466 0.8668 0.8867 0.9063 0.9256 0.9446 0.9633 0.9818 1.0000 Width: 0.0117 0.0234 0.0448 0.0810 ' 0.1172 0.1534 0.1896 0.2257 0.2619 0.2981 0.3343 0.3546 0.3574 0.3640 0.4000 0.4360 0.4720 0.5080 0.5440 0.5800 0.6060 0.6196 0.6332 0.6468 ' 0.6604 0.6740 0.6875 0.7011 0.7147 0.7283 0.7419 0.7555 0.7691 0.7826 0.7962 0.8098 0.8234 0.8370 0.8506 0.8642 0.8777 0.8913 0.9049 0.9185 0.9321 0.9457 0.9592 0.9728 0.9864 1.0000 , Transact SWALE-E-1 Area: 0.0108 0.0217 0.0327 0.0437 ' 0.0548 0.0659 0.0771 0.0884 0.0997 0.1111 0.1226 0.1343 0.1468 0.1605 0.1749 0.1899 0.2055 0.2215 0.2380 0.2550 0.2725 0.2906 0.3091 0.3281 0.3477 , StonnNET--SWMM Page 6 1 ' Kechter Crossing Scenerio 3 - 2-Year 0.3677 0.3883 0.4093 0.4309 0.4530 0.4755 0.4986 0.5222 0.5462 0.5708 ' 0.5959 0.6215 0.6476 0.6742 0.7013 0.7289 0.7570 0.7856 0.8147 0.8443 0.8745 0.9051 0.9362 0.9679 1.0000 Hrad: 0.0384 0.0752 0.1106 0.1447 0.1775 ' 0.2091 0.2396 0.2691 0.2976 0.3252 0.3519 0.3665 0.3738 0.3826 0.4001 0.4206 0.4410 0.4611 0.4811 0.5010 0.5207 0.5391 0.5565 0.5738 0.5909 0.6080 0.6249 0.6418 0.6586 0.6753 0.6920 0.7086 0.7251 0.7416 0.7580 0.7744 0.7908 0.8070 0.8233 0.8395 0.8557 0.8718 0.8879 0.9040 0.9201 0.9361 0.9521 0.9681 0.9841 1.0000 ' Width: 0.3353 0.3372 0.3392 0.3411 0.3431 0.3450 0.3469 0.3489 0.3508 0.3528 0.3547 0.3733 0.4044 0.4356 0.4556 ' 0.4711 0.4867 0.5022 0.5178 0.5333 0.5489 0.5644 0.5800 0.5956 0.6111 0.6267 0.6422 0.6578 0.6733 0.6889 0.7044 0.7200 0.7356 0.7511 0.7667 ' 0.7822 0.7978 0.8133 0.8289 0.8444 0.8600 0.8756 0.8911 0.9067 0.9222 0.9378 0.9533 0.9689 0.9844 1.0000 Volume Depth Runoff Quantity Continuity acre-feet inches ++++++++++++++++++++++++++ --------- ------- Total Precipitation...... 9.439 0.978 Evaporation Loss 0.000 0.000 Infiltration Lose . 8.732 0.905 Surface Runoff ........... 0.584 0.061 Final Surface Storage .... 0.122 0.013 ' Continuity Error ($) ..... 0.003 ++++++++++++t+++++++++++++ Volume Volume Flow Routing Continuity acre-feet Mgallons ++++++++++++++++++++++++++ Dry Weather Inflow 0.000 0.000 Wet Weather Inflow ....... 0.583 0.190 Groundwater Inflow.::::::: 0.000 0.000 RDII Inflow 0.000 0.000 ' External Inflow 1.612 0.525 External Outflow ......... 0.875 0.285 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 ' Initial Stored Volume 0.000 0.000 Final Stored Volume 1.307 0.426 Continuity Error (%) ..... 0.607 Highest Continuity Errors +++++++++++++++++++++++++ Node JUNC-K-S (57.59%) ' Node JUNC-K-7 (19.83%) Node STM-7-I-INLET (5.47%) Node JUNC-K-6 (4.70%) Node STM-7-2-INLET (4.054) +++++++++++++++++++++++++++ Time -Step Critical Elements StormNET-SWMM Page 7 Kechter Crossing Scenerio 3 - 2-Year None ++++++++++++++++++++++++++++++++ Highest Flow Instability Indexes ++++++++++++++++++++++++++++++++ All links are stable. +++++++++++++++++++++++++ Routing Time Step Summary +++++++++++++++++++++++++ Minimum Time Step 0.25 sec Average Time Step 0.25 sec Maximum Time Step 0.25 sec Percent in Steady State 0.00 Average Iterations per Step 2.00 +++++++++++++++++++++++++++ Subcatchment Runoff Summary +++++++++++++++++++++++++++ Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in Mgal CPS -------------------------------------------------------------------------------------------- BASIN-901-4 0.978 0.000 0.000 0.959 0.018 0.005 0.594 0.018 BASIN-901-5 0.978 0.000 0.000 0.976 0.000 0.000 0.000 0.000 BASIN-901-6 0.978 0.000 0.000 0.968 0.000 0.000 0.000 0.000 BASIN-A-1 0.978 0.000 0.000 0.927 0.037 0.000 0.030 0.038 BASIN-A-2 0.978 0.000 0.000 0.911 0.048 0.002 0.239 0.049 BASIN-A-3 0.978 0.000 0.000 0.420 0.491 0.015 1.364 0.501 BASIN-A-4 0.978 0.000 0.000 0.649 0.279 0.008 0.919 0.286 BASIN-A-5 0.978 0.000 0.000 0.747 0.197 0.004 0.486 0.201 BASIN-A-6 0.978 0.000 0.000 0.558 0.360 0.006 0.725 0.368 BASIN-A-7 0.978 0.000 0.000 0.334 0.565 0.002 0.247 0.578 BASIN-B-1 0.978 0.000 0.000 0.924 0.044 0.006 0.752 0.045 BASIN-B-2 0.978 0.000 0.000 0.908 0.057 0.003 0.348 0.058 BASIN-B-3 0.978 0.000 0.000 0.334 0.565 0.008 0.858 0.577 BASIN-B-4 0.978 0.000 0.000 0.200 0.692 0.005 0.565 0.707 BASIN-B-5 0.978 0.000 0.000 0.199 0.692 0.002 0.219 0.708 BASIN-B-6 0.978 0.000 0.000 0.421 0.484 0.006 0.656 0.495 BASIN-B-7 0.978 0.000 0.000 0.629 0.292 0.011 1.256 0.299 BASIN-B-8 0.978 0.000 0.000 0.200 0.692 0.007 0.762 0.707 BASIN-B-9 0.978 0.000 0.000 0.562 0.357 0.007 0.791 0.365 BASIN-C-1 0.978 0.000 0.000 0.558 0.359 0.002 0.278 0.367 BASIN-C-10 0.978 0.000 0.000 0.976 0.000 0.000 0.000 0.000 BASIN-C-11 0.978 0.000 0.000 0.737 0.197 0.008 0.883 0.201 BASIN-C-12 0.978 0.000 0.000 0.456 0.452 0.006 0.546 0.462 BASIN-C-13 0.978 0.000 0.000 0.916 0.044 0.000 0.045 0.045 BASIN-C-2 0.978 0.000 0.000 0.199 0.693 0.002 0.198 0.708 BASIN-C-3 0.978 0.000 0.000 0.697 0.238 0.005 0.532 0.243 BASIN-C-4 0.978 0.000 0.000 0.403 0.507 0.004 0.506 0.518 BASIN-C-5 0.978 0.000 0.000 0.660 0.269 0.005 0.544 0.275 BASIN-C-6 0.978 0.000 0.000 0.206 0.685 0.002 0.250 0.700 BASIN-C-7 0.978 0.000 0.000 0.365 0.537 0.005 0.590 0.549 BASIN-C-8 0.978 0.000 0.000 0.905 0.053 0.001 0.074 0.054 BASIN-C-9 0.978 0.000 0.000 0.953 0.018 0.000 0.015 0.018 BASIN-D-1 0.978 0.000 0.000 0.321 0.580 0.007 0.795 0.593 BASIN-D-2 0.978 0.000 0.000 0.688 0.241 0.008 0.963 0.246 BASIN-D-3 0.978 0.000 0.000 0.923 0.039 0.002 0.183 0.040 BASIN-D-4 0.978 0.000 0.000 0.504 0.409 0.005 0.547 0.418 BASIN-D-5 0.978 0.000 0.000 0.773 0.162 0.011 1.206 0.166 BASIN-E-1 0.978 0.000 0.000 0.199 0.692 0.003 0.372 0.707 BASIN-E-2 0.978 0.000 0.000 0.962 0.000 0.000 0.000 0.000 BASIN-E-3 0.978 0.000 0.000 0.974 0.000 0.000 0.000 0.000 BASIN-E-4 0.978 0.000 0.000 0.973 0.000 0.000 0.000 0.000 SfonnNET--SWMM Page 8 Kechter Crossing Scenerio 3 - 2-Year BASIN-K-1 0.978 0.000 0.000 0.734 0.222 0.003 BASIN-K-10 0.978 0.000 0.000 0.636 0.311 0.001 ' BASIN-K-11 0.978 0.000 0.000 0.636 0.311 0.004 BASIN-K-4 0.978 0.000 0.000 0.655 0.293 0.004 BASIN-K-5 0.978 0.000 0.000 0.655 0.293 0.002 BASIN-K-6 0.978 0.000 0.000 0.734 0.222 0.001 BASIN-K-9 0.000 0.000 0.636 0.311 0.003 ---------------- --------0.978 System ---------------------------------- 0.978 0.000 0.000 0.905 0.061 0.190 Node Depth Summary -------------------------------------- Average Maximum Maximum Time of Max '- Depth Depth RGL Occurrence Node Type Feet Feet Feet days hr:min DESIGN PT 3-E JUNCTION 0.00 0.00 4943.71 0 00:00 DESIGN PT 4-A JUNCTION 0.09 0.26 4941.57 0 00:40 DESIGN PT 4-B JUNCTION 0.00 0.00 4940.00 0 00:00 DESIGN PT 4-13 JUNCTION 0.11 0.25 4939,49 0 00:45 ' DESIGN PT 5-B JUNCTION 0.05 0.21 4938.31 0 00:40 DESIGN PT 7-A JUNCTION 0.09 0.28 4938.18 0 00:43 DESIGN PT 7-B JUNCTION 0.07 0.22 4938.12 0 00:41 DESIGN PT 7-C JUNCTION 0.05 0.16 4936.31 0 00:40 DESIGN PT 7-D JUNCTION 0.11 0.33 4936.48 0 00:43 DESIGN PT-2A JUNCTION 0.06 0.21 4939.06 0 00:40 DESIGN-PT-1-A JUNCTION 0.00 0.01 4943.64 0 00:40 DESIGN-PT-2B JUNCTION 0.03 0.12 4938.97 0 00:40 DESIGN-PT-3-A JUNCTION 0.00 0.01 4944.01 0 00:40 ' DESIGN-PT-3-B JUNCTION 0.01 0.03 4944.03 0 00:40 DESIGN-PT-4-C JUNCTION 0.07 0.21 4939.45 0 00:40 DESIGN-PT-S-C JUNCTION 0.07 0.23 4938.33 0 00:41 DESIGN-PT-6-A JUNCTION 0.00 0.00 4946.00 0 00:00 DESIGN-PT-6-B JUNCTION 0.02 0.11 4943.11 0 00:40 ' JUNC-K-1 JUNCTION 0.03 0.20 4946.30 0 00:39 JUNC-K-2 JUNCTION 0.03 0.15 4945.35 0 00:41 JUNC-K-4 JUNCTION 0.03 0.11 4935.24 0 00:40 JUNC-K-5 JUNCTION 0.04 0.21 4934.41 0 00:41 JUNC-K-6 JUNCTION 0.13 0.34 4930.54 0 00:57 JUNC-K-7 JUNCTION 0.05 0.09 4929.79 0 01:53 JUNC-K-B JUNCTION 0.05 0.16 4939.16 0 00:40 JUNC-K-S JUNCTION 0.06 0.08 4930.08 0 02:15 OUTLET -STRUCTURE JUNCTION 0.25 0.42 4931.52 0 03:33 RD-A-1 JUNCTION 0.03 0.13 4940.13 0 00:40 RD-A-2 JUNCTION 0.10 0.32 4939.85 0 00:40 RD-B-1 JUNCTION 0.06 0.19 4941.49 0 00:40 RD-B-2 JUNCTION 0.05 0.20 4938.85 0 00:40 ' RD-B-3 JUNCTION 0.09 0.31 4938.65 0 00:40 RD-B-4 JUNCTION 0.06 0.21 4938.70 0 00:40 RD-C-1 JUNCTION 0.07 0.20 4942.74 0 00:41 RD-C-2 JUNCTION 0.03 0.13 4942.23 0 00:40 ' RD-C-4 JUNCTION 0.05 0.17 4941.48 0 00:40 RD-D-1 JUNCTION 0.03 0.12 4941.59 0 00:40 RD-D-2 JUNCTION 0.07 0.24 4941.13 0 00:40 STM1-1 JUNCTION 0.09 0.36 4941.19 0 00:42 STM1-2 JUNCTION 0.11 0.36 4940.92 0 00:46 ' STM-2-2-INLET JUNCTION 0.14 0.62 4935.20 0 00:40 ST14-2-3-INLET JUNCTION 0.19 0.79 4934.20 0 00:40 STM-3-I-INLET JUNCTION 0.31 0.49 4939.96 0 02:05 STM-3-2-INLET JUNCTION 0.46 0.75 4939,05 0 02:05 ' STM-4-2-INLET JUNCTION 0.67 1.10 4936.23 0 02:06 STM-4-4-INLET JUNCTION 0.55 0.88 4935.34 0 02:06 STM-4-5-INLET JUNCTION 0.66 1.01 4935.13 0 02:06 STM-5-I-INLET JUNCTION 0.04 0.33 4934.33 0 00:40 ' STM-5-2-INLET JUNCTION 0.06 0.40 4934.33 0 00:40 0.373 0.227 0.141 0.317 0.442 0.317 0.445 0.299 0.254 0.299 0.144 0.227 0.351 0.317 21.487 0.062 tStormNET--SWMM Page 9 Kechter Crossing Scenerio 3 - 2-Year STM-5-3-INLET JUNCTION 0.10 0.51 4934.30 0 00:40 STM6-I-INLET JUNCTION 0.06 0.28 4938.27 0 00:40 STM6-2 JUNCTION 0.02 0.07 4937.64 0 ' 00:53 STM-7-I-INLET JUNCTION 1.13 1.80 4933.33 0 03:39 STM-7-2-INLET JUNCTION 1.26 1.96 4933.33 0 03:38 ST1,1H2 JUNCTION 0.25 0.42 4930.64 0 03:34 STMH3 JUNCTION 0.33 0.56 4929.35 0 03:36 STMH4 JUNCTION 0.47 0.63 4928.30 0 ' 02:25 STMHS JUNCTION 0.50 0.68 4926.11 0 02:26 STMH6 JUNCTION 0.56 0.77 4924.10 0 02:28 STMH7 JUNCTION 0.51 0.70 4922.98 0 02:29 STMES JUNCTION 0.44 0.60 4921.68 0 02:29 , EDELWEISS POND OUTFALL 0.05 0.09 4928.09 0 01:53 STM-FES OUTFALL 0.00 0.00 4919.27 0 00:00 POND-B-1 STORAGE 1.47 2.23 4933.33 0 03:33 POND-B-2 STORAGE 0.17 0.46 4933.96 0 ' 00:51 STM-2-1 STORAGE 0.05 0.17 4936.71 0 00:49 Node InFlow Summary ++x++x+xx+x++xx++x+ . Maximum Maximum Lateral Total ' Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node ______________________________________________________ Type CFS CFS days hr:min "'------------------------ Mgal Mgal DESIGN PT 3-E JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN PT 4-A JUNCTION 0.00 1.99 0 00:40 0.000 0.020 DESIGN PT 4-B JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN PT 4-D JUNCTION 0.70 1.18 0 00:40 0.006 0.012 DESIGN PT 5-B JUNCTION 0.96 0.96 0 00:40 0.008 0.008 , DESIGN PT 7-A JUNCTION 0.00 2.30 0 00:41 0.000 0.024 DESIGN PT 7-B JUNCTION 0.22 0.97 0 00:40 0.002 0.008 DESIGN PT 7-C JUNCTION 0.56 1.33 0 00:40 0.005 0.014 DESIGN PT 7-D JUNCTION 0.86 2.75 0 00:42 0.008 0.032 DESIGN PT-2A JUNCTION 0.25 2.89 0 00:40 0.002 0.029 , DESIGN-PT-1-A JUNCTION 0.03 0.03 0 00:40 0.000 0.000 DESIGN-PT-2B JUNCTION 0.73 0.73 0 00:40 0.006 0.006 DESIGN-PT-3-A JUNCTION 0.01 0.01 0 00:40 0.000 0.000 DESIGN-PT-3-B JUNCTION 0.07 0.07 0 00:40 0.001 ' 0.001 DESIGN-PT-4-C JUNCTION 0.86 2.59 0 00:40 0.007 0.027 DESIGN-PT-5-C JUNCTION 0.00 1.67 0 00:40 0.000 0.015 DESIGN-PT-6-A JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN-PT-6-B JUNCTION 0.59 0.59 0 00:40 0.005 0.005 JUNC-K-1 JUNCTION 0.44 0.44 0 00:40 0.004 ' 0.004 JUNC-K-2 JUNCTION 0.14 0.59 0 00:40 0.001 0.005 JUNC-K-4 JUNCTION 0.44 0.79 0 00:40 0.004 0.007 JUNC-K-5 JUNCTION 0.00 0.78 0 00:40 0.000 0.007 JUNC-K-6 JUNCTION 0.37 0.88 0 00:40 0.003. ' 0.010 JUNC-K-7 JUNCTION 0.00 0.29 0 01:04 0.000 0.013 JUNC-K-8 JUNCTION 0.40 0.40 0 00:40 0.003 0.003 JUNC-K-S JUNCTION 0.00 0.33 0 01:11 0.000 0.008 OUTLET -STRUCTURE JUNCTION 0.00 1.46 0 03:33 0.000 0.074 RD-A-1 JUNCTION 1.41 1.41 0 00:40 0.012 0.012 , RD-A-2 JUNCTION 1.36 2.77 0 00:40 0.015 0,027 RD-B-1 JUNCTION 0.79 0.79 0 00:40 0.007 0.007 RD-B-2 JUNCTION 1.26 1.96 0 00:40 0.011 0.018 RD-B-3 JUNCTION 0.66 2.40 0 00:40 0.006 0.024 , RD-B-4 JUNCTION 0.76 0.76 0 00:40 0.007 0.007 RD-C-1 JUNCTION 0.64 0.84 0 00:40 0.008 0.008 RD-C-2 JUNCTION 1.43 2.00 0 00:40 0.013 0.020 RD-C-4 JUNCTION 0.55 0.55 0 00:40 0.006 ' 0.006 RD-D-1 JUNCTION 1.21 1.21 0 00:40 0.011 0.011 RD-D-2 JUNCTION 0.55 1.75 0 00:40 0.005 0.015 3TM1-1 JUNCTION 0.35 0.82 0 00:40 0.003 0.008 S7141-2 JUNCTION 0.00 0.63 0 00:43 0.000 0.008 StormNET-SWMM Page 10 1 1 rKechter Crossing Scenerio 3 - 2-Year STM-2-2-INLET JUNCTION 0.00 3.19 0 00:40 0.000 0.039 STM-2-3-INLET JUNCTION 0.00 3.77 0 00:40 0.000 0.045 ' STM-3-I-INLET JUNCTION 5.70 5.70 0 02:05 0.316 0.317 STM-3-2-INLET JUNCTION 0.00 5.70 0 02:05 0.000 0.317 STM-4-2-INLET JUNCTION 0.00 5.70 0 02:05 0.000 0.316 STM-4-4-INLET JUNCTION 0.00 5.84 0 02:06 0.000 0.345 STM-4-5-INLET JUNCTION 0.00 5.90 0 02:06 0.000 0.356 STM-5-I-INLET r JUNCTION 0.18 0.18 0 00:40 0.002 0.002 STM-5-2-INLET JUNCTION 0.00 1.14 0 00:40 0.000 0.010 STM-5-3-INLET JUNCTION 0.79 3.37 0 00:40 0.007 0.032 STM6-I-INLET JUNCTION 0.00 0.47 0 00:40 0.000 0.005 STM6-2 r JUNCTION 0.37 0.81 0 00:40 0.003 0.008 STM-7-I-INLET JUNCTION 0.00 1.28 0 00:40 0.000 0.014 STM-7-2-INLET JUNCTION 0.00 3.74 0 00:43 0.000 0.044 ST102 JUNCTION 0.00 1.46 0 03:33 0.000 0.073 STME3 JUNCTION 0.00 1.46 0 03:34 0.000 0.073 STMN4 JUNCTION 3.20 3.97 0 02:25 0.209 0.280 STMS5 JUNCTION 0.00 3.97 0 02:25 0.000 0.279 STM86 JUNCTION 0.00 3.97 0 02:26 0.000 0.277 STME7 JUNCTION 0.00 3.96 0 02:28 0.000 0.276 STM88 JUNCTION 0.00 3.96 0 02:29 0.000 0.275 EDELWEISS POND OUTFALL 0.00 0.18 0 01:53 0.000 0.011 STM-FES OUTFALL 0.00 3.96 0 02:30 0.000 0.275 POND-B-1 STORAGE 0.75 12.38 0 00:41 0.006 0.483 ' POND-B-2 STORAGE 0.35 3.64 0 00:40 0.003 0.035 STM-2-1 STORAGE 0.24 0.65 0 00:45 0.002 0.010 xxx++++++xxx+++++xxxxx Node Surcharge Summary y r ' No nodes were surcharged. Node Flooding Summary No nodes were flooded. Storage Volume Summary +++xx++++++xxx+++xxxx+ Average Avg Maximum Nax Time of Max maximum Volume Pont Volume Pont Occurrence Outflow Storage Unit 1000 ft3 ------------------------- Full 1000 ft3 Full days hr:min CPS ------------- r POND-B-1 32.083 --------- 9 ------------ -------- 56.567 17 --- ------------ 0 03:33 ---- 1.46 POND-B-2 0.666 1 2.016 3 0 00:51 1.25 STM-2-1 0.041 0 0.145 2 0 00:49 0.62 Outfall Loading Summary ++x+xxxxxx+++++++xx+x++ r----------------------Flow------A-v-g- ---Max------Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS Mgal -- EDELWEISS POND 82.06 0.12 0.18 0.011 STM-FES 87.26 --------------------------------------------------------- 2.92 3.96 0.275 System 84.66 3.04 4.12 0.285 IStormNET--SWMM Page 11 Kechter Crossing Scenerio 3 - 2-Year , ++++++++++++++++++++ Link Flow Summary ++++++++++++++++++++ Maximum Time of Max Maximum May/ May/ ■ Flow Occurrence Velocity Full Full Link ----------------------------------------------------------------------------- Type CFS days hr:min ft/sec Flow Depth COND-75 CHANNEL 2.52 0 00:43 1.65 0.07 0.44 COND-76 CHANNEL 1.28 0 00:40 4.66 0.01 0.23 COND-77 CHANNEL 2.51 0 00:40 4.25 0.02 0.30 COND-78 CHANNEL 0.64 0 00:45 0.98 0.03 0.31 COND-79 CHANNEL 1.58 0 00:41 2.36 0.02 0.31 COND-80 CHANNEL 0.96 0 00:40 1.86 0.02 0.29 GT-S-1 CHANNEL 2.87 0 00:40 4.99 0.02 0.30 GT-S-2 CHANNEL 0.73 0 00:40 5.62 0.00 0.17 OLD -FARM -OF CONDUIT 0.00 0 00:00 0.00 0.00 0.00 P-1 CONDUIT 1.46 0 03:33 3.23 0.08 0.20 ' P-2 CONDUIT 1.46 0 03:34 2.82 0.10 0.22 P-3 CONDUIT 1.46 0 03:36 2.44 0.13 0.24 P-4 CONDUIT 3.97 0 02:25 4.27 0.12 0.24 P-5 CONDUIT 3.97 0 02:26 3.71 0.15 0.27 , P-6 CONDUIT 3.96 0 02:28 3.44 0.15 0.28 P-7 CONDUIT 3.96 0 02:29 3.71 0.15 0.27 P-8 CONDUIT 3.96 0 02:30 4.47 0.12 0.24 RD-COPPER-1 CHANNEL 0.61 0 00:41 0.87 0.00 0.10 RD-CROSS-D-1 CONDUIT 1.20 0 00:40 1.44 0.00 ' 0.13 RD-CROSS-D-2 CHANNEL 1.67 0 00:40 2.19 0.04 0.34 RD-KADEN-A-1 CONDUIT 1.40 0 00:40 0.95 0.00 0.17 RD-KADEN-A-2 CHANNEL 2.66 0 00:40 2.51 0.08 0.38 RD-KADEN-C-1 CONDUIT 1.99 0 00:40 1.71 0.00 ' 0.10 RD-KADEN-C-2 CHANNEL 1.82 0 00:40 2.25 0.04 0.34 RD-KADEN-C-3 CHANNEL 0.49 0 00:40 0.98 0.01 0.29 RD-KETCH-1 CHANNEL 0.35 0 00:40 2.02 0.01 0.19 RD-KETCH-2 CONDUIT 0.78 0 00:40 1.17 0.00 0.07 RD-OLDFARM CHANNEL 0.00 0 00:00 0.00 0.00 ' 0.05 RD-TILD-B-1 CHANNEL 0.71 0 00:40 1.46 0.02 0.28 RD-TILD-B-2 CONDUIT 1.78 0 00:40 0.51 0.01 0.26 RD-TILD-B-3 CHANNEL 2.30 0 00:41 1.89 0.08 0.42 RD-TILD-B-4 CHANNEL 2.11 0 00:43 1.42 0.06 0.43 , RD-TILD-B-S CHANNEL 0.75 0 00:40 1.36 0.02 0.30 RD-TILD-B-6 CHANNEL 0.81 0 00:41 1.82 0.02 0.27 RD-TILD-B-7 CHANNEL 0.00 0 00:00 0.00 0.00 0.08 RD-TILD-B-S CHANNEL 0.00 0 00:00 0.00 0.00 0.08 SD-1-P-1 CONDUIT 0.62 0 00:43 2.05 0.11 ' 0.23 SD-2-P-1 CONDUIT 0.62 0 00:49 3.21 0.03 0.21 SD-2-P-2 CONDUIT 3.18 0 00:40 2.73 0.23 0.36 SD-2-P-3 CONDUIT 3.77 0 00:40 3.25 0.16 0.29 SD-3-P-1 CONDUIT 5.70 0 02:05 4.06 0.29 ' 0.45 SD-4-OF-2 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 SD-4-P-1 CONDUIT 5.70 0 02:05 4.34 0.30 0.44 SD-4-P-2 CONDUIT 5.69 0 02:06 3.76 0.46 0.49 SD-4-P-4 CONDUIT 5.84 0 02:06 3.11 0.37 0.56 SD-4-P-5 CONDUIT 5.90 0 02:06 3.67 0.27 0.36 , SD-5-P-1 CONDUIT 0.18 0 00:40 0.82 0.03 0.24 SD-5-P-2 CONDUIT 1.12 0 00:40 1.02 0.10 0.39 SD-5-P-3 CONDUIT 3.33 0 00:40 2.64 0.07 0.19 SD-6-P-1 CONDUIT 0.48 0 00:41 3.57 0.08 ' 0.14 SD-7-P-1 CONDUIT 1.26 0 00:40 1.41 0.11 1.00 SD-7-P-2 CONDUIT 3.74 0 00:43 3.25 0.12 0.99 SD-9-B2-B1 CONDUIT 1.25 0 00:51 3.56 0.18 0.33 SW-A-2 CONDUIT 0.58 0 00:46 1.22 0.01 0.14 , SWALE-A-1 CHANNEL 0.03 0 00:40 0.34 0.00 0.11 SWALE-C-2 CHANNEL 0.06 0 00:40 0.73 0.00 0.02 SWALE-C-1 CHANNEL 0.01 0 00:40 0.00 0.00 0.01 SW-E-1 CONDUIT 0.00 0 00:00 0.00 0.00 0.04 , StonnNET--SWMM Page 12 Kechter Crossing Scenerio 3 - 2-Year SW-E-2 CHANNEL 0.47 0 00:40 1.55 0.01 0.06 SW-E-3 CONDUIT 0.33 0 01:11 0.55 0.00 0.02 SW-E-4 CONDUIT 0.05 0 02:15 0.18 0.00 0.03 SW-EDEL CONDUIT 0.18 0 01:53 0.32 0.00 0.03 SW-R-1 CONDUIT 0.28 0 01:01 0.48 0.00 0.06 SW-K-2 CONDUIT 0.66 0 00:41 1.11 0.01 0.12 SW-R-3 CONDUIT 0.49 0 00:41 0.66 0.01 0.17 SW-R-4 CONDUIT 0.45 0 00:40 0.95 0.01 0.12 ORF-HIGH ORIFICE 0.00 0 00:00 ORE -IOW ORIFICE 1.14 0 03:33 1.00 ORF-WQCV ORIFICE 0.32 0 03:33 1.00 ' 28 WEIR 0.00 0 00:00 0.00 P-S-I-OVRFLOW WEIR 0.00 0 00:00 0.00 P-H-2-OVRFLOW WEIR 0.00 0 00:00 0.00 SD-4-OF-1 WEIR 0.00 0 00:00 0.00 STM2-2WEIR WEIR 0.00 0 00:00 0.00 ' STM3-I-WEIR WEIR 0.00 0 00:00 0.00 STM3-2-WEIR WEIR 0.00 0 00:00 0.00 STM4-4-WEIR WEIR 0.00 0 00:00 0.00 STM-4-5-WEIR WEIR 0.00 0 00:00 0.00 ' STM-5-2-WEIR WEIR 0.00 0 00:00 0.00 STH-5-3-WEIR WEIR 0.00 0 00:00 0.00 STM7-2-WEIR WEIR 0.20 0 00:43 0.00 Flow Classification Summary +++++++++++++++++++++++++++ -------------------------------- Adjusted --------------------------------------------------------- Fraction of Time in Flow Claea ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit -------------- Length Dry Dry Dry Crit Crit Crit Crit Number Change COND-75 1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.70 0.0000 COND-76 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 1.98 0.0000 COND-77 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 1.91 0.0000 COND-78 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.45 0.0000 ' COND-79 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 1.06 0.0000 COND-80 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.74 0.0000 GT-S-1 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 2.06 0.0000 GT-S-2 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 1.98 0.0000 OLD -FARM -OF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 P-1 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.75 0.0000 P-2 1.00 0.12 0.00 0.00 0.45 0.00 0.00 0.44 0.64 0.0000 P-3 1.00 0.14 0.00 0.00 0.00 0.00 0.00 0.86 0.49 0.0000 P-4 1.00 0.08 0.00 0.00 0.01 0.00 0.00 0.91 0.86 0.0000 P-5 1.00 0.09 0.00 0.00 0.46 0.00 0.00 0.45 0.72 0.0000 P-6 1.00 0.10 0.00 0.00 0.00 0.00 0.00 0.90 0.65 0.0000 P-7 1.00 0.11 0.00 0.00 0.00 0.00 0.00 0.89 0.70 0.0000 P-8 1.00 0.12 0.00 0.00 0.00 0.00 0.00 0.88 0.88 0.0000 RD-COPPER-1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.36 0.0000 RD-CROSS-D-1 1.00 0.09 0.00 0.00 0.04 0.03 0.00 0.84 0.61 0.0000 RD-CROSS-D-2 1.00 0.09 0.00 0.00 0.47 0.44 0.00 0.00 0.86 0.0000 RD-RADEN-A-1 1.00 0.09 0.00 0.00 0.28 0.00 0.00 0.63 0.41 0.0000 RD-HADEN-A-2 1.00 0.03 0.00 0.00 0.43 0.54 0.00 0.00 0.95 0.0000 ' RD-RADEN-C-1 1.00 0.09 0.00 0.00 0.06 0.06 0.00 0.80 0.64 0.0000 RD-RADEN-C-2 1.00 0.09 0.01 0.00 0.28 0.62 0.00 0.00 0.99 0.0000 RD-RADEN-C-3 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.21 0.0000 RD-KETCH-1 1.00 0.03 0.01 0.00 0.46 0.50 0.00 0.00 0.83 0.0000 RD-KETCH-2 1.00 0.03 0.00 0.00 0.05 0.00 0.00 0.93 0.38 0.0000 RD-OLDFARM 1.00 0.09 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 RD-TILD-e-1 1.00 0.09 0.00 0.00 0.82 0.09 0.00 0.00 0.66 0.0000 RD-TILD-e-2 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.11 0.0000 RD-TILD-H-3 1.00 0.09 0.00 0.00 0.87 0.04 0.00 0.00 0.60 0.0000 ' RD-TILD-H-4 1.00 0.09 0.01 0.00 0.90 0.00 0.00 0.00 0.53 0.0000 RD-TILD-H-5 1.00 0.09 0.00 0.00 0.89 0.02 0.00 0.00 0.37 0.0000 RD-TILD-H-6 1.00 0.09 0.00 0.00 0.61 0.30 0.00 0.00 0.73 0.0000 ' RD-TILD-e-7 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 IStonnNET--SWMM Page 13 Kechter Crossing Scenerio 3 - 2-Year 1 ' BD-TILD-B-8 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-1-P-1 1.00 0.03 0.00 0.00 0.96 0.01 0.00 0.00 0.33 0.0000 SD-2-P-1 1.00 0.09 0.00 0.00 0.11 0.16 0.00 0.64 1.29 0.0000 , SD-2-P-2 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 0.53 0.0000 SD-2-P-3 1.00 0.07 0.00 0.00 0.18 0.00 0.00 0.75 0.49 0.0000 SD-3-P-1 1.00 0.06 0.00 0.00 0.26 0.38 0.00 0.30 0.87 0.0000 SD-4-OF-2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-4-P-1 1.00 0.06 0.00 0.00 0.71 0.00 0.00 0.22 0.73 ' 0.0000 SD-4-P-2 1.00 0.07 0.00 0.00 0.09 0.00 0.00 0.83 0.58 0.0000 SD-4-P-4 1.00 0.08 0.00 0.00 0.77 0.00 0.00 0.15 0.55 0.0000 SD-4-P-5 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.59 0.0000 SD-5-P-1 1.00 0.15 0.18 0.00 0.67 0.00 0.00 0.00 0.15 ' 0.0000 SD-5-P-2 1.00 0.09 0.07 0.00 0.84 0.00 0.00 0.00 0.16 0.0000 SD-5-2-3 1.00 0.09 0.00 0.00 0.75 0.00 0.00 0.16 0.27 0.0000 SD-6-P-1 1.00 0.09 0.01 0.00 0.65 0.26 0.00 0.00 0.59 0.0000 SD-7-P-1 1.00 0.10 0.00 0.00 0.90 0.00 0.00 0.00 0.04 0.0000 SD-7-P-2 1.00 0.09 0.01 0.00 0.86 0.04 0.00 0.00 0.10 0.0000 , SD-9-B2-El 1.00 0.09 0.00 0.00 0.34 0.00 0.00 0.56 0.65 0.0000 SW-A-2 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 0.32 0.0000 SWALE-A-1 1.00 0.06 0.44 0.00 0.50 0.00 0.00 0.00 0.02 0.0000 SWALE-C-2 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.13 ' 0.0000 SWALE-C-1 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.06 0.0000 SW-E-1 1.00 0.09 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SW-E-2 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.27 0.0000 SW-E-3 1.00 0.09 0.00 0.00 0.91 0.00 0.00 0.00 0.08 0.0000 SW-E-4 1.00 0.11 0.03 0.00 0.86 0.00 0.00 0.00 0.08 ' 0.0000 SW-EDEL 1.00 0.11 0.00 0.00 0.89 0.00 0.00 0.00 0.13 0.0000 SW-K-1 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.14 0.0000 SW-K-2 1.00 0.03 0.04 0.00 0.94 0.00 0.00 0.00 0.09 0.0000 SW-&-3 1.00 0.03 0.01 0.00 0.96 0.00 0.00 0.00 0.10 ' 0.0000 SW-K-4 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.15 0.0000 +++++++++++++++++++++++++ Conduit Surcharge Summary +++++++++++++++++++++++++ Hours Hours . --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- . SD-7-P-1 1.63 1.63 1.63 0.01 0.01 Analysis begun on: Tue Jul 29 14:26:31 2008 Analysis ended on: Tue Jul 29 14:27:03 2008 Total elapsed time: 00:00:32 StormNET-SWMM Page 14 1 1 ' Kechter Crossing Scenerio 3 -100-Year EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.0131 -------------------------------------------------------------- Kechter Crossing Scenario 3 - 100-Year Analysis Options Flow Units ............... CFS Infiltration Method ...... BORTON Flow Routing Method . DYNWAVE Starting Date APR-23-2007 00:00:00 Ending Date .............. APR-23-2007 04:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step . 00:00:30 Dry Time Step ............ 00:00:30 Routing Time Step ........ 0.25 sec Element Count ' Number of rain gages 1 Number of subcatchments . 48 Number of nodes ........... 66 Number of links ........... 81 ' Number of pollutants ...... 0 Number of land uses . 0 Raingage Summary Data Interval Name Data Source Type hours ------------------------------------------------------------ GAGE-1 100-YEAR INTENSITY 0.08 Suhcatchment Summary Name -------------------------------------------------------------------------------------------------- Area Width %Impery %Slope Rain Gage Outlet BASIN-901-4 10.55 460.00 2.00 1.0000 GAGE-1 DESIGN-PT-6-B BASIN-901-5 58.50 1756.00 2.00 1.0000 GAGE-1 JUNC-N-S BASIN-901-6 14.61 1072.83 10.00 1.0000 GAGE-1 JUNC-K-7 BASIN-A-1 0.25 205.00 14.00 1.5000 GAGE-1 DESIGN-PT-1-A BASIN-A-2 1.51 998.24 19.00. 7.0000 GAGE-1 STM-2-1 BASIN-A-3 1.14 527.40 74.00 3.5000 GAGE-1 RD-A-2 BASIN-A-4 1.03 531.60 49.00 3.5000 GAGE-1 RD-A-1 BASIN-A-5 0.77 291.64 34.00 3.5000 GAGE-1 RD-A-1 BASIN-A-6 0.63 462.64 60.00 3.5000 GAGE-1 DESIGN-PT-2B BASIN-A-7 0.15 166.43 78.00 2.0000 GAGE-1 DESIGN PT-2A ' BASIN-B-1 5.24 1561.51 10.00 3.5000 GAGE-1 POND-B-1 BASIN-B-2 1.88 345.00 13.00 4.5000 GAGE-1 POND-B-2 BASIN-B-3 0.50 375.13 79.00 3.5000 GAGE-1 DESIGN PT 7-D BASIN-B-4 0.26 318.14 86.00 2.0000 GAGE-1 DESIGN PT 7-C ' BASIN-B-5 0.10 157.14 86.00 2.0000 GAGE-1 DESIGN PT 7-B BASIN-B-6 0.49 363.12 72.00 3.5000 GAGE-1 RD-B-3 BASIN-B-7 1.40 653.81 56.00 3.5000 GAGE-1 RD-B-2 BASIN-B-S 0.35 445.28 86.00 2.0000 GAGE-1 RD-2-4 BASIN-B-9 0.69 474.68 59.00 3.5000 GAGE-1 RD-B-1 BASIN-C-1 0.25 250.91 61.00 3.5000 GAGE-1 DESIGN-PT-4-C BASIN-C-10 0.86 375.00 2.00 4.0000 GAGE-1 DESIGN PT 4-B BASIN-C-11 1.45 435.00 44.00 3.5000 GAGE-1 RD-C-2 1 BASIN-C-12 0.45 325.00 70.00 2.0000 GAGE-1 RD-C-4 StonnNET--SWMM Page 1 Kechter Crossing Scenerio 3 -100-Year ' BASIN-C-13 0.31 296.52 18.00 4.0000 GAGE-1 DESIGN-PT-4-C BASIN-C-2 0.09 156.47 86.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-3 0.70 430.29 43.00 2.0000 GAGE-1 DESIGN-PT-4-C ' BASIN-C-4 0.31 349.56 68.00 2.0000 GAGE-1 DESIGN PT 4-D BASIN-C-S 0.66 194.13 48.00 3.5000 GAGE-1 RD-C-2 BASIN-C-6 0.12 124.73 86.00 2.0000 GAGE-1 ED-C-1 BASIN-C-7 0.37 205.90 75.00 2.5000 GAGE-1 RD-C-1 BASIN-C-B 0.43 199.35 20.00 2.0000 GAGE-1 ' DESIGN-PT-3-B BASIN-C-9 0.26 375.00 8.00 1.0000 GAGE-1 DESIGN-PT-3-A BASIN-D-1 0.42 550.00 76.00 2.0000 GAGE-1 STM-5-3-INLET BASIN-D-2 1.28 572.37 49.00 2.5000 GAGE-1 DESIGN PT 5-B BASIN-D-3 1.43 560.50 16.00 2.0000 GAGE-1 STM-5-I-INLET , BASIN-D-4 0.44 328.65 65.00 3.5000 GAGE-1 RD-D-2 BASIN-D-S 2.39 740.48 43.00 3.5000 GAGE-1 RD-D-1 BASIN-E-1 0.17 242.90 86.00 2.0000 GAGE-1 STM6-2 BASIN-E-2 0.75 408.64 16.00 5.0000 GAGE-1 STM6-I-INLET BASIN-E-3 0.09 235.58 2.00 5.0000 GAGE-1 DESIGN-PT-6-A ' BASIN-E-4 0.09 316.42 2.00 5.0000 GAGE-1 DESIGN-PT-6-A BASIN-K-1 0.52 657.72 25.00 2.0000 GAGE-1 JUNC-K-6 BASIN-K-10 0.14 163.26 35.00 3.5000 GAGE-1 JUNC-K-2 BASIN-K-11 0.44 435.79 35.00 3.5000 GAGE-1 JUNC-K-1 , BASIN-K-4 0.47 525.31 33.00 2.0000 GAGE-1 JUNC-K-4 BASIN-K-S 0.27 206.62 33.00 2.0000 GAGE-1 JUNC-K-B BASIN-K-6 0.20 345.36 25.00 2.0000 GAGE-1 JUNC-K-B BASIN-K-9 0.35 261.26 35.00 3.5000 GAGE-1 STM1-1 , ++++++++++++ Node Summary ++++++++++++ ' Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------ DESIGN PT 3-E JUNCTION 4943.71 8.74 0.0 DESIGN PT 4-A JUNCTION 4941.31 6.00 0.0 ' DESIGN PT 4-B JUNCTION 4940.00 3.00 200.0 DESIGN PT 4-D JUNCTION 4939.24 4.32 0.0 DESIGN PT 5-B JUNCTION 4938.10 5.33 0.0 DESIGN PT 7-A JUNCTION 4937.90 6.00 0.0 , DESIGN PT 7-B JUNCTION 4937.90 6.00 0.0 DESIGN PT 7-C JUNCTION 4936.15 4.00 0.0 DESIGN PT 7-D JUNCTION 4936.15 4.00 0.0 DESIGN PT-2A JUNCTION 4938.85 4.00 0.0 , DESIGN-PT-1-A JUNCTION 4943.63 4.00 0.0 DESIGN-PT-2B JUNCTION 4938.85 4.00 0.0 DESIGN-PT-3-A JUNCTION 4944.00 4.00 0.0 DESIGN-PT-3-B JUNCTION 4944.00 4.00 0.0 DESIGN-PT-4-C JUNCTION 4939.24 4.32 0.0 ' DESIGN-PT-S-C JUNCTION 4938.10 4.00 0.0 DESIGN-PT-6-A JUNCTION 4946.00 3.00 0.0 DESIGN-PT-6-B JUNCTION 4943.00 3.00 0.0 JUNC-K-1 JUNCTION 4946.10 6.00 0.0 ' JUNC-K-2 JUNCTION 4945.20 6.00 0.0 JUNC-K-4 JUNCTION 4935.13 6.30 0.0 JUNC-K-S JUNCTION 4934.20 6.00 0.0 JUNC-K-6 JUNCTION 4930.20 6.00 0.0 JUNC-K-7 JUNCTION 4929.70 3.00 0.0 , JUNC-K-B JUNCTION 4939.00 4.00 0.0 JUNC-K-S JUNCTION 4930.00 6.00 0.0 OUTLET -STRUCTURE JUNCTION 4931.10 10.30 0.0 RD-A-1 JUNCTION 4940.00 6.00 0.0 , RD-A-2 JUNCTION 4939.53 6.00 0.0 RD-B-1 JUNCTION 4941.30 6.00 0.0 RD-B-2 JUNCTION 4938.65 6.00 0.0 RD-B-3 JUNCTION 4938.34 6.00 0.0 RD-B-4 JUNCTION 4938.49 6.00 0.0 ' RD-C-1 JUNCTION 4942.54 6.00 0.0 RD-C-2 JUNCTION 4942.10 6.00 0.0 RD-C-4 JUNCTION 4941.31 6.00 0.0 StormNET--SWMM Page 2 ' Kechter Crossing Scenerio 3 -100-Year RD-D-1 JUNCTION 4941.47 6.00 0.0 RD-D-2 JUNCTION 4940.89 6.00 0.0 STM1-1 JUNCTION 4940.83 3.00 300.0 STM1-2 JUNCTION 4940.56 3.00 0.0 STM-2-2-INLET JUNCTION 4934.58 4.40 50.0 STM-2-3-INLET JUNCTION 4933.41 5.00 50.0 STM-3-1-INLET JUNCTION 4939.47 8.74 300.0 Yes STM-3-2-INLET JUNCTION 4938.30 7.91 800.0 STM-4-2-INLET JUNCTION 4935.13 4.74 150.0 STM-4-4-INLET JUNCTION 4934.46 7.46 0.0 STM-4-5-INLET JUNCTION 4934.12 9.46 0.0 STM-5-I-INLET JUNCTION 4934.00 5.33 100.0 STM-5-2-INLET JUNCTION 4933.93 4.80 0.0 STM-5-3-INLET JUNCTION 4933.79 6.81 0.0 STM6-I-INLET JUNCTION 4937.99 4.87 50.0 STM6-2 JUNCTION 4937.57 3.00 0.0 STM-7-I-INLET JUNCTION 4931.53 5.45 0.0 STM-7-2-INLET JUNCTION 4931.37 5.64 0.0 STME2 JUNCTION 4930.22 4.67 0.0 STMH3 JUNCTION 4928.79 4.67 0.0 STMH4 JUNCTION 4927.67 5.53 0.0 Yes STME5 JUNCTION 4925.43 7.18 0.0 STMH6 JUNCTION 4923.33 4.62 0.0 STMH7 JUNCTION 4922.28 5.83 0.0 STMH8 JUNCTION 4921.08 4.12 0.0 EDELWEISS POND OUTFALL 4928.00 3.00 0.0 STM-FES OUTFALL 4919.27 2.60 0.0 POND-B-1 STORAGE 4931.10 5.50 144000.0 POND-B-2 STORAGE 4933.50 4.00 22000.0 ST14-2-1 STORAGE 4936.54 2.51 0.0 ara+t•+��**• Link Summary ••a+•**♦rrr• ' Name From Node To Node Type Length %Slope Roughness ------------------------------------------------------------------------------------------ COND-75 DESIGN PT 7-D STM-7-2-INLET CONDUIT 6.5 0.4651 0.0140 COND-76 DESIGN PT 7-C STM-7-I-INLET CONDUIT 5.0 7.4148 0.0140 COND-77 DESIGN-PT-4-C STM-4-4-INLET CONDUIT 6.0 4.6358 0.0140 COND-78 DESIGN PT 4-D ST4-4-5-INLET CONDUIT 349.7 0.1773 0.0140 COND-79 DESIGN-PT-S-C STM-5-3-INLET CONDUIT 6.1 1.8092 0.0140 COND-80 DESIGN PT 5-B ST14-5-2-INLET CONDUIT 6.1 1.1513 0.0140 GT-S-1 DESIGN PT-2A STM-2-2-INLET CONDUIT 9.1 6.2706 0.0140 GT-S-2 DESIGN-PT-2B STM-2-3-INLET CONDUIT 9.1 15.8416 0.0140 OLD -FARM -OF STM-3-2-INLET STM-3-I-INLET CONDUIT 70.0 0.1571 0.0300 P-1 OUTLET-STRUCTURESTME2 CONDUIT 109.2 0.7141 0.0140 P-2 STME2 STME3 CONDUIT 267.2 0.4978 0.0140 P-3 STME3 STMH4 CONDUIT 223.3 0.2777 0.0140 P-4 STME4 STMHS CONDUIT 307.7 0.6955 0.0140 P-5 STME5 STME6 CONDUIT 400.0 0.5000 0.0140 P-6 STMH6 STME7 CONDUIT 190.0 0.5000 0.0140 P-7 STME7 STMES CONDUIT 220.7 0.4985 0.0140 P-8 STMH8 STM-FES CONDUIT 220.7 0.7750 0.0140 RD-COPPER-1 RD-C-1 RD-C-2 CONDUIT 154.5 0.2525 0.0150 RD-CROSS-D-1 RD-D-1 RD-D-2 CONDUIT 36.1 1.3285 0.0160 RD-CROSS-D-2 RD-D-2 DESIGN-PT-S-C CONDUIT 332.2 0.8399 0.0140 RD-KADEN-A-1 RD-A-1 RD-A-2 CONDUIT 28.8 1.2861 0.0180 RD-KADEN-A-2 RD-A-2 DESIGN PT-2A CONDUIT 142.5 0.4772 0.0140 RD-KADEN-C-1 RD-C-2 DESIGN PT 4-A CONDUIT 46.8 1.4731 0.0160 RD-KADEN-C-2 DESIGN PT 4-A DESIGN-PT-4-C CONDUIT 309.4 0.6691 0.0140 RD-KADEN-C-3 RD-C-4 DESIGN PT 4-D CONDUIT 349.7 0.5920 0.0140 RD-KETCE-1 JUNC-K-S JUNC-K-4 CONDUIT 527.0 0.7343 0.0140 RD-KETCH-2 JUNC-K-4 JUNC-K-S CONDUIT 31.7 2.6166 0.0320 RD-OLDFARM DESIGN PT 3-E RD-C-1 CONDUIT 174.4 0.6709 0.0150 RD-TILD-B-1 RD-B-1 RD-B-2 CONDUIT 465.3 0.5695 0.0140 RD-TILD-B-2 RD-B-2 RD-B-3 CONDUIT 49.5 0.6266 0.0320 RD-TILD-B-3 RD-B-3 DESIGN PT 7-A CONDUIT 127.0 0.3466 0.0140 RD-TILD-B-4 DESIGN PT 7-A DESIGN PT 7-D CONDUIT 359.9 0.4862 0.0140 Store NET-SWMM Page 3 Kechter Crossing Scenerio 3 - 100-Year RD-TILD-B-5 RD-B-4 DESIGN PT 7-B CONDUIT 159.3 0.3703 0.0140 RD-TILD-B-6 DESIGN PT 7-B DESIGN PT 7-C CONDUIT 359.9 0.4863 0.0140 RD-TILD-B-7 STM-7-I-INLET JUNC-K-4 CONDUIT 101.8 1.1291 0.0140 RD-TILD-B-8 STM-7-2-INLET JUNC-K-4 CONDUIT 128.7 0.9166 0.0140 SD-1-P-1 STM1-1 STHI-2 CONDUIT 68.0 0.3971 0.0150 SD-2-P-1 STM-2-1 ST14-2-2-INLET CONDUIT 31.9 5.8362 0.0140 SD-2-P-2 STM-2-2-INLET STM-2-3-INLET CONDUIT 29.7 0.5720 0.0150 SD-2-P-3 STM-2-3-INLET POND-B-1 CONDUIT 33.0 0.4242 0.0150 SD-3-P-1 STM-3-I-INLET STM-3-2-INLET CONDUIT 72.5 1.3379 0.0150 SD-4-OF-2 DESIGN PT 4-B STM-4-4-INLET CONDUIT 147.2 0.3940 0.0400 SD-4-P-1 STM-3-2-INLET STM-4-2-INLET CONDUIT 322.4 0.9522 0.0150 SD-4-P-2 STM-4-2-INLET STM-4-4-INLET CONDUIT 143.0 0.3986 0.0150 SD-4-P-4 STM-4-4-INLET STM-4-5-INLET CONDUIT 36.0 0.6667 0.0150 SD-4-P-5 STM-4-5-INLET POND-B-1 CONDUIT 60.0 0.3833 0.0150 SD-5-P-1 STM-5-I-INLET STM-5-2-INLET CONDUIT 15.4 0.4560 0.0150 SD-5-P-2 STM-5-2-INLET STM-5-3-INLET CONDUIT 36.0 0.3889 0.0150 SD-5-P-3 STM-5-3-INLET POND-B-2 CONDUIT 57.5 0.4000 0.0150 SD-6-P-1 STM6-I-INLET STM6-2 CONDUIT 85.0 0.4941 0.0150 SD-7-P-1 STM-7-I-INLET STM-7-2-INLET CONDUIT 40.3 0.3967 0.0150 SD-7-P-2 STM-7-2-INLET POND-B-1 CONDUIT 44.1 0.6121 0.0150 SD-9-B2-BS POND-B-2 POND-B-1 CONDUIT 34.0 1.4706 0.0150 SW-A-2 STM1-2 STM-2-1 CONDUIT 150.0 0.6800 0.0320 SHALE-A-1 DESIGN-PT-1-A STM1-2 CONDUIT 67.0 4.5821 0.0150 SWALE-C-2 DESIGN-PT-3-B STM-3-I-INLET CONDUIT 204.0 0.6912 0.0150 SWALE-C-1 DESIGN-PT-3-A STM-3-2-INLET CONDUIT 161.0 0.8137 0.0150 SW-E-1 DESIGN-PT-6-A DESIGN-PT-6-B CONDUIT 247.5 1.2120 0.0350 SW-E-2 DESIGN-PT-6-B STM6-I-INLET CONDUIT 393.0 0.4809 0.0150 SW-E-3 STM6-2 JUNC-K-S CONDUIT 786.5 0.9625 0.0320 SW-E-4 JUNC-K-S JUNC-K-7 CONDUIT 406.3 0.0738 0.0320 SW-EDEL JUNC-K-7 EDELWEISS POND CONDUIT 977.7 0.1739 0.0320 SW-K-1 JUNC-K-6 JUNC-K-7 CONDUIT 493.4 0.1013 0.0320 SW-K-2 JUNC-K-5 JUNC-K-6 CONDUIT 630.0 0.6349 0.0320 SW-K-3 JUNC-K-2 STM1-1 CONDUIT 370.9 1.1781 0.0320 SW-K-4 JUNC-K-1 JUNC-K-2 CONDUIT 160.9 0.5595 0.0320 ORF-HIGH POND-B-1 OUTLET-STRUCTUREORIFICE ORF-LOW POND-B-1 OUTLET-STRUCTUREORIFICE ORE-WQCV POND-B-1 OUTLET-STRUCTUREORIFICE 28 STM-5-I-INLET DESIGN PT 5-B WEIR P-B-I-OVRFLOW POND-B-1 JUNC-K-4 WEIR P-B-2-OVRFLOW POND-B-2 POND-B-1 WEIR SD-4-OF-1 DESIGN PT 4-B STM-4-2-INLET WEIR STM2-2WEIR DESIGN PT-2A DESIGN-PT-2B WEIR STM3-I-WEIR STM-3-I-INLET DESIGN PT 3-E WEIR STM3-2-WEIR ST14-3-2-INLET DESIGN PT 3-E WEIR STM4-4-WEIR DESIGN-PT-4-C DESIGN PT 4-D WEIR STM-4-5-WEIR STM-4-5-INLET POND-B-1 WEIR STM-5-2-WEIR DESIGN PT 5-B DESIGN-PT-S-C WEIR STM-5-3-WEIR STM-5-3-INLET POND-B-2 WEIR STM7-2-WEIR DESIGN PT 7-D DESIGN PT 7-C WEIR Croce Section Summary +++++++++++++++++++++ Full Full Hyd. Max. No. of Full Conduit Depth---- Area Rad. Width Barrels Flow , -------- ---------Shape-------------- COND-75 1/2-GUTTER 0.70 ----- --------- 9.27 --------- 0.36 ---------------- 28.00 1 34.00 COND-76 1/2-GUTTER 0.70 9.27 0.36 28.00 1 135.77 COND-77 1/2-GUTTER 0.70 9.27 0.36 28.00 1 107.35 COND-78 1/2-GUTTER 0.70 9.27 0.36 28.00 1 20.99 , COND-79 1/2-GUTTER 0.70 9.27 0.36 28.00 1 67.07 COND-80 1/2-GUTTER 0.70 9.27 0.36 28.00 1 53.50 GT-S-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 124.86 GT-S-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 198.45 OLD -FARM -OF TRAPEZOIDAL 2.00 280.00 1.08 260.00 1 ' 577.59 P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75 P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 14.82 P-3 CIRCULAR 2.00 3.14 0.50 2.00 1 11.07 , StonnNET-SWMM Page 4 1 Kechter Crossing Scenerio 3 -100-Year P-4 CIRCULAR 2.50 4.91 0.63 2.50 1 31.76 P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-6 CIRCULAR 2.50 4.91 0.63 2.50 1 26.93 P-7 CIRCULAR 2.50 4.91 0.63 2.50 1 26.89 P-8 CIRCULAR 2.50 4.91 0.63 2.50 1 33.53 RD-COPPER-1 36-ROADWAY 1.80 105.66 1.11 100.00 1 564.10 RD-CROSS-D-1 TRAPEZOIDAL 1.00 50.50 0.50 100.50 1 341.64 ' RD-CROSS-D-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 45.70 RD-KADEN-A-1 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 302.73 RD-KADEN-A-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.44 RD-KADEN-C-1 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 1065.32 ' RD-FADEN-C-2 1/2-GUTTER 0.70 9.27 0.36 28.00 1 40.78 RD-KADEN-C-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 38.36 RD-KETCH-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 42.73 RD-KETCH-2 TRAPEZOIDAL 1.50 114.00 0.75 151.00 1 709.92 RD-OLDFARM 36-ROADWAY 1.80 105.66 1.11 100.00 1 919.61 ' RD-TILD-B-1 1/2-GUTTER 0.70 9.27 0.36 28.00 1 37.63 RD-TILD-B-2 TRAPEZOIDAL 1.00 51.00 0.50 101.00 1 118.87 RD-TILD-B-3 1/2-GUTTER 0.70 9.27 0.36 28.00 1 29.35 RD-TILD-B-4 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 ' RD-TILD-B-5 1/2-GUTTER 0.70 9.27 0.36 28.00 1 30.34 RD-TILD-B-6 1/2-GUTTER 0.70 9.27 0.36 28.00 1 34.77 RD-TILD-B-7 1/2-GUTTER 0.70 9.27 0.36 28.00 1 52.98 RD-TILD-11-8 1/2-GUTTER 0.70 9.27 0.36 28.00 1 47.74 SD-1-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 5.74 ' SD-2-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 23.56 SD-2-P-2 CIRCULAR 1.50 1.77 0.38 1.50 2 6.89 SD-2-P-3 CIRCULAR 2.50 4.91 0.63 2.50 1 23.15 SD-3-P-1 HORIZ 1.17 1.73 0.36 1.92 2 9.96 ' SD-4-OF-2 -ELLIPSE TRAPEZOIDAL 1.50 16.50 0.95 17.00 1 37.18 SD-4-P-1 CIRCULAR 2.00 3.14 0.50 2.00 1 19.13 SD-4-P-2 CIRCULAR 2.00 3.14 0.50 2.00 1 12.38 SD-4-P-4 HORIZ ELLIPSE 1.58 3.18 0.48 2.50 1 15.88 SD-4-P-5 CIRCULAR 2.50 4.91 0.63 2.50 1 22.01 SD-5-P-1 CIRCULAR 1.50 1.77 0.38 1.50 1 6.15 SD-5-P-2 HORIZ ELLIPSE 1.17 1.73 0.36 1.92 2 5.37 SD-5-P-3 CIRCULAR 2.50 4.91 0.63 2.50 2 22.48 SD-6-P-1 HORIZ ELLIPSE 1.17 1.74 0.36 1.92 1 6.10 SD-7-P-1 CIRCULAR 1.50 1.77 0.38 1.50 2 5.73 SD-7-P-2 CIRCULAR 2.00 3.14 0.50 2.00 2 15.34 SD-9-B2-B1 CIRCULAR 1.25 1.23 0.31 1.25 1 6.79 SW-A-2 TRAPEZOIDAL 2.00 17.00 1.00 16.50 1 65.12 SWALE-A-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 190.73 SWALE-C-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 74.08 SWALE-C-1 SWALE-E-1 1.75 9.72 0.89 9.00 1 80.37 SW-E-1 TRAPEZOIDAL 1.50 9.75 0.76 12.50 1 37.87 SW-E-2 SWALE-E-1 1.75 9.72 0.89 9.00 1 61.79 ' SW-E-3 TRAPEZOIDAL 3.00 390.00 1.56 250.00 1 2389.46 SW-E-4 TRAPEZOIDAL 3.00 186.00 1.52 122.00 1 310.65 SW-EDEL TRAPEZOIDAL 3.00 195.00 1.56 125.00 1 507.49 SW-K-1 TRAPEZOIDAL 3.00 64.50 1.55 41.00 1 127.66 SW-K-2 TRAPEZOIDAL 2.00 18.00 1.09 16.00 1 70.38 SW-K-3 TRAPEZOIDAL 1.50 12.00 0.84 14.00 1 53.64 SW-K-4 TRAPEZOIDAL 1.50 12.00 0.84 14.00 1 36.96 Transact Summary Transact 1/2-GUTTER Area: 0.0002 0.0007 0.0015 0.0027 0.0043 0.0062 0.0085 0.0116 0.0158 0.0211 ' 0.0275 0.0349 0.0433 0.0529 0.0635 0.0751 0.0878 0.1016 0.1165 0.1324 0.1493 0.1674 0.1865 0.2066 0.2278 ' 0.2501 0.2735 0.2979 0.3234 0.3499 StonnNET--SWMM Page 5 Kechter Crossing Scenerio 3 -100-Year ' 0.3766 0.4034 0.4303 0.4573 0.4844 0.5116 0.5396 0.5687 0.5988 0.6300 0.6623 0.6956 0.7299 0.7653 0.8018 , 0.8393 0.8779 0.9175 0.9582 1.0000 Brad: 0.0184 0.0368 0.0552 0.0736 0.0920 0.1105 0.1331 0.1551 0.1692 0.1810 0.1926 0.2045 0.2170 0.2300 ' 0.2436 0.2576 0.2719 0.2866 0.3015 0.3166 0.3319 0.3473 0.3629 0.3786 0.3944 0.4103 0.4263 0.4423 0.4573 0.4778 0.5071 0.5369 0.5671 0.5977 ' 0.6285 0.6603 0.6930 0.7239 0.7533 0.7812 0.8078 0.8331 0.8572 0.8803 0.9023 0.9235 0.9437 0.9632 0.9820 1.0000 Width: 0.0081 0.0163 0.0244 0.0325 0.0406 , 0.0488 0.0621 0.0873 0.1124 0.1375 0.1626 0.1878 0.2129 0.2380 0.2631 0.2883 0.3134 0.3385 0.3636 0.3888 0.4139 0.4390 0.4641 0.4893 ' 0.5144 0.5395 0.5646 0.5898 0.6157 0.6314 0.6334 0.6354 0.6374 0.6394 0.6414 0.6500 0.6750 0.7000 0.7250 0.7500 0.7750 0.8000 0.8250 0.8500 0.8750 0.9000 0.9250 0.9500 0.9750 1.0000 , Transect 36-ROADWAY Area: 0.0002 0.0008 0.0019 0.0040 0.0074 , 0.0120 0.0178 0.0249 0.0332 0.0428 0.0535 0.0654 0.0775 0.0898 0.1028 0.1170 0.1325 0.1492 0.1671 0.1863 0.2066 0.2274 0.2488 0.2706 ' 0.2929 0.3156 0.3388 0.3624 0.3866 0.4111 0.4362 0.4617 0.4877 0.5141 0.5410 0.5684 0.5962 0.6245 0.6532 0.6824 0.7121 0.7422 0.7728 0.8039 0.8354 0.8674 0.8999 0.9328 0.9662 ' 1.0000 Brad: 0.0154 0.0307 0.0378 0.0455 0.0582 0.0724 0.0873 0.1025 0.1178 0.1333 0.1489 0.1717 0.2018 0.2295 0.2395 0.2505 0.2623 0.2747 0.2875 0.3008 0.3224 0.3534 0.3836 0.4129 0.4416 0.4695 0.4968 0.5235 0.5496 0.5752 0.6002 0.6247 0.6488 0.6724 0.6955 0.7183 0.7406 0.7625 0.7841 0.8053 , 0.8261 0.8466 0.8668 0.8867 0.9063 0.9256 0.9446 0.9633 0.9818 1.0000 Width: 0.0117 0.0234 0.0448 0.0810 ' 0.1172 0.1534 0.1896 0.2257 0.2619 0.2981 0.3343 0.3546 0.3574 0.3640 0.4000 0.4360 0.4720 0.5080 0.5440 0.5800 0.6060 0.6196 0.6332 0.6468 0.6604 0.6740 0.6875 0.7011 0.7147 ' 0.7283 0.7419 0.7555 0.7691 0.7826 0.7962 0.8098 0.8234 0.8370 0.8506 0.8642 0.8777 0.8913 0.9049 0.9185 0.9321 0.9457 0.9592 0.9728 0.9864 ' 1.0000 Transect BWALE-E-1 Area: 0.0108 0.0217 0.0327 0.0437 0.0548 0.0659 0.0771 0.0884 0.0997 0.1111 , 0.1226 0.1343 0.1468 0.1605 0.1749 0.1899 0.2055 0.2215 0.2380 0.2550 0.2725 0.2906 0.3091 0.3281 0.3477 t StormNET--SWMM Page 6 1 Kechter Crossing Scenerio 3 -100-Year 0.3677 0.3883 0.4093 0.4309 0.4530 0.4755 0.4986 0.5222 0.5462 0.5708 ' 0.5959 0.6215 0.6476 0.6742 0.7013 0.7289 0.7570 0.7856 0.8147 0.8443 0.8745 0.9051 0.9362 0.9679 1.0000 Brad: 0.0384 0.0752 0.1106 0.1447 0.1775 ' 0.2091 0.2396 0.2691 0.2976 0.3252 0.3519 0.3665 0.3738 0.3826 0.4001 0.4206 0.4410 0.4611 0.4811 0.5010 0.5207 0.5391 0.5565 0.5738 0.5909 0.6080 0.6249 0.6418 0.6586 0.6753 0.6920 0.7086 0.7251 0.7416 0.7580 0.7744 0.7908 0.8070 0.8233 0.8395 0.8557 0.8718 0.8879 0.9040 0.9201 0.9361 0.9521 0.9681 0.9841 1.0000 ' Width: 0.3353 0.3372 0.3392 0.3411 0.3431 0.3450 0.3469 0.3489 0.3508 0.3528 0.3547 0.3733 0.4044 0.4356 0.4556 ' 0.4711 0.4867 0.5022 0.5178 0.5333 0.5489 0.5644 0.5800 0.5956 0.6111 0.6267 0.6422 0.6578 0.6733 0.6889 0.7044 0.7200 0.7356 0.7511 0.7667 0.7822 0.7978 0.8133 0.8289 0.8444 ' 0.8600 0.8756 0.8911 0.9067 0.9222 0.9378 0.9533 0.9689 0.9844 1.0000 +++++++++wwwwww++w++++++++ Volume Depth Runoff Quantity Continuity acre-feet inches ++++wwwwwww++w++++++++++++ --------- ------- Total Precipitation ...... 35.399 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss 19.116 1.981 Surface Runoff ........... 14.200 1.472 Final Surface Storage .... 2.085 0.216 Continuity Error (%) ..... -0.004 ++wwww++++++++ww++++++++++ Volume Volume Flow Routing Continuity acre-feet Mgallons www+++++++++++++++w++++ww+ ' Dry Weather Inflow 0.000 0.000 Wet Weather Inflow ....... 14.199 4.627 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow 1.612 0.525 External Outflow ......... 10.054 3.276 Internal Outflow ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 ' Initial Stored Volume 0.000 0.000 Final Stored Volume 5.782 1.884 Continuity Error -0.161 Highest Continuity Errors Node STM6-2 (-2.85%) ' Node JUNC-K-S (2.708) Node JUNC-K-6 (-2.40%) Node JUNC-K-7 (1.16%) Node TUNC-K-5 (-1.148) Time -Step Critical Elements ' StormNET-SWMM Page 7 Kechter Crossing Scenerio 3 -100-Year None Highest Flow Instability Indexes ++++++++++++++++++++++++++++++++ Link SD-6-P-1 (2) ' +++++++++++++++++++++++++ Routing Time Step Summary +++++++++++++++++++++++++ ' Minimum Time Step 0.25 sec Average Time Step 0.25 sec Maximum Time Step 0.25 sec Percent in Steady State 0.00' Average Iterations per Step 2.00 +++++++++++++++++++++++++++ Subcatchment Runoff Summary ' +++++++++++++++++++++++++++ -------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff ' Coeff Subcatchment in in in in in Mgal CFS -------------------------------------------------------------------------------------------- BASIN-901-4 3.669 0.000 0.000 2.308 1.169 0.335 7.804 0.318 BASIN-901-5 3.669 0.000 0.000 2.308 0.992 1.576 32.243 ' 0.270 BASIN-901-6 3.669 0.000 0.000 2.121 1.531 0.607 19.256 0.417 BASIN-A-1 3.669 0.000 0.000 1.622 2.034 0.014 1.289 0.554 BASIN-A-2 3.669 0.000 0.000 1.496 2.155 0.088 10.815 0.587 BASIN-A-3 3.669 0.000 0.000 0.504 3.099 0.096 10.567 0.845 BASIN-A-4 3.669 0.000 0.000 0.960 2.660 0.074 8.200 ' 0.725 BASIN-A-5 3.669 0.000 0.000 1.258 2.377 0.050 4.629 0.648 BASIN-A-6 3.669 0.000 0.000 0.744 2.865 0.049 5.771 0.781 BASIN-A-7 3.669 0.000 0.000 0.410 3.181 0.013 1.465 0.867 BASIN-B-1 3.669 0.000 0.000 1.801 1.859 0.264 16.578 ' 0.507 BASIN-B-2 3.669 0.000 0.000 1.751 1.905 0.097 5.329 0.519 BASIN-B-3 3.669 0.000 0.000 0.396 3.194 0.043 4.869 0.870 BASIN-B-4 3.669 0.000 0.000 0.256 3.327 0.023 2.573 0.907 BASIN-B-5 3.669 0.000 0.000 0.255 3.329 0.009 0.992 ' 0.907 BASIN-B-6 3.669 0.000 0.000 0.525 3.072 0.041 4.696 0.837 BASIN-B-7 3.669 0.000 0.000 0.838 2.775 0.105 11.599 0.756 BASIN-B-8 3.669 0.000 0.000 0.256 3.328 0.032 3.465 0.907 BASIN-B-9 3.669 0.000 0.000 0.764 2.847 0.053 6.238 0.776 BASIN-C-1 3.669 0.000 0.000 0.722 2.886 0.020 2.401 0.787 , BASIN-C-10 3.669 0.000 0.000 1.808 1.860 0.043 4.620 0.507 BASIN-C-11 3.669 0.000 0.000 1.093 2.532 0.100 9.054 0.690 BASIN-C-12 3.669 0.000 0.000 0.569 3.030 0.037 4.190 0.826 BASIN-C-13 3.669 0.000 0.000 1.509 2.142 0.018 2.270 ' 0.584 BASIN-C-2 3.669 0.000 0.000 0.254 3.329 0.008 0.893 0.907 BASIN-C-3 3.669 0.000 0.000 1.078 2.548 0.048 5.084 0.695 BASIN-C-4 3.669 0.000 0.000 0.585 3.016 0.025 2.958 0.822 BASIN-C-5 3.669 0.000 0.000 1.008 2.613 0.047 4.377 0.712 BASIN-C-6 3.669 0.000 0.000 0.258 3.325 0.011 1.184 ' 0.906 BASIN-C-7 3.669 0.000 0.000 0.470 3.123 0.031 3.467 0.851 BASIN-C-8 3.669 0.000 0.000 1.549 2.100 0.025 1.920 0.572 BAS1'N-C-9 3.669 0.000 0.000 1.704 1.959 0.014 1.486 0.534 BASIN-D-1 3.669 0.000 0.000 0.437 3.156 0.036 4.155 ' 0.860 BASIN-D-2 3.669 0.000 0.000 0.980 2.640 0.092 9.305 0.719 BASIN-D-3 3.669 0.000 0.000 1.646 2.007 0.078 5.293 0.547 BASIN-D-4 3.669 0.000 0.000 0.652 2.952 0.035 4.126 0.805 BASIN-D-5 3.669 0.000 0.000 1.115 2.511 0.163 14.802 0.684 BASIN-E-1 3.669 0.000 0.000 0.255 3.328 0.015 1.685 0.907 , BASIN-E-2 3.669 0.000 0.000 1.578 2.075 0.042 4.438 0.566 BASIN-E-3 3.669 0.000 0.000 1.749 1.919 0.005 0.780 0.523 BASIN-E-4 3.669 0.000 0.000 1.742 1.926 0.005 0.809 0.525 , StormNET-SWMM Page 8 ' Kechter Crossing Scenerio 3 -100-Year BASIN-K-1 3.669 0.000 0.000 1.313 2.334 0.033 4.278 0.636 SA32N-K-10 3.669 0.000 0.000 1.163 2.475 0.009 1.238 0.675 ' BASIN-K-11 3.669 0.000 0.000 1.167 2.472 0.030 3.797 0.674 BASIN-K-4 3.669 0.000 0.000 1.207 2.433 0.031 3.895 0.663 BASIN-K-5 3.669 0.000 0.000 1.219 2.421 0.018 2.048 0.660 BASIN-K-6 3.669 0.000 0.000 1.343 2.305 0.013 1.724 0.628 ■ BASIN-K-9 3.669 0.000 0.000 1.174 2.465 0.023 2.864 0.672 System 3.669 0.000 0.000 1.981 1.472 4.627 244.695 0.401 Node Depth Summary ++++++++++++++++++ Average Maximum Maximum Time of Max Depth Depth SGL Occurrence Node Type Feet Feet Feet days hr:min DESIGN PT 3-E JUNCTION 0.00 0.00 4943.71 0 00:00 DESIGN PT 4-A JUNCTION 0.17 0.52 4941.83 0 00:40 DESIGN PT 4-B JUNCTION 0.02 0.18 4940.18 0 00:40 DESIGN PT 4-D JUNCTION 0.18 0.47 4939.71 0 00:40 DESIGN PT 5-B JUNCTION 0.12 0.44 4938.54 0 00:40 ' DESIGN PT 7-A JUNCTION 0.17 0.59 4938.49 0 00:41 DESIGN PT 7-B JUNCTION 0.11 0.35 4938.25 0 00:40 DESIGN PT 7-C JUNCTION 0.10 0.42 4936.57 0 00:41 DESIGN PT 7-D JUNCTION 0.19 0.46 4936.61 0 00:41 ' DESIGN PT-2A JUNCTION 0.12 0.39 4939.24 0 00:40 DESIGN-PT-1-A JUNCTION 0.02 0.10 4943.73 0 00:40 DESIGN-PT-2B JUNCTION 0.07 0.32 4939.17 0 00:40 DESIGN-PT-3-A JUNCTION 0.03 0.18 4944,18 0 00:40 DESIGN-PT-3-B JUNCTION 0.04 0.22 4944.22 0 00:41 DESIGN-PT-4-C JUNCTION 0.14 0.47 4939.71 0 00:40 DESIGN-PT-5-C JUNCTION 0.15 0.49 4938.59 0 00:40 DESIGN-PT-6-A JUNCTION 0.06 0.41 4946.41 0 00:40 DESIGN-PT-6-B JUNCTION 0.31 0.64 4943.64 0 00:51 ' JUNC-K-1 JUNCTION 0.09 0.58 4946.6E 0 00:40 JUNC-K-2 JUNCTION 0.09 0.48 4945.68 0 00:40 JUNC-K-4 JUNCTION 0.06 0.25 4935.38 0 00:40 JUNC-K-5 JUNCTION 0.14 0.63 4934.83 0 00:43 JUNC-K-6 JUNCTION 0.43 0.96 4931.16 0 00:46 JUNC-K-7 JUNCTION 0.75 1.22 4930.92 0 01:23 JUNC-K-B JUNCTION 0.09 0.31 4939.31 0 00:40 JUNC-K-S JUNCTION 0.84 1.34 4931.34 0 01:23 OUTLET -STRUCTURE JUNCTION 0.72 1.19 4932.29 0 02:33 ' RD-A-1 JUNCTION 0.07 0.30 4940.30 0 00:40 RD-A-2 JUNCTION 0.19 0.63 4940.16 0 00:40 RD-B-1 JUNCTION 0.11 0.38 4941.68 0 00:40 RD-B-2 JUNCTION 0.12 0.47 4939.12 0 00:40 RD-B-3 JUNCTION 0.18 0.62 4938.96 0 00:40 RD-B-4 JUNCTION 0.10 0.34 4938.83 0 00:39 RD-C-1 JUNCTION 0.12 0.33 4942.87 0 00:40 RD-C-2 JUNCTION 0.08 0.31 4942.41 0 00:40 RD-C-4 JUNCTION 0.10 0.33 4941.64 0 00:40 ' RD-D-1 JUNCTION 0.08 0.30 4941.77 0 00:40 RD-D-2 JUNCTION 0.16 0.51 4941.40 0 00:40 STM1-1 JUNCTION 0.24 1.17 4942.00 0 00:43 STM1-2 JUNCTION 0.25 0.87 4941.43 0 00:44 ' STM-2-2-INLET JUNCTION 0.97 3.01 4937.59 0 00:40 STM-2-3-INLET JUNCTION 1.78 2.88 4936.29 0 00:40 ST14-3-I-INLET JUNCTION 0.32 0.50 4939.97 0 02:05 STM-3-2-INLET JUNCTION 0.52 1.61 4939.91 0 00:44 STM-4-2-INLET JUNCTION 0.95 4.64 4939.77 0 00:43 ' ST14-4-4-INLET JUNCTION 1.24 4.95 4939.41 0 00:43 STM-4-5-INLET JUNCTION 1.36 3.15 4937.27 0 00:42 STM-5-I-INLET JUNCTION 1.74 3.59 4937.59 0 00:40 ' STM-5-2-INLET JUNCTION 1.76 2.74 4936.67 0 00:40 1 StonnNET--SWMM Page 9 Kechter Crossing Scenerio 3 - 100-Year STM-5-3-INLET JUNCTION 1.85 2.53 4936.32 0 01:19 STM6-I-INLET JUNCTION 0.76 2.89 4940.BB 0 00:42 STM6-2 JUNCTION 0.16 0.31 4937.88 0 00:49 STM-7-I-INLET JUNCTION 3.22 4.04 4935.57 0 02:32 ST14-7-2-INLET JUNCTION 3.31 4.20 4935.57 0 02:33 STMH2 JUNCTION 0.68 1.10 4931.32 0 02:33 STMH3 JUNCTION 0.94 1.59 4930.38 0 02:34 STMH4 JUNCTION 0.75 1.14 4928.81 0 02:29 STMH5 JUNCTION 0.78 1.18 4926.61 0 02:28 STMH6 JUNCTION 0.95 1.53 4924.86 0 02:31 STMH7 JUNCTION 0.83 1.31 4923.59 0 02:32 STMHB JUNCTION 0.69 1.08 4922.16 0 02:32 EDELWEISS POND OUTFALL 0.75 1.22 4929.22 0 01:23 STM-FES OUTFALL 0.00 0.00 4919.27 0 00:00 POND-B-1 STORAGE 3.49 4.47 4935.57 0 02:32 POND-B-2 STORAGE 2.05 2.81 4936.31 0 01:20 STM-2-1 STORAGE 0.25 1.66 4938.20 0 00:47 +++++++++++++++++++ Node Inflow Summary Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node --------------------------------------------------------------------------------- Type CPS CPS days hr:min Mgal Mgal DESIGN PT 3-E JUNCTION 0.00 0.00 0 00:00 0.000 0.000 DESIGN PT 4-A JUNCTION 0.00 17.27 0 00:40 0.000 0.189 DESIGN PT 4-B JUNCTION 4.62 4.62 0 00:40 0.043 0.043 DESIGN PT 4-D JUNCTION 3.B5 7.75 0 00:40 0.034 0.071 DESIGN PT 5-B JUNCTION 9.31 13.78 0 00:40 0.092 0.118 DESIGN PT 7-A JUNCTION 0.00 20.11 0 00:40 0.000 0.200 DESIGN PT 7-B JUNCTION 0.99 4.48 0 00:40 0.009 0.041 DESIGN PT 7-C JUNCTION 2.57 21.70 0 00:40 0.023 0.169 DESIGN PT 7-D JUNCTION 4.87 22.72 0 00:41 0.043 0.243 DESIGN PT-2A JUNCTION 1.46 24.37 0 00:40 0.013 0.233 DESIGN-PT-1-A JUNCTION 1.29 1.29 0 00:40 0.014 0.014 DESIGN-PT-2B JUNCTION 5.77 11.51 0 00:40 0.049 0.064 DESIGN-PT-3-A JUNCTION 1.49 1.49 0 00:40 0.014 0.014 DESIGN-PT-3-B JUNCTION 1.92 1.92 0 00:40 0.025 0.025 DESIGN-PT-4-C JUNCTION 9.75 26.35 0 00:40 0.086 0.284 DESIGN-PT-5-C JUNCTION 0.00 18.30 0 00:40 0.000 0.198 DESIGN-PT-6-A JUNCTION 1.59 1.59 0 00:40 0.009 0.009 DESIGN-PT-6-B JUNCTION 7.80 8.27 0 00:50 0.335 0.345 JUNC-K-1 JUNCTION 3.80 3.80 0 00:40 0.030 0.030 JUNC-K-2 JUNCTION 1.24 4.99 0 00:40 0.009 0.039 JUNC-K-4 JUNCTION 3.90 7.10 0 00:40 0.031 0.061 JUNC-K-5 JUNCTION 0.00 6.53 0 00:40 0.000 0.061 JUNC-K-6 JUNCTION 4.28 8.20 0 00:40 0.033 0.095 JUNC-K-7 JUNCTION 19.26 53.82 0 01:15 0.607 2.640 JUNC-K-B JUNCTION 3.77 3.77 0 00:40 0.030 0.030 JUNC-K-S JUNCTION 32.24 42.14 0 00:55 1.576 1.989 OUTLET -STRUCTURE JUNCTION 0.00 8.68 0 02:32 0.000 0.476 RD-A-1 JUNCTION 12.83 12.83 0 00:40 0.124 0.124 RD-A-2 JUNCTION 10.57 23.32 0 00:40 0.096 0.220 RD-B-1 JUNCTION 6.24 6.24 0 00:40 0.053 0.053 RD-B-2 JUNCTION 11.60 17.24 0 00:40 0.105 0.159 RD-B-3 JUNCTION 4.70 20.35 0 00:40 0.041 0.200 RD-B-4 JUNCTION 3.47 3.47 0 00:40 0.032 0.032 RD-C-1 JUNCTION 4.65 4.65 0 00:40 0.042 0.042 RD-C-2 JUNCTION 13.43 17.37 0 00:40 0.147 0.189 RD-C-4 JUNCTION 4.19 4.19 0 00:40 0.037 0.037 RD-D-1 JUNCTION 14.80 14.80 0 00:40 0.163 0.163 RD-D-2 JUNCTION 4.13 18.80 0 00:40 0.035 0.198 STM1-1 JUNCTION 2.86 6.97 0 00:40 0.023 0.063 STM1-2 JUNCTION 0.00 6.06 0 00:43 0.000 0.076 StormNET--SWMM Page 10 Kechter Crossing Scenerio 3 -100-Year STM-2-2-INLET JUNCTION 0.00 22.79 0 00:42 0.000 0.383 S714-2-3-INLET JUNCTION 0.00 33.35 0 00:40 0.000 0.446 STM-3-I-INLET JUNCTION 5.70 5.86 0 02:05 0.316 0.341 STM-3-2-INLET JUNCTION 0.00 5.93 0 02:05 0.000 0.354 STM-4-2-INLET JUNCTION 0.00 8.46 0 00:47 0.000 0.398 STM-4-4-INLET JUNCTION 0.00 30.43 0 00:42 0.000 0.682 STM-4-5-INLET JUNCTION 0.00 34.79 0 00:42 0.000 0.743 ' STM-5-I-INLET JUNCTION 5.29 10.93 0 00:40 0.078 0.108 STM-5-2-INLET JUNCTION 0.00 18.97 0 00:40 0.000 0.195 STM-5-3-INLET JUNCTION 4.15 35.32 0 00:40 0.036 0.403 STM6-I-INLET JUNCTION 4.44 10.99 0 00:45 0.042 0.386 ' STM6-2 JUNCTION 1.69 11.69 0 00:42 0.015 0.402 STM-7-I-INLET JUNCTION 0.00 21.63 0 00:41 0.000 0.169 STM-7-2-I1TLET JUNCTION 0.00 28.18 0 00:41 0.000 0.306 STMH2 JUNCTION 0.00 8.68 0 02:33 0.000 0.475 STMH3 JUNCTION 0.00 8.68 0 02:33 0.000 0.473 STMH4 JUNCTION 3.20 11.65 0 02:29 0.209 0.679 STMHS JUNCTION 0.00 11.65 0 02:29 0.000 0.676 STMH6 JUNCTION 0.00 11.65 0 02:30 0.000 0.673 ST4117 JUNCTION 0.00 11.65 0 02:31 0.000 0.670 ' STME8 JUNCTION 0.00 11.64 0 02:32 0.000 0.668 EDELWEISS POND OUTFALL 0.00 53.06 0 01:23 0.000 2.610 STM-FES OUTFALL 0.00 11.64 0 02:32 0.000 0.666 POND-B-1 STORAGE 16.58 116.00 0 00:40 0.264 2.117 POND-B-2 STORAGE 5.33 40.45 0 00:40 0.097 0.496 STM-2-1 STORAGE 10.82 14.79 0 00:40 0.088 0.164 Node Surcharge Summary ####+#+#++#+###+#+##++ Surcharging occurs when water rises above the top of the highest conduit. Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet STM-4-2-INLET JUNCTION 0.24 2.536 0.104 ######++#++########## Node Flooding Summary No nodes were flooded. Storage Volume Summary ######++#+++++++#####+ 1 -------------------------------------------------------------------------------------- Average Avg Maximum Max Time of Max Maximum Volume Pant Volume Pont Occurrence Outflow Storage Unit Full ft3 Full days hr:min CFS ----------1000-ft3 -------- ---- ------------------ POND-B-1 167.564 -----1000 49 230.920 ------------------ 68 ----- 0 02:32 ----------- 8.68 POND-B-2 21.423 36 32.930 55 0 01:20 7.60 STM-2-1 0.400 4 4.158 44 0 00:47 11.82 Outfall Loading Summary -------------------------------------------------------_- Flow Avg. Max. Total ' Freq. Flow Flow Volume 1 StonnNET--SWMM Page 11 Kechter Crossing Scenerio 3 -100-Year Outfall Node Pont. CFS CFS Mgal EDELWEISS POND 87.61 27.65 53.06 2.610 STM-FES 87.26 7.09 11.64 0.666 , --------------------------------------------------------- System 87.43 34.74 58.50 3.276 Link Flow Summary ______________________________________________ Maximum "'---------------- Time of Max Maximum ""-------- Max/ Max/ Flow Occurrence Velocity Full Full Link ------- ______________------- Type ______---- CFS _____ days hr:min _ ft/sec Flow Depth ' COND-75 CHANNEL 6.66 0 00:41 1.99 0.20 0.61 COND-76 CHANNEL 21.63 0 00:41 7.53 0.16 0.57 COND-77 CHANNEL 26.22 0 00:40 6.81 0.24 0.65 COND-78 CHANNEL 4.97 0 00:41 1.56 0.24 ' 0.59 COND-79 CHANNEL 12.92 0 00:40 3.43 0.19 0.64 COND-80 CHANNEL 8.14 0 00:40 2.71 0.15 0.58 GT-S-1 CHANNEL 18.51 0 00:40 7.10 0.15 0.55 GT-S-2 CHANNEL 11.50 0 00:40 7.99 0.06 0.43 OLD -FARM -OF CONDUIT 0.00 0 00:00 0.00 0.00 0.00 , P-1 CONDUIT 8.68 0 02:33 4.94 0.49 0.55 P-2 CONDUIT 8.68 0 02:33 4.04 0.59 0.65 P-3 CONDUIT 8.68 0 02:34 3.95 0.78 0.66 P-4 CONDUIT 11.65 0 02:29 5.52 0.37 ' 0.44 P-5 CONDUIT 11.65 0 02:30 4.49 0.43 0.52 P-6 CONDUIT 11.65 0 02:31 4.23 0.43 0.55 P-7 CONDUIT 11.64 0 02:32 4.86 0.43 0.49 P-8 CONDUIT 11.64 0 02:32 5.98 0.35 0.42 RD-COPPER-1 CHANNEL 4.03 0 00:40 1.39 0.01 ' 0.17 RD-CROSS-D-1 CONDUIT 14.72 0 00:40 2.23 0.04 0.36 RD-CROSS-D-2 CHANNEL 18.30 0 00:40 3.89 0.40 0.72 RD-KADEN-A-1 CONDUIT 12.76 0 00:40 1.44 0.04 0.41 RD-KADEN-A-2 CHANNEL 23.01 0 00:40 4.77 0.67 ' 0.73 RD-KADEN-C-1 CONDUIT 17.27 0 00:40 2.46 0.02 0.24 RD-KADEN-C-2 CHANNEL 16.76 0 00:40 3.64 0.41 0.71 RD-KADEN-C-3 CHANNEL 3.93 0 00:40 1.40 0.10 0.57 RD-KETCH-1 CHANNEL 3.30 0 00:40 2.63 0.08 0.40 RD-KETCH-2 CONDUIT 6.53 0 00:40 1.21 0.01 ' 0.25 RD-OLDFARM CHANNEL 0.00 0 00:00 0.00 0.00 0.09 RD-TILD-B-1 CHANNEL 5.70 0 00:40 1.76 0.15 0.60 RD-TILD-33-2 CONDUIT 16.05 0 00:40 1.06 0.14 0.54 RD-TILD-B-3 CHANNEL 20.11 0 00:40 3.02 0.69 ' 0.86 RD-TILD-B-4 CHANNEL 19.44 0 00:41 3.84 0.56 0.75 RD-TILD-B-S CHANNEL 3.49 0 00:40 1.75 0.11 0.49 RD-TILD-B-6 CHANNEL 4.12 0 00:40 1.79 0.12 0.54 RD-TILD-B-7 CHANNEL 0.00 0 00:00 0.00 0.00 0.18 RD-TILD-B-8 CHANNEL 0.00 0 00:00 0.00 0.00 ' 0.18 SD-i-P-i CONDUIT 4.96 0 00:43 3.89 0.86 0.68 SD-2-P-1 CONDUIT 11.82 0 00:53 6.71 0.50 1.00 SD-2-P-2 CONDUIT 22.86 0 00:42 6.47 1.66 1.00 SD-2-P-3 CONDUIT 33.36 0 00:40 7.21 1.44 ' 0.89 SD-3-P-1 CONDUIT 5.86 0 02:05 4.03 0.29 0.70 SD-4-OF-2 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 SD-4-P-1 CONDUIT 5.93 0 02:05 4.34 0.31 0.90 SD-4-P-2 CONDUIT 9.70 0 00:48 3.18 0.78 1.00 SD-4-P-4 CONDUIT 30.33 0 00:43 9.53 1.91 1.00 SD-4-P-5 CONDUIT 34.79 0 00:43 7.47 1.58 0.90 SD-5-P-1 CONDUIT 10.85 0 00:40 6.14 1.76 1.00 SD-5-P-2 CONDUIT 18.95 0 00:40 5.48 1.76 1.00 SD-5-P-3 CONDUIT 35.30 0 00:40 5.13 0.79 1.00 , SD-6-P-1 CONDUIT 10.98 0 00:45 9.31 1.80 0.63 SD-7-P-1 CONDUIT 21.53 0 00:41 6.09 1.88 1.00 SD-7-P-2 CONDUIT 27.98 0 00:41 4.47 0.91 1.00 ' StonnNET-SWMM Page 12 1 Kechter Crossing Scenerio 3 -100-Year SD-9-B2-BS CONDUIT 7.60 0 00:53 6.33 1.12 1.00 SW-A-2 CONDUIT 5.97 0 00:44 2.32 0.09 0.37 SWALE-A-1 CHANNEL 1.28 0 00:40 0.96 0.01 0.27 SWALE-C-2 CHANNEL 1.81 0 00:41 2.69 0.02 0.13 SWALE-C-1 CHAT WEL 1.40 0 00:40 2.58 0.02 0.10 SW-E-1 CONDUIT 1.49 0 00:40 1.54 0.04 0.32 SW-E-2 CHANNEL 8.15 0 00:51 3.81 0.13 0.36 SW-E-3 CONDUIT 10.86 0 00:49 1.25 0.00 0.27 SW-E-4 CONDUIT 39.00 0 01:23 1.10 0.13 0.43 SW-EDEL CONDUIT 53.06 0 01:23 1.47 0.10 0.41 SW-K-1 CONDUIT 6.82 0 00:49 1.10 0.05 0.33 SW-K-2 CONDUIT 5.27 0 00:43 1.51 0.07 0.39 SW-K-3 CONDUIT 4.34 0 00:40 1.13 0.08 0.54 SW-K-4 CONDUIT 3.77 0 00:40 1.77 0.10 0.35 ORF-HIGH ORIFICE 5.42 0 02:32 ORF-LOW ORIFICE 2.83 0 02:32 1.00 ORF-WQCV ORIFICE 0.45 0 01:56 1.00 28 WEIR 5.64 0 00:40 0.21 P-B-I-OVRFLOW WEIR 0.00 0 00:00 0.00 P-B-2-OVRFLOW WEIR 0.00 0 00:00 0.00 SD-4-OF-1 WEIR 4.62 0 00:40 0.18 STM2-2WEIR WEIR 5.85 0 00:40 0.07 STM3-I-WEIR WEIR 0.00 0 00:00 0.00 STM3-2-WEIR WEIR 0.00 0 00:00 0.00 STM4-4-WEIR WEIR 1.97 0 00:42 0.04 STM-4-5-WEIR WEIR 0.00 0 00:00 0.00 STM-5-2-WEIR WEIR 5.17 0 00:40 0.09 STM-5-3-WEIR WEIR 0.00 0 00:00 0.00 STM7-2-WEIR WEIR 16.07 0 00:41 0.09 +++++++++++++++++++++++++++ Flow Classification Summary +++++++++++++++++++++++++++ ----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit ----------------------------------------------------------------------------------------- Length Dry Dry Dry Crit Crit Crit Crit Number Change COND-75 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.73 0.0000 COND-76 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 2.38 0.0000 COND-77 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 2.16 0.0000 COND-78 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.50 0.0000 COND-79 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 1.17 0.0000 COND-80 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.87 0.0000 GT-S-1 1.00 0.03 0.00 0.00 0.00 0.00 0.00 0.97 2.35 0.0000 GT-S-2 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 2.56 0.0000 OLD -FARM -OF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 P-1 1.00 0.06 0.00 0.00 0.23 0.00 0.00 0.72 0.79 0.0000 P-2 1.00 0.07 0.00 0.00 0.81 0.00 0.00 0.12 0.60 0.0000 2-3 1.00 0.09 0.00 0.00 0.00 0.00 0.00 0.91 0.53 0.0000 P-4 1.00 0.08 0.00 0.00 0.37 0.00 0.00 0.55 0.86 0.0000 P-5 1.00 0.09 0.00 0.00 0.79 0.00 0.00 0.13 0.67 0.0000 P-6 1.00 0.10 0.00 0.00 0.36 0.00 0.00 0.55 0.61 0.0000 P-7 1.00 0.11 0.00 0.00 0.00 0.00 0.00 0.89 0.69 0.0000 P-8 1.00 0.12 0.00 0.00 0.00 0.00 0.00 0.88 0.89 0.0000 RD-COPPER-1 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.44 0.0000 RD-CROSS-D-1 1.00 0.04 0.00 0.00 0.24 0.23 0.00 0.49 0.70 0.0000 RD-CROSS-D-2 1.00 0.05 0.00 0.00 0.40 0.55 0.00 0.00 0.96 0.0000 RD-KADEN-A-1 1.00 0.04 0.00 0.00 0.52 0.00 0.00 0.43 0.39 0.0000 RD-KADEN-A-2 1.00 0.02 0.00 0.00 0.37 0.60 0.00 0.00 1.05 0.0000 RD-KADEN-C-1 1.00 0.05 0.00 0.00 0.40 0.09 0.00 0.47 0.71 0.0000 RD-KADEN-C-2 1.00 0.05 0.00 0.00 0.24 0.71 0.00 0.00 1.08 0.0000 RD-KADEN-C-3 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.26 0.0000 RD-KETCH-1 1.00 0.02 0.00 0.00 0.40 0.57 0.00 0.00 1.03 0.0000 RD-KETCH-2 1.00 0.02 0.00 0.00 0.32 0.00 0.00 0.65 0.43 0.0000 RD-OLDFAR4 1.00 0.05 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 RD-TILD-B-1 1.00 0.04 0.00 0.00 0.92 0.04 0.00 0.00 0.67 0.0000 StonnNET--SWMM Page 13 Kechter Crossing Scenerio 3 -100-Year ' RD-TILD-B-2 1.00 0.04 0.00 0.00 0.96 0.00 0.00 0.00 0.16 0.0000 RD-TILD-B-3 1.00 0.05 0.00 0.00 0.92 0.03 0.00 0.00 0.65 0.0000 RD-TILD-B-4 1.00 0.05 0.01 0.00 0.86 0.09 0.00 0.00 0.63 ' 0.0000 RD-TILD-B-5 1.00 0.04 0.00 0.00 0.94 0.02 0.00 0.00 0.45 0.0000 RD-TILD-B-6 1.00 0.05 0.00 0.00 0.61 0.35 0.00 0.00 0.78 0.0000 RD-TILD-B-7 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 RD-TILD-B-S 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-1-P-1 1.00 0.02 0.00 0.00 0.96 0.01 0.00 0.00 0.40 ' 0.0000 SD-2-P-1 1.00 0.05 0.00 0.00 0.91 0.03 0.00 0.01 0.36 0.0000 SD-2-P-2 1.00 0.04 0.00 0.00 0.71 0.00 0.00 0.24 0.28 0.0001 SD-2-P-3 1.00 0.05 0.00 0.00 0.75 0.00 0.00 0.20 0.19 0.0001 SD-3-P-1 1.00 0.05 0.00 0.00 0.39 0.33 0.00 0.22 0.82 ' 0.0000 SD-4-OF-2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 SD-4-P-1 1.00 0.05 0.00 0.00 0.86 0.00 0.00 0.09 0.63 0.0000 SD-4-P-2 1.00 0.06 0.01 0.00 0.93 0.00 0.00 0.00 0.37 0.0000 SD-4-P-4 1.00 0.05 0.00 0.00 0.87 0.05 0.00 0.03 0.38 0.0001 SD-4-P-5 1.00 0.05 0.00 0.00 0.68 0.00 0.00 0.26 0.36 0.0001 , SD-5-P-1 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.11 0.0001 SD-5-P-2 1.00 0.04 0.00 0.00 0.95 0.00 0.00 0.00 0.11 0.0001 SD-5-P-3 1.00 0.04 0.00 0.00 0.83 0.00 0.00 0.12 0.11 0.0001 SD-6-P-1 1.00 0.05 0.01 0.00 0.13 0.82 0.00 0.00 1.31 ' 0.0006 SD-7-P-1 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.10 0.0001 SD-7-P-2 1.00 0.05 0.00 0.00 0.91 0.04 0.00 0.00 0.14 0.0001 SD-9-B2-B1 1.00 0.05 0.00 0.00 0.78 0.01 0.00 0.17 0.52 0.0000 SW-A-2 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 0.40 0.0000 SWALE-A-1 1.00 0.04 0.35 0.00 0.61 0.00 0.00 0.00 0.06 ' 0.0000 SWALE-C-2 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.46 0.0000 SWALE-C-1 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.38 0.0000 SW-E-1 1.00 0.05 0.09 0.00 0.87 0.00 0.00 0.00 0.05 0.0000 SW-E-2 1.00 0.05 0.00 0.00 0.00 0.00 0.00 0.95 0.79 ' 0.0000 SW-E-3 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.07 0.0000 SW-E-4 1.00 0.06 0.02 0.00 0.91 0.00 0.00 0.00 0.19 0.0000 SW-EDEL 1.00 0.06 0.00 0.00 0.94 0.00 0.00 0.00 0.26 0.0000 SW-&-1 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.06 0.0000 SW-K-2 1.00 0.02 0.02 0.00 0.96 0.00 0.00 0.00 0.11 ' 0.0000 SW-R-3 1.00 0.02 0.00 0.00 0.97 0.00 0.00 0.00 0.13 0.0000 SW-R-4 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.23 0.0000 Conduit Surcharge Summary +++++++++++++++++++++++++ ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited _______------------- SD-2-P-1 _---- ______---- 0.16 0.16 ______---- ______---- 0.16 _________---- 0.01 0.01 _ ' SD-2-P-2 0.10 0.10 0.10 0.58 0.10 SD-2-P-3 0.01 0.01 0.01 0.20 0.01 SD-4-P-2 0.25 0.25 0.25 0.01 0.01 ' SD-4-P-4 0.35 0.35 0.35 0.28 0.35 SD-4-P-5 0.01 0.01 0.01 0.23 0.01 SD-5-P-1 3.10 3.10 3.10 0.22 0.36 SD-5-P-2 3.40 3.40 3.40 0.37 0.30 SD-5-P-3 0.45 0.45 0.45 0.16 0.01 ' SD-6-P-1 0.01 0.01 0.01 1.21 0.01 SD-7-P-1 3.38 3.38 3.38 0.34 0.25 SD-7-P-2 SD-9-B2-B1 3.31 3.10 3.31 3.10 3.31 3.10 0.19 0.50 0.09 1.42 Analysis begun on: Tue Jul 29 14:19:38 2008 Analysis ended on: Tue Jul 29 14:20:10 2008 Total elapsed time: 00:00:32 StormNET-SWMM Page 14 1 L. 2 Q a�i w } N N d o � m � C � N V � Q � Z to Q N J O U � L L m a> V� Y OR to M F: N LO r Ln 6 n m u Cam] Ul N U1 w w 61 7 a CD CD n CD CD S Cn 0 r Z e (A to n 7 0 o C M. N Z Vi N CD m su D I Appendix C - Detention Design Document Number of Pages Notes See SWMM output files In Appendix B - Node Summary, Node Flow Summary, Link Flow Summary, and Storage Volume Summary, for additional information. Detention Volume Modified FAA 4 UDFCD comparison. Stage Discharge Sizing of WQCV Outlet 1 For WQCV WQ Outlet Structure 1 Details Worksheet for Spillway Pond B-1 1 Weir calculations for emergency overflow Pond B-1 Worksheet for Scenario 1 - First Stage Orifice Pond B-1 1 Supplementary data to correlate sizing of 0.6' X 0.6' outlet in Pond B-1 Detention Area Summary 1 Stage Area, Stage Volume and SWMM modeling results summary DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: KECHTER CROSSING Basin ID: ON -SITE ONLY (For catchments less than 160 acres only. For larger catchments, use hydrognph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrognph and routing an recommended) Detennination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Desion Intortnat on (In utl• Cetohmeat Drainage ImpeMonrass 1.= 97.00- " Design In onnation rin0utl• CeteNneM Drabape Aroa Ae -29.700 percent acres Gatahmem Drainage lmpeMousness 1e= 37.00 Percent PradevebPmeatMCSSeBGroup Type '0 CakhmeM Onlmpa Area A= 29D ac YP Rabah Period for Osten6en Cordrol T= ":2 .qB, C, or PfedewbpmeMNRC55a8Group Type= D qB, C. arD 8, TLme of Co,earlafch of Wownhed To -tB years (2 S. 10, 25, 50. or 100) Return Period for Wtembn c = T= t8 -. yean (2,5,10.25. so, or 100) Abwable Ural Release Rate OmaeurPmeMBatlon P _ 0'a 0.80'- meters chhua inches Tbm of Comemafbn of Watemfwd T4= tB minkea A9owabN unit Rebasa Rate 0.13' Design Ralnfa0MFFormula l- Cf PV(GpTeYG, One -hour Pnodpaa8on P _ 2B3. ': Odes 1,Obdsle.a Coenldm C1= Dealgn Rainfall lDF Formula I -Ci PACeT.rC, wo CeemcleMT. G,= 20.50 10 Goeffklerdom 28.50 C1= CoefflebnTtvee Ca= 0.789' CoaM0leN Two Ca= 10 CosMcleN Thne c,= 0.789 Detemanation of Aven Outn f the Basin rcalculated Detemm not on of Avenge O tf oW fromthe B n real R.17Coeftkbm C= 0.28 latedl Inlbw Peak Rumn Op4n= 15.56 cfs Runoff Coeffklend C= 0.58 Abaabb Peak Outlbw Rob OPeut= 1.19 cfs IMow Paek Rumn Op4n= 100.23 cfs Mod. FM Minor Storage Volume• 24A22 cubkfmt A110a1e Peak Oudbw Rob Op<N= 3.77 cfs Med. FAA Minor Storage• 0A70 acreA Mod. FM Major Storage Volume• 202A84 cubic foot 6 �-Ercer Rainb9 Duroaonlmrtmereal lncrtase Value Haro e.e.51or5 InWs Mod. FAA Major Storage Volume) m 4.8S8 acro4t Rarmi Duration Rental lr o AOjustment Average 0M9mv Storage Relnfa0 Rated Inlbw MjoaimeM Average OnNbw INm oBy Vokam I Fecbr Gudbw Voham Vokam Ovratlon IMsas6y Volume Factor I Stow e g mhuaa inches/M cubkfeet cfs cAla feet c Ic feet mOMea inches/hr OWlow ham Vokana Meun. (eutou0 I1NaM1 1...,m, w..n r....... ,_.... _. .-. .. cuak feet ch cubk Poet cuhk feet 1.19 1 8,554 1 24,007 1 120 0.55 91f9I 1.00 240 0.38 1 3g828 1.00 1 1.19 17.107 1 22.721 240 1.03 2W6 99 1.00 3.77 5(315 ]02,25. 245 0.35 ag027 1.00 1.19 17,a64 22.584 245 1.02 257,853 110 3,77 55p4] 202.408 250 0.35 40,223 1.00 1.19 17,820 M.403 250 1.00 259,115 1.00 3.77 65.447 202,537 255 0.34 00,416 1.00 1.19 18.176 22,239 255 0.99 280,356 W 3.77 57.710 202,845 280 0.34 40,805 1.00 1.19 18,533 22,072 280 0.87 281,574 1.00 3.77 58,842 202,732 265 0.33 40.701 1.00 1.19 10,889 21,902 265 0.96 262,772 1.00 3.77 59,973 202,199 270 0.33 40,074 1.00 1.19 19,246 21.720 270 0.95 263,951 1.00 3.77 61.105 202,846 275 0.32 41,t54 1.00 1.19 19,602 21,552 275 0.83 265,111 1.00 3.77 e2236 202,1174 28D 0.32 41.331 1.00 1.19 19.069 21,373 280 ow 268.252 1.00 3.77 63,388 202884 285 0.31 41,508 1.00 1.19 20,315 21.191 285 0.91 267.378 1.00 3.77 14,499 202,876 290 0.31 41,61r 1.00 1.10 20.671 21,008 290 0.90 288,403 1.00 3,77 66,631 295 0.31 41.847 1.00 1.19 21 82e m ale 1ec nee ...... . __ 202,852 Mad. FM Minor Storage Vobme(aere-1L) � 81698 Mod. FAA Major Storage VaWmo(a.- -RIB 4A578 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.03. Released February 2008 Modlmd FM 6=008. 5:51 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapterfor description of method) Project: KECHTER CROSSING Basin ID: ON -SITE ONLY Ell 1 250,000 200,000 m 150,000 U E :9 100,000 50.000 0 I Inflow and Outflow Volumes vs. Rainfall Duration i I i I I i 1 I � 1 00000 000 eo0e000e0 000 0Cal j o I I O ji i I Be e i � I 'I jI i I I I '600 60000000 - uio o 00obo0000 000000000 000jnl OU 100 150 200 250 300 UUration (Minutes) =Minor Storm Inflow Volume Minor Storm Outflow volume 0 Mimr Storm Storage Volume -o-Major $torte mllow volume • Major Storm Oudlow volume a Major Storm Storage Volume UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.03. Released February 2005 350 KECHIER-0ETEMIOG-WpCV, MoaMea FM BZ11008, e:51 PM II DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project KECHTER CROSSING Basin ID: ONSITE AND OFFSITE WITH OVERDETENTION (ForcatchmenS less than 160 acres only. For larger catchments, use hyerogreph routing method) (NOTE: for catchments larger than 80 acres, CUHP hydrograph and routing are recommended) Determination of M94OR Detention Volume Using Modified FAA Method Resin Information (Input): Catchment Drainage lmpaMoussess 1.=' 26.00'- pamwnt Cakhmant Drolropa Ana Ae ..'47.000 acres Pred"lopment Woe Sol Grow Type=- ...:..0'. .. A8, C, arD Raw Period for Detembn Control T=` ''2 yean(2,5,10,25, 50. or 100) TMe of c.n aN: ..f wabrsMa To a 2V minute. Ain ebM UM Rebase Ran q= 0.04. .... c/sMero OneJqurPn 1pGlbn P,= 0.98' McMa Dealgn Ratah010F Formula I-C,'PAC,.T^, Coefhlen One C,e. - 28.50' CoeMcbnt Two C,=: '. 10' . Coef dentThee C,=:' 0.788 Determination of MAJOR Detention Volume Using Modified FAA Method catchment Drainage lmpervbusness 1.= 26.00 percent Catchment D.I., Ana A= 07.p00 heroe Pnd"lopment MRCS Sall Group Type= D A.S. C, or Return Period for Detention Control T e "100 ". Time of Conoant D of Watershed yeah (2, S. 10, 25. 50. or 100) To a 21 mnMes AlavMle"Release Rate q=..- '�'0.18; "" cfsbcre One wPrecipbatka P,= 1 2.81 J some, Design RalahplDF Formula ciumclent One C,= 28.50 COeMtlentTwo 0,= 10 CoenlclentThroe C,= 0 889 Ruaoff CeeMCIsrs C= 020 Runoff Coeffkbnt Ce 0.56 Inflow Peak Runoff Q h= 17.48 cfs Peak Runoff Opdn= 141.33 of. Ae 10 Peak O,@bw RateMow Clp•oute 1.88 CO,e Allowable Peak OMrow Rate Opcuta 8.55 Mad. FAA Mott Storage Vobme� 2),334 cubkfeet Mad. FAA Major Storage Volume. 212,711 cfs cubsetw Mad. FAA Minor Storages OAW ocreA Mod. FM Major storage Voluma). 6261 .,rode 5 <Emer Ranfal Duratlenlncre ac, lncnaea Valw Herren. 5 for Sddlnulesl Raldel Rainfal lnibw AdfusOrront Awrape Oumow Sterage Relnfal Ratnfal Inlow Adjustment Aw, Outlbw OurNon Intently VeMme Fedor Oudbw Volume Volume Duration Intensly Volume Factor Dudlav Skn s minutes indroslhr cWkleet cfs Coble feet cubic Net minutes hCrus1w Volume Volume _(boll (ounut) IOuteM) t.M,C% r^, n,M a.w..^, ,.. �.., .__... .. cubic feet cis cublcteat cubic feat na 0.02 40,141 1 1.00 1.80 12,8R 27,169 115 1.79 324,567 1.00 8.55 59,023 285,544 120 0.60 40,610 1.00 1.88 13,538 27.074 120 1.73 328,359 1.00 8.55 61,589 266,T/0 125 0.58 41,061 1.00 t8S 14,100 28.961 125 1.55 332.005 1.00 8.55 G4,155 267,850 130 0.55 41,495 1.00 1.80 14,884 28,831 130 1.63 335,519 1.00 8.55 66ni 268,798 140 0.55 41.315 1.00 1.ea 15,228 28,687 135 1.58 338,809 1.00 8.55 69287 269,621 140 0.54 42,320 1.00 1.88 15,782 28,528 140 1.55 342,185 1.00 6.55 )1,654 3)0,331 ids 0.53 42,T12 1.00 1.98 16,358 28,358 145 1.51 343,354 1.00 8.55 74,420 270,n,1 150 0.51 43,691 1.0 1.88 18.020 W17, 1So 147 34e,425 1.00 9.55 )6,988 2)1,438 155 0.50 49,480 1.00 1.88 17,484 25.97, 165 1.44 351g03 1.00 8.55 ]9,552 2]1,851 160 _ 0.49 43,817 1.00 1.08 18,040 25,769 160 __ i.d0 354,284 1.p0 8.55 82,118 2]2,178 165 0.4] 4d,165 1.00 1.88 16,812 25,553 185 1.37 357,105 1.00 8.55 84,685 272,420 170 0.48 4d,503 1400 1.88 19.176 25,327 170 1.34 359,838 1." 8.55 87,251 272,587 176 0.45 44,832 1.00 1." 19,740 25,082 175 _ 1.31 3OZ500 1.00 8.55 89,817 272,683 ISO 0044 45,153 1.00 1.89 20,30d 24.849 no 13oa 365,U84 1.00 8.55 82,383 272,711 185 o44 45,468 1.00 US 20,888 24.598F220 126 367,623 1.00 8.55 94,949 272,874 190 OA3 45,7fl 1.00 1.88 21,432 24,339 1.23 370,092 1.00 8.55 9),518 2T{5]B in 0.42 46,069 1.00 1.89 21,998 34,W3 121 372,503 1.00 ass 100,082 272.421 200 041 46.361 1.00 1.88 22.560 23,801 1.19 374,a5B 1.00 8.55 102,648 272211 205 0440 46,640 1.DO 1.88 23,124 23,522 1.17 377,162 1.00 an 105,214 271,948 210 GAD 46.924 1.00 1.88 23,698 23238 1.14 379.417 1,00 8.56 107.780 271,638 215 0.39 47,107 1.00 1.88 24.252 22.945 1.12 381.823 1.00 8.55 110,347 271.277 220 0.38 47,465 1.00 1.e8 24,818 22- 1.10 383,755 1.00 8.55 112.913 270,872 22538 47,727 1.00 1.88 2538022347 1.09 385803 1.00 8.55 115,479 2)0,230 235 0,37 0.38 47,983 48235 1.00 100 1.88 1Ae 25944 1e ar. 22,032 111'11 107 387.880 1.00 5.55 118,Oa5 369935 1.00 Mod. FAA Minor Storpe Volume(acO )a 0.62T6 Mod. FAA Major Storage Valume(.,.A)- 0260a UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.03. Released February 2008 KECHTERd ETEWIOWNOCV-2. Murfe d FM 6ra22008. 5:52 PM , DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapterfor description of method) Project; KECHTER CROSSING Basin m: ONSITE AND OFFSITE WITH OVERDETENTION 45( 400,000 350,000 300,000 m250,000 LL u U E 200,000 150,000 100,000 50,000 0 I Inflow and Outflow Volumes vs. Rainfall Duration ! 1. _ I �i _ I I I i - 0p0000000 000000000 0000000pp 00 ! I II_ i o . .... _ .._ .. -o -o—..... i I 0 f �- ---- �r I I i 1 I g0006000 0000000.0 Onn OOOOOOoe -- -------�- 'T oU 100 150 200 250 300 Duration (Minutes) =Minor Stortn IMlow Volume Mirror Storm Outflow Volume 0 Mlnor storm Storage Volume Major Storm mnow Volume —a—Major Storm OutPow Volume a Major Stenn Storagevolume UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.03, Released Fetxuery2008 350 KECHTf:iY-0EfEM10KWOCVQ, lft4r eFAA 6rt2r10011, 5:52 PM x m O x m m A mO m m z 0 2 O <N G D --------------------------- ++ at V m OO O. ,O OOO O N o a m p� m'CO N O a m N 0 a m mOmO N W mO O> 0 L O OCO��OO.O a .... L m N'W OOo-_m 2 z2 2 Z 2 z a 2 2 a a 2 Z a z Z2 a a 2 2 a o Z 0 0 0 0 o 0 0 G o 0 0 C C 0 0 G o 0 0 C C 0 0 G G 0 0 G C 0 0 C o 0 0 G G 0 0 0 0 0 0 0 o W o D D D D D D D D D D D D D D$ g O W m q o C q C C a C m Gy o o N N c o Q - Z D a z Z 2 D DD a Z 2 D a a 2 Z DD a z Z Z DD a a Z Z D DD a a Z Z DD a o Z o uw 0 0 c o m+mvomi 0 0 0 o 0 0 c c 0 0 o 0 0 0 0 0 0 o 0 �a m o 0' &+v� 0 0 o m 0 0 o 0 0 o c 0 0 o 0 0 0 0 o 0 0 c c 0 pip o o c o o rmiovu e�i u o miau v+a a'o 0 00'0 0 m £ N Z z D a- 2 2 D D a a 2 2 D D a a 2 Z D D a a Z Z a a Z 2 a a Z Z a o z O 0 0 o o 0 0 C o 0 0 O 0 0 0 0 o G 0 0 C 0 0 o G 0 0 o 0 0 G o 0 0 O G 0 0 o G 0 0 O O 0 0 o 0 0 cc 0 G O o 0 0 0 W£ W a m TT-------------------- m ------- -- ------- F o 0-1n a Q ° m m e n A e p £ m o o a 0 m e S A F A £ F o= E T - - - - - - - - - - - - - - - - - - - s S O A m a R N j i + 0 A F N T- 0 - - - - - - u - - - - - - - - - - - - - - - - - - - - - - - - - A F_ a -T A q s A V A F m a a a Z Z Z Z Z Z Z D D D D D D D a a Z Z D D a a Z Z D D a a Z Z D D a O Z N D m O O N N m V O O N N I.f W m O O N g A O O N IJ d {J O O N N N+ O O N N O O o O m W O O W W O O d+ O O + O O o p O o O C O O O G O o O G O T C O M + O O m m m a a tJ N N O £ m S m o �£ n m m � m m m m a � m ff.ZR S1 m n O m o E O m m E E n n u n n a O O VO O b m ^ N p 3S'os` a C n a� D ro z n ❑N Ip d N � 1 0 0 0 0°< x z o 0 o u a n n u u n m 0 m 0 R q m S O a � S e 0 m O 0 m O O p p 3 V m 0000 0000 °s ' a_ p 0 0 0 o m o� � m 0 0 0 0 0000 0000 ma 0000 0000 0� m o p mg 0 ooao a000 m p p p p a H •D A m o V P M � R a m m p rA n TD m m Cl) N_ Z 0 O T m a m m Zi A C D r_ n TD V C m m O r C E Cm G A n C 0 JC l r m �IrypLllullllllll o c O q 6 F. m O N O W N O K r U 2 r ry M o r w J r O U N w w 2 � �r L O cc LL cy w > p 0.' U W o � 2 o 2 U y 0 W Q � o 0 p p N N N N N N N O OJ f0 � ^ O m tN0 C N p 0 G (•na�a �aa;) a6gg 3_ CtR. m pin y� a m� +mg• 4 m�� o� mi "oD =.. z 0 u U R c, c Z c c F gm N ur. PSTC`�'�' - L�C7C1� t�i�t�► NOW Vtttl',, /l ltttttt uuttotttttttut; ttt/tttttttttttttt ttt/tovotttttt[ tottottttItttsam.. t/t/ttttttttSoINO t' tttt�ttttutut�tt�, I �I cn 0 m o N Z a L D m szn D i o" mVl� N N I zpzp s mo 1.5' --. X !99 m +: ism- S ?ill z 0 c °z ------- D O O m O ----- u 034 m A r� (il W r 'rD D D P m zn 44p x al � � O � P O 0 Ina .9E ' Workshee$ for SPILLWAY - POND B-1 Protect Descnptiin ' Salve For Discharge InpU Data ' Headwater Elevation 0.50 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft ' Crest Surface Type Paved Crest Breadth 18.00 ft Crest Length 20.00 ft Results Discharge 21.27 cfs _.. Headwater Height Above Crest 0.50 ft Tailwater Height Above Crest 0.00 ft ' Weir Coefficient 3.01 US Submergence Factor 1.00 Adjusted Weir Coefficient 3.01 LIS ' Flow Area 10.00 ft' Velocity 2.13 ft/s Wetted Perimeter 21.00 ft ' Top Width 20.00 ft BenchMark Engineers, PC Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 6/24/2008 3:01:52 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 1 Worksheet for Scenario 1 - First Stage Orifice Pond B-1 Project Description Solve For Discharge Input Data Headwater Elevation 4.23 ft Centroid Elevation 0.30 ft Tailwater Elevation 0.25 ft Discharge Coefficient 0.60 Opening Width 0.60 ft Opening Height 0.60 ft Results Discharge 3.43 cis Headwater Height Above Centroid 3.93 ft Tailwater Height Above Centroid -0.05 ft Flow Area 0.36 ft' Velocity 9.54 ft/s BenchMark Engineers, PC Bentley Systems, Inc. Haested Methods Solution Center Bentley FlowMaster [08.01.071.00] 7/29/2008 2:46:10 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1 � N N n � ul n a L �- O U J' m ifl N m N V1 N n O V1 N Ol N N V1 N Ot t0 M V1 N N N N rl Vf VI N N r of V1 N N N l0 V1 N 00 N t0 Ill N l0 O n V1 N n m n Vf N N t0 n V1 N N W n VI !V W Ol n N N OI O CO VI N �D ey 00 V1 N 01 ei N fV CO N 00 V1 N V1 'i 00 V1 N OI O 00 IA N O O O0 Vf N Ot CO r V1 N m r r 1l1 N M lD n V1 N O0 Q n V1 N N m n V1 N VI r t!1 N W l0 V1 N OI t0 VI N M � N M O nO M e-1 m aa b W 0 w 01 n m W N tm0 0 pp O °� N M m M N N N N 0 0 0 0 x �V O 0011 n V1 pryp� ay Q1 r rV �f1 M '1 O1 n VI M 'i O� o Z m m m m m m m N N N N N N N N N N N N N N N N N ry N N N Z O n " 0 0 o M O O m n n 01 r CO t0 M Vl M Q l0 N N o N n n 0 m N r W M n N m m Of 0 m 00 V1 O l0 n Q 0 VI O r r M u ti O .y N M O m l0 tp Q n m r r 1+ 00 m m m m o NO o O o 0 0 0 0 0 0 0 p Z N N N N N lNV ryNN N N N N N N N N N N N m m m m m m m m m m m m z O c a u u E u x ca 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N fvf 0 0 0 0 a 0 0 0 00 0 Ol 0 O rl .-1 ei N .i M r1 Q H 1%1 ei �O '1 I� 'i 01 '1 Ol rl O N ei N N N m O N V� N ip N r N 00 ry C) N O M U 0 j c'! G = 3 0 u = G n Y F- .-1 N Q � � m a v N N M L C y CO .y N Q W Q t0 M n O N � 0 N O1 N m n ul ul O CO N m w CO N al Ol t0 00 W Ol 00 O n Q pyp� M r 00 d O E ti n '1 CO ti O1 ei O N ei '1 N N N Ol N N n M N Q Q N ei V1 n VI m t0 N l0 N N n N l0 n N O 00 N m W N lO CO N 01 m 00 N el 01 N M 01 N �l1 01 N r O1 N 00 01 N O1 O1 N 01 QI N Ol O1 N n O1 N < 01 N Q1 00 N V m M m m T m M M m M M m m M M m m M m M M M m m m M M M M M m M M rl � O N 00 m 00 M 00 t0 Ol n N Q V1 1p O l0 t0 N m m ei m l0 01 .-f e1 'i O O QI O vt ey Q N m M N o ^� fyy0 O O O O .+, .y ei O O O Ol oo a0 r tp V1 ta}� m N .i O n �ul aM M N o O a Z m m m m m m m m m m m m m m m m M rml t+mf rtm1 tmi9 m m m m m m m T m m m m m 6 Z m n n � i Lq m N .-1 O n O m n O O n Op0pp m Q O m Ol O1 w N Ol N rf 00 N H N Q .-I Y1 ei l0 M 00 VI n Q Q VI O N 00 fl1 m n O o M t0 V1 01 N Vf M N N nyO�1 l0 O 0 t0 A T N O0 l0 Q V1 O1 N Ot Ol n M y� N to n 00 V1 ti M N 40 ei m W V1 m Op m �.Q�Q-pp11I py u a Z C O u E X c V y U 0 a 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m 0 0 a U O ei N M O U1 i0 n OG Ol O rl N M [t VI tp h CO Ol O .-� N M Q V1 1G fN 00 Ol O � Z om � 0 !V 0 N 0 N 0 N 0 N 0 N 0 N 0 N 0 N .-I N ei N ei N ei N .. N N !V N N N N N N lV N !V N N N N N N N N N M L u O Y q Y y- . N N N N N N �W m m O N U N Vm1 nml O n Y Y W N CO n E m 4 O] N LL N m0 a �� Q l0 01 O .i O .4 m 00 e1 N Z VI O � VI VI � w GY C z0 p F o 0 0 0 0 o F N m p In umi Ln r= m m M m m m m m m m m m z O m m M m z w a m m rn m m m m y� m m m m F W Q Q Q Q Q Q Q W Q Q Q Q p a Appendix D - Hydraulic Structures Document Number of Pages Notes See SWMM output files in Appendix B - Node Summary, Node Flow Summary, Link Flow Summary, and Storage Volume Summary, for additional Information. Allowable Capacity for one-half Street & Inlet Capacity Calculation For all street Inlets FlowMaster Worksheets - Swales Swale Calculations Gutter Elements # 366 & # 367 2 Printouts from MODSWMM data for McClelland's Basins. Profile Plots (StormNet) SD-1 through SD-8 profiles 6 Design Flow Summaries from StormNet ver. 4.9 (Scenario 2) Plan and Profile Sheets (reduced) 2 From construction plans. ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & (wasea on Keguiatea L ntena Tor maximum wnowame now uepcn anu apreau) Project: KECHTER CROSSING Inlet ID: INLETS STM 2.2 & STM 2-3 (KADENWOOD TRAIL) TasCK TOROWN T. Tux II SeACK W �� Tx �lreel rows L d y a � yt Tum Allowable Width for Spread Behind Curb Slope Behind Curb peave blank for no conveyance credit behind curb) iIng's Roughness Behind Curb of Curb at Gutter Flow Line :e from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown oeave blank for no) ar Cross Slope (Eq. ST-8) ar Depth without Gutter Depression (Eq. ST-2) Sr Depth with a Gutter Depression vable Spread for Discharge outside the Gutter Section W (T - W) ar Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) harge outside the Gutter Section W, canted In Section Tx harge within the Gutter Section W (QT - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ]mum Flow Based On Allowable Water Spread Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth )retical Water Spread aretical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) )retinal Discharge outside the Gutter Section W, carried in Section Tx rN '.a] Discharge outside the Gutter Section W, (limited by distance TCROWN) harge within the Gutter Section W (Qd - Q, ) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product Flow Velocity Times Gutter Fiowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d > 8') Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowllne (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TwK= 10.0 ft SmcK = 0.0200 ft. vert. / ft. hortz nancK= 0.0200 HOURS = 6.00 Inches TORowN = 18.0 ft a = 1.10 Inches W = 1.50 ft Sx ` 0.0200 ft. vert. / ft. horiz So = 0. 0050 ft. vert. / ft. horiz nSTREEr = TN d. SW = y= d= Tx = E. = Qx= Qw = QB K= Or= V= V'd = T,, = Txr = EC = Qxr ` Qx= Qw` QB K= 0= V= V•d = R= Qd ` d= dCROW ,1 = Minor Storm Major Storm 18.01 190 3.85 6.33 X 0.0811 0.0811 4.32 4.32 5.42 5.42 16.5 16.5 0.244 0.244 6.9 6.9 2.2 2.2 0.0 0.0 9.11 9.1 2.1 2.1 1.0 1.0 Minor Storm Major Storm ft Inches X =yes 11.5 21.8 10.0 20.3 0.388 0.200 1.8 11.9 1.8 11.8 1.1 3.0 0.0 0.0 2.9 14.8 1.6 2A 0.5 1.3 1.00 1.00 2.9 14.8 3.85 8.33 0.00 0.91 ft/ft Inches Inches ft cis cts cis Offs fps ON cis cis cis cfs fps cis Inches inches Minor Storm Major Storm towable Gutter Capacity Based on Minimum of Cl. or 0. Oa. M1 2.91 14.8 cfs STORM max. allowable capacity OK - greater than Flow given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than Flow given on sheet'O-Peak' KADENWOODSTREET, Q-Allow 6/24/2008, 2:57 PM Street Section with Flow Depths 20 1s 18 17 16 15 14 y 13 m Lc+ 12 c 5 11 CL 10 m c e L rn B .m = 7 s A c� A— A- A \A t o A ---A A - A A A -. s a 3 2 1 0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Section of 112 Street (distance in feet) —Ground elev. -a- Minor d-max a Majord-max --x--MinorT-max x Major T-max 0.56 5/3 1/2 8/3 Qx = n Sx SL Tx Q = 1 QE ; Q,v = Q — Qx 0 Eo = 1 ((.. 1 + Sir l J.x 8/3 1+ S'° /S'v —1 (T /W)-1] KADENWOODSTREET, O-Allow 6/24/2008, 2:57 PM 20 19 18 B -{]- -C3El 17 16 15 to d L C3 2 / w d a, o 3 O DO 9 10 �8 C N 37 � O M e 5 a I 3 I 2 1 0 0 2 4 6 8 ,0 12 14 18 18 20 22 24 Q for 112 Street (cfs) -0- Flow Depth (in.) -Et- Flow Spread (ft.) Q for 1/2 Street ids) Flow Depth (in.) Flow Spread (ft) 0.00 0.00 0.00 1.00 2.84 7.24 2.00 3.45 9.81 3.00 3.88 11.61 4.001 4.23 13.04 5.00 4.52 14.25 6.00 4.77 15.32 7.00 5.01 16.28 8.00 5.21 17.15 9.00 5.41 17.95 10.00 5.59 18.00 11.00 5.76 18.00 12.00 5.92 18.00 13.00 6.08 18.00 14.00 6.22 18.00 15.00 6.37 18.00 16.00 6.51 18.00 17.00 6.64 18.00 18.00 6.77 18.00 19.00 6.89 18.00 20.00 7.01 18.00 21.00 7.13 18.00 22.00 7.24 18.00 23.00 7.35 18.00 24.00 7.46 18.00 25.00 7.57 18.00 26.00 7.67 18.00 27.00 7.77 18.00 28.00 7.87 18.00 29.00 7.97 18.00 30.00 8.06 18.00 31.00 8.15 18.00 32.00 8.25 18.00 33.00 8.33 18.00 34.00 8.42 18.00 35.00 8.51 18.00 36.00 8.59 18.00 37.00 8.67 18.00 38.00 8.76 18.00 39.00 8.84 18.00 40.00 8.92 18.00 41.00 9.00 18.00 42.00 9.07 18.00 43.00 9.15 18.00 44.00 9.23 18.00 45.00 9.30 18.00 46.00 9.38 18.00 47.00 9.45 18.00 48.00 9.52 18.00 49.00 9.59 18.00 50.00 9.67 18.00 KADENWOODSTREET, Q-Allow 6/24/2008, 2:57 PM INLET ON A CONTINUOUS GRADE ' Project KECHTERCROSSING Inlet ID: INLETS STM 2-2 & STM 2.3 (KADENWOOD TRAIL) ,�-Lo (C)-,f ' H-Curb H-Vert Wo Wp W I Lo (G) Design InformationMINOR MAJOR Type of Inlst Type = CDOT Type R Curb Opening Local Depression (additional to continuous gutter depreaslon'a' fmm'4-Allox/) a� = 2.0 2.0 Inches Total Number of Units In the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 15.00 15.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = WA WA it Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = WA WA Clogging Factorfor a Single Unit Curb Opening (typical min. value = 0.1) CC = 0.10 0.10 Street Hydraulics, OK • 0 < maximum allowable from sheet'Q-Allow,MINOR MAJOR Design Discharge for Half of Street (from Sheet Q-Peak) Q6. 2.90 14.60 of$ 11.5 18.0ft ater Spread Width T= Water Depth at Flowline (outside of local depression) d = Inches 3.9 6.3 Water Depth at Street Crown (or at TmW d, ,ava = Inches 0.0 0.9 Ratio of Gutter Flow to Design Flow E.= 0.388 0.202 Discharge outside the Gutter Section W, carried In Section T. Q = efs 1.78 11.65 Discharge within the Gutter SectionW C6= cis 1.13 2.95 Discharge Behind the Curb Face Qsu = 0.00 0.01 cis Street Flow Area A. = sq It 1.38 4.64 - 2.11 3.15 Street Flow Velodty V,= fps 5.81 8.3 Water Depth for Design Condition d�ovu. =1 Inches Grate Analysis Calculate MINOR MAJOR Total Length of INet Grate Opening L = ft Ratio of Grate Flow to Design Aw E>oa,ve = Under No -Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Spash-Over Begins V.= fps Interception Rate of Frontal Flan Rr = Interception Rate of Side Flow R, = Interception Capacity CS = of$ Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple -unit Grate Inlet GrateCoef = Clogging Factor for Multiple -unit Grate Inlet GrateClog = Effective (unclogged) Length of Multi Grata Inlet L. = It Minimum Velocity Where Grate Spash-Over Begins V. = fps Interception Rate of Frontal Flow R, = Interception Rate of Side Flow %= etual Interception Capacity Q = WA NIA cfa Carry -Over Flow - Q-Q. (to be applied to curb opening or next d/s Inlet) Q 'I NIAI WA cfe Curb or Slotted let Ovening Anahsis fCalculatedi MINOR MAJOR Equivalent Slope S. (based on grate carryover) S.=I 0.0869 0.0549 ftM Required Length LT to Have 100% Interception LT =1 10.311 26.77 It Under No -Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L=1 10.30 26.76 It Capacity LL= 2.90 14.59 cis Under Clogging Condition MINOR MAJOR Logging Coef6dant CurbCoef= 1.25 1.25 Clogging Factor for Multiple -unit Curb Opening or Slotted Inlet CurbClog = 0.08 0.06 Effective (Undogged) Length L. = 10.30 26.76 It Actual Interception Capacity Q= zoo 14.69 cfs Carry -Over Flow =Qg -% Q= 0.00 0.00 or$ um MINOR MAJOR Total Inlet Interception Capacity q = 2.90 14.69 Cfa Total Inlet Carry -Over Flow (flow bypassing Inlet) Q = 0.001 0.01 cfs Capture Percentage -QlQ= C%.1 100.0 100.0% KADENWOODSTREET, Inlet On Grade 6124/2008, 2:57 PM 20 19 17 m 15 L d c 15 L 6 m g� 14 b LL ..; 73 Y c Q12 F a8 11 F a 10 o. N O 9 LL d 8 9 d N 7 V! s7 8 a 9 m 5 c 4 a 7 2 1 a 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 O for 112 Street (efe) g O IkedeptW ids) --0- O 9YPassW Id•I "e- SMW T (a), Um by TCROWN 0 Spread T (8), Nd Umlted by —i— Flow Depth d (Inches) TCROWN KADENWOODSTREET, Inlet On Grade M4/2008, 2:57 PM 0 for 12 Street (cfs) 0 Intercepted (CIS) 0 Bypassed (cfs) Spread T (ft), Limited by T-CROM Spread T (it), Not Limited by T-CROM Flow Depth d pnches) 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 0.00 6.13 5.13 2.33 1.00 1.00 0.00 7.24 7.24 2.84 1.60 1.50 0.00 8.67 8.67 3.18 2.001 2.00 0.00 9.81 9.81 3.45 2.50 2.50 0.00 10.77 10.77 3.69 3.00 3.00 0.00 11.61 11.61 3.89 3.50 3.50 0.00 12.36 12.36 4.07 4.00 4.00 0.00 13.04 13.04 4.23 4.50 4.50 0.00 13.67 13.67 4.38 5.00 5.00 0.00 14.25 14.25 4.52 5.50 5.50 0.00 14.80 14.80 4.65 6.00 6.00 0.00 15.32 15.32 4.78 6.50 6.50 0.00 15.81 15.81 4.89 7.00 7.00 0.00 16.28 16.28 5.01 7.50 7.50 0.00 16.72 16.72 5.11 8.00 8.00 0.00 17.15 17.15 5.22 8.60 8.50 0.00 17.56 17.56 5.31 9.00 9.00 0.00 17.95 17.95 5.41 9.50 9.50 0.00 18.00 18.33 5.50 10.00 10.00 0.00 18.00 18.70 5.59 10.50 10.50 0.00 18.00 19.06 5.57 11.00 11.00 0.00 18.00 19.41 5.7E 11.50 11.50 0.00 18.00 19.75 5.84 12.00 12.00 0.00 18.00 20.09 5.92 12.50 12.50 0.00 18.00 20.41 6.00 13.00 13.00 0.00 18.00 20.73 6.08 13.50 13.50 0.00 18.00 21.04 6.15 14.00 14.00 0.00 18.001 21.35 6.22 14.50 14.50 0.00 18.00 21.65 6.30 15.00 15.00 0.00 18.00 21.95 6.37 15.50 15.50 0.00 18.00 22.24 6.44 16.00 16.00 0.00 18.00 22.52 6.51 16.50 16.49 0.01 18.00 22.80 6.57 17.00 16.96 0.04 18.00 23.07 6.64 17.50 17.42 0.08 18.00 23.34 6.70 18.00 17.87 0.13 18.00 23.61 6.77 18.50 18.31 0.19 18.00 23.87 6.83 19.00 18.74 0.26 18.00 24.13 6.89 19.50 19.16 0.34 18.00 24.38 6.95 20,00 19.58 0.42 18.00 24.63 7.01 KADENWOODSTREET, Inlet On Grade 61242008, 2:57 FM Project Description Solve For Input Data Discharge Left Side Slope Right Side Slope Bottom Width Grate Width Grate Length Local Depression Local Depression Width Grate Type Clogging Results Spread Depth Wetted Perimeter Top Width Open Grate Area Active Grate Weir Length BenchMark Engineers, PC Worksheet for INLETS 3-1 & 3-2 Spread Reticuline 22.00 cfs 0.25 ft/ft (H:V) 0.25 ft/ft (H:V) 6.00 ft 68 in 35.00 in 1.00 in 70.00 ft 25.00 6.28 ft 0.56 ft 7.15 ft 6.28 ft 9.92 ft' 14.33 ft Bentley Systems, Inc. Haested Methods Solution Center Bentley FlowMaster [08.01.071.001 6/24/2008 3:00:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755.1666 Page 1 of 1 INLET IN A SUMP OR SAG LOCATION ' Project= KECHTER CROSSING Inlet ID - INLETS STM 4.2 H-Curb H-Vert W � ' L0 (G) ' TYpe of Inlet Local Depression (additional to continuous gutter depression's' fmm'0-AloW) Number of Unit Inlets (Grate or Curb Opening) Grate information ' Length of a Unit Grate Wdlh of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50 - 0.70) ' Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curt Opening Information Length of a Unit Curb Opening ' Height of Vertical Curb Opening In Inches Height of Curb Orifice Throat In Inches Angie or Throat (see USDCM Figure STA Side Width for Depression Pan (typically the gutter width or 5 feet) ' Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Domino Orifice Coefficient (typical value 0.67) Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Grate as a Weir Flow Depth at Local Depression without Clogging (0 cis grate, 0.2 ds curb) ' This Row Used for Combination Inlets Only Flow Depth at Local Depression with Clogging (0 cis grate, 0.2 cis curb) This Row Used for Combination Inlets Only Grate as an Orifice ' Flow Depth at Local Depression without Clogging (0 ds grate, 0.2 cis curb) Flow Depth at Local Depression with Clogging (0 ds grate, 0.2 are curb) Resultina Gutter Flow Death Outside of Local Depression ' Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flaw Depth at Local Depression without Clogging (0 cis grate, 0.2 cis curb) ' Flaw Depth at Local Depression with Clogging (0 cis grate, 0.2 cfs curb) Curt as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.2 cis curb) Flow Depth ffi Local Depression with Clogging (0 cis grate, 0.2 cis curb) ' Resultlng Gutlu Flow Depth Outside of Local Depression Resultant Street Conditions Total Inlet Length Total Inlet Interception Capadty (Design Discharge from 0-Peak) ' Resultant Gutter Flow Depth (based on sheet 0-Nicer geometry) Resultant Street Flow Spread (based on sheet O-Allow geometry) Resultant Flow Depth at Street Crown MINOR MAJOR Type = CDOT Type C Grate 8„ = 1 1.00 1.00 Inches No= 1 1 MINOR MAJOR L. (G) = 2.92 2.92 feet W. = 2.92 2.92 feet Al = 0.70 0.70 C, (G) = 0.50 0.50 C. (G) = 3.D0 3.00 C, (G) = 0.67 0.67 MINOR MAJOR L. (C) = WA WA feet Ft.,,= WA WA Inches Hr = WA WA Inches Theta = WA WA degree W. = WA WA feet Cr (C) = WA C. (C) = WA WA C. (C) =1 NIA1 WA MINOR MAJOR Coal= 1.00 1.D0 Clog = 0.501 so dw = 1.65 4.72 Inches d4m..,= WA Inches d = 1.92 6.80 inches dana= NIA Inches MINOR MAJOR da=r- 1.171 1.38 Inches d„ =1 1.171 1.99 Inches MINOR MAJOR Coef = WA Clog = WA MINOR MAJOR dw = NIAJ Inches d.. =1 WA Inches MINOR MAJOR da = - WA Inches d,. = NIAI Inches .eun= N/Al Inch" MINOR MAJOR L = 2.9 2.9 feet O, = 0.2 4.2 cis d = 0.92 8.80 Inches T- 2.0 18.0 fL>T-Crown INLETS 3.10.2, Inlet In Sump 6/24/2008, 2:44 PM 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 d 23 U. a 22 t0 0 21 t/7 20 N t 19 f) 18 a 17 d � 16 15 14 13 12 11 10 ell 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 0 for 112 Street (cfs) r Grebe WeIr —tr Grete Od/. —e—Nat Urod — Notlbml • RepWAd Ddpn � Repald Odgn Flow Depth(h) Flow Depth (in.) Flow Depth Qn.) FlowSpread (IL) INLETS 3-10-2, Inlet In Sump 6/24/2008. 2:44 PM Q Intercepted (cfs) Grate Weir DFlow Depth On.) Grate Orif. DFiow Depth (in.) Not Used Not Used Reported Design DFlow Depth (In.) Reported DeslgnDFlow Spread (ft.) 0.00 0.17 0.17 0.17 0.37 1.00 2.34 0.22 2.34 5.17 2.00 3.61 0.36 3.61 10.46 3.00 4.67 0.59 4.67 14.87 4.00 5.62 0.92 5.52 18.00 5.00 6.49 1.34 6.49 18.00 6.00 7.30 1.85 7.30 18.00 7.00 8.07 2.46 8.07 18.00 8.00 8.81 3.15 8.81 18.00 9.00 9.51 3.95 9.51 18.00 10.00 10.19 4.83 10.19 18.00 11.00 10.84 5.81 10.84 18.00 12.00 11.48 6.88 11.48 18.00 13.00 12.10 8.05 12.10 18.00 14.00 12.67 9.31 12.67 18.00 15.00 13.21 10.66 13.21 18.00 16.00 13.73 12.10 13.73 18.00 17.00 14.24 13.64 14.24 18.00 18.00 14.73 15.27 15.27 18.00 19.00 15.21 17.00 17.00 18.00 20.00 15.67 18.82 18.82 18.00 21.00 16.13 20.73 20.73 18.00 22.00 16.58 22.73 22.73 18.00 23.00 17.01 24.83 24.83 18.00 24.00 17.45 27.02 27.02 18.00 25.00 17.87 29.30 29.30 18.00 26.00 18.29 31.68 31.68 18.00 27.00 18.70 34.15 34.15 18.00 28.00 19.10 36.72 36.72 18.00 29.00 19.50 39.37 39.37 18.00 30.00 19.90 42.12 42.12 18.00 31.00 20.29 44.97 44.97 18.00 32.00 20.67 47.90 47.90 18.00 33.00 21.06 1 50.93 50.93 18.00 34.00 21.43 54.08 54.06 18.00 35.00 21.80 57.27 57.27 18.00 36.00 22.17 60.58 60.58 18.00 37.00 22.54 63.98 63.98 18.00 38.00 22.90 67.48 67.48 18.00 39.00 23.26 71.01 71.07 18.00 40.00 23.61 74.75 74.75 18.00 INLETS 3-1&3.2, Inlet In Sump 6124/2008, 2:44 PM IN A SUMP OR SAG Protect = Inlet ID = KECHTER CROSSING ' INLETS STM 4-4 & 4-5 (KADENWOOD TRAIL) al Depression (additional to continuous gutter depression'a' from'O-AIIaN) fiber of Unit Inlets (Grate or Curb Opening) to Information 3th of a Unit Grate In of a Unit Grate I Opening Ratio for a Grate (typical values 0.15-0.90) 19Ing Factor for a Single Grate (typical value 0.50.0.70) e Weir Coefficient (typical value 3.00) e Orifice Coefficient (typical value 0.67) ) Opening Information ith of a Unit Curb Opening ht of Vertical Curb Opening in Inches ht of Curb Orifice Throat in Inches e of Throat (see USDCM Figure ST-5) Wdth for Depression Pan (typically the gutter width of 1.5 feet) Sing Factor for a Single Curb Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.30-3.00) Iging Coefficient for Multiple Units Iging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cis grate, 2.6 cis curb) Row Used for Combination Inlets Only Depth at Local Depression with Clogging (0 cis grate, 2.8 cis Curb) Row Used for Combination Inlets Only e as an Orifice Depth at Local Depression without Clogging (0 cis grate, 2.6 cis Curb) Depth at Local Depression with Clogging (0 cis grate, 2.8 cis curb) Iting Gutter Flow Death rh .id..a I .....r n...._..._.__ ging Coefficient for Multiple Units ging Factor for Multiple Units as a Weir, Grate as an Drift" Depth at Local Depression without Clogging (0 cis grate, 26 cis curb) Depth at Local Depression with Clogging (0 cis grate, 2.6 cis curb) as an Odtiee, Grate as an Orifice Depth at Local Depression without Logging (0 cis grate, 2.6 cis curb) Depth at Local Depression with Clogging (0 ore grate, 26 cis curb) Iting Gutter Flow Depth Outside of Local Deoression Inlet Length Inlet Interception Capacity (Design Discharge from 0-peak) Rant Gutter Flow Depth (based on sheet Q•A//ew geometry) tam Street Flow Spread (based on sheet 0-AI/ow geometry) tent Flow Depth at Street Crown Type = CE-X Type R Curb Opening 86w. 2.00 2.00 Inches No= 1 1 A.11AVlD \A.. L, (G) W. A.a. (G) Cw (G), Co (G)' L. (C) H..n Wp = Ct(C)= C. (C) _ WA WA WA WA WA WA WA WA WA WA WA WA 0. Cost WA WA Clog = WA WA M da da. set set nches nches nches lches Inches Clog 0.101 0.10 MINOR MAJOR dx = 2.39 7.68 Inches d•. = 2.53 8.09 Inches MINOR MAJOR d^I= 238 7.63 Inches d..=I 2.4— 2� ton .. L ° Q. = d = T 10.0 10.0 feet cis Inches R>TCrown 2.6 14.9 0.63 6.90 0.6 1&0 KADENWOODSTREET-SOUTH, Inlet In Sump 6124/2008, 1:46 PM �-- --- 6° (.- 3• SLOT 11/4 11/2 . 3/4' GRATE �41/2 T 3/a R. 3" 11/16x 1' � ^��pJ�• '� SLOTTED HOLE 3' x t/a° 3' FLAT 3/16 ° WASHER SLOT DETAIL 15/16• CLR. OFFS 1" 5 BOLT 8' 1 1 3" x'A' /4 ALTERNATE SLOT AND HOLD DOWN PLATE DETAIL 2" 3" INLET WALL . GRATE INSTALLATION DETAIL SHOULDER TRANSVERSE VIEW LONGITUDINAL VIEW LZ-J DIKE \0,,,�.;.:,;�. ' T0.•7 12" MIN. FLOW DIKE = ,u EARTHWORK ASSOCIATED WITH DIKE INCLUDED IN THE COST OF THE INLET DIKE 31/2 " x 1/4" . FLAT 3" x 1/4 FLAT S4 x 7.7 BEAMS ' CENTERLINE OF GRATE PARALLEL TO CENTERLINE OF ROADWAY S4 x 7.7 3 1/2"x Y4 FLAT SEAL BOTH SIDES -3/16 3" x 1/4' FLAT 80' Ff41 181/2 41/2 I`- 35• -1� __---- - 4 AT MIN. . INLET �� #p•AT 'CTRS. - �4 I 3" �12' CTR (TYCAL L , GRATES (TYPICAL) BAR METAL & CLR. FLOW LINE ( -I CONCRETE 14 BAR ' OF INLET H I PIPE I.D. AROUND I & CONDUIT lfi' MAX. .I 12" 0 PIPE -'N T / CONCRETE! �I 4 3/4 - 4% 4% 1 ;PIP PLAN VIEW ------- i '----- 6" TYPICAL � �.-r-- � • . SHOWING ANCHOR BOLT LAYOUT -* - .- WALLS &FLOOR I ----- f- 4 AT OUTLET P4.5 L 14" 1a"--I 12" CTRS. PIPE D TRANSVERSE CROSS SECTION LONGITUDINAL CROSS SECTION 1.5 LEVEL GRATE INSTALLATION 2.0 2.5 BO° 3.0 47" 6+ 68' Ff35' 4_-'I�� B I 4.5 0 r- DIKE - /2" 4.0 5.0 FLOW T 4 GENERAL NOTEINLET S #4 AT 1. CONCRETE SHALL BE CLASS B INLET. MAY BE CAST - GRATES �' fa 3' AT 12 CTRS. IN -PLACE OR PRECAST. 12 "CTRS. I #4 �- (TYPICAL) (TYPICAL) J BAR METAL & CUR. BAR SEE PLANS FOR SIZE AND LOCATION OF CONDUIT. --` - FLOW LINE 1111 OF INLET H CONCRETE 2. STRUCTURAL STEEL FOR GRATES AND GRATE INSTALLATI AR OON AR CONDUIT dII PIPE I.D. HARDWARE SHALL BE GALVANIZED AND SHAM BE IN t? i6' MAX. I 12° 0 1 LAP ACCORDANCE WITH 712.06. I � "PPE O.D.E 3. STANDARD INLET GRATES SHALL BE USED ON ALL TYPE D II �L ': - 4% 4% INLETS UNLESS CLOSE MESH GRATES ARE SPECIFIED ON IAI 4 o --S. ---- -- - _ 6' TYPICAL 4, WITH THE PLAN ,r - WALLS &FLOOR STEPS SHALL BE PROVIDED WHEN INLET DIMENSION "H' EXCEEDS 3'-6" AND SHALL BE IN ACCORDANCE I #4"AT AASHTO M 199. l- 14�. .. 14•� 12 CTRS. LONGITUDINAL CROSS SECTION 5. RREIINFORACING BARSLL RAVE A 2�MNBE EPDXY CLECOATEN ED, AND DEFORMED, TRANSVERSE CROSS SECTION AND SLOPING GRATE INSTALLATION QUANTITIES FOR ONE INLET v o 3/8"TYPICAL HEX. ROUND H CONCRETE STEEL PIPE RANGE, D IN. OR TWISTED CROSS BARS FT. CU. YD. LB. CSP RCP AT 8" CTRS. WELDED TO • 3 ING BARS 3 0 1.5 127 18 18 �13s/ls (+ygj I.- SECTION D-D 3/8" 4" x N SLOT1, i i u 4411//4 BEARING BAR (TOE FACILITATE GALVANIZING) I B° __ F CTRS '� I 31/2x:1/4* FLAT 26 STANDARD INLET GRATE }�3/16 QUANTITIES: 2 STEEL GRATES PER INLET NO. PIECES DESCRIPTION LENGTH LB. PER FT. WEIGHT LBS. 3/16 3' x 1/4• FLAT 8 S4x7.7 BEAM 40" 7.70 206 SECTION E-E 4 31/2"x 1/2" FLAT 265/a" 2.98 26 4 3"x 1/2" FIAT 265/8 2.55 24 TOTAL 256 LEIS. Colorado Department of Transportation Computer File Information P Standard Plan Re% Date. Comments: Path: wwwAoL.state.CO.us/DevelopProjects/DesignSupport/MStondards/ )u"l 4201 East Arkansas Avenue Denver, Colorado. 80222 Phone: (303) 757-9083 FAX: (303) 757-9820 Drawing File Name: 6040110101.dwg Project Development Branch SD A.cad Version: R14 Scale: NA Units: English EAR T 23/g CTRS. ggg��'5.0 31/2" x 1/4' FLAT 3" x 1/4' FLAT DETAIL IN 31/2 x 1/4 qx 3/g"S SAME PS IN *E: 1 STANDARD INLET GRATE 3.5 1.7 4.0 1.9 4.5 2.0 2.2 6.0 2.4 6.0 2.6 149 157 179 187 215 215 18-'' 18-31 18- 18- 18- 18- 6.5 2.8 236 18- 7.0 2.9 243 18- 7.5 3.1 264 18 8.0 3.3 271 18= 8.5 3.5 292 18- 9.0 3.6 299 18- P E�/a CLOSE MESH GRATE HYDRAULICALLY INEFFICIENT, POOR TOLERANCE FOR DEBRIS AND ICE. USE IN PEDESTRIAN AND BICYCLE .AREAS. ed INLET, TYPE D, Issued By: Project Development Branch October 1, 2000 CONCRETE AND STEEL DUANIIIILS Arco ruff UNL MIJIL INLET BEFORE DEDUCTION FOR VOLUME OCCUPIED BY PIPE. WEIGHT OF STEEL INCLUDES A RING FOR THE MAXIMUM PIPE DIAMETER. ' STANDARD PLAN NO. M-604-11 Sheet No. 1 of 1 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 gdi 23 LL_ 22 0 W 21 a y 20 N t 19 Ca 18 CL 17 m t] 18 75 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 28 28 30 32 34 36 38 40 Q for 1/2 Street (cfs) —<—Cwb Wet—e—Cuth OdA — Notlbed — Nd Wed • Rep Wed D®Ign —w—RepMad Design Flow Depth M.) Flow Depth(in.) Flaw Depth M.) Flow Spteed(tl.) 1 KADENWOODSTREET-SOUTH, Inlet In Sump 6124/2008. 1:46 PM Q Intercepted (c1s) Curb Weir OFlow Depth (in.) Curb Orit. OFlow Depth (in.) Not Used Not Used Reported Design OFlow Depth (in.) Reported DesignOFlow Spread (ft.) 0.00 0.00 0.21 0.21 0.22 1.00 0.00 0.24 0.24 0.25 2.00 0.12 0.33 0.33 0.34 3.00 0.78 0.48 0.78 0.80 4.00 1.37 0.69 1.37 1.41 5.00 1.91 0.97 1.91 3.37 6.00 2.41 1.30 2.41 5.46 7.00 2.89 1.69 2.89 7.46 8.00 3.34 2.14 3.34 9.33 9.00 3.78 2.65 3.78 11.17 10.00 4.20 3.22 4.20 12.92 11.00 4.61 3.86 4.61 14.62 12.00 5.00 4.55 5.00 16.25 13.00 5.39 5.30 5.39 17.87 14.00 5.76 6.12 6.12 18.00 15.00 6.13 6.99 6.99 18.00 16.00 6.48 7.92 7.92 18.00 17.00 6.83 8.92 8.92 18.00 18.00 7.18 9.97 9.97 18.00 19.00 7.51 11.08 11.08 18.00 20.00 7.85 12.28 12.26 18.00 21.00 8.17 13.49 13.49 18.00 22.00 8.49 14.79 14.79 18.00 23.00 8.81 16.14 16.14 18.00 24.00 9.12 17.56 17.56 18.00 25.00 9.42 19.04 19.04 18.00 26.00 9.73 1 20.57 20.57 18.00 27.00 10.03 22.17 22.17 18.00 28.00 10.32 23.82 23.82 18.00 29.00 10.61 25.54 25.54 18.00 30.00 10.90 27.32 27.32 18.00 31.00 11.19 29.15 29.15 18.00 32.00 11.47 31.05 31.05 18.00 33.00 11.75 33.01 33.01 18.00 34.00 12.02 35.03 35.03 18.00 35.00 12.30 1 37.11 37.11 18.00 36.00 12.57 39.24 39.24 18.00 37.00 12.84 41.44 41.44 18.00 38.00 13.10 43.70 43.70 18.00 39.00 13.37 48.02 46.02 18.00 40.00 13.63 48.40 48.40 18.00 IKADENWOODSTREET-SOUTH, Inlet In Sump 6/24/2008, 1:46 PM II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Maior Storm) II (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: KECHTER CROSSING Inlet ID: INLETS STM 5-2 & 5-3 (CROSSVIEW DRIVE) TBACK TCROWN T, TMAx S W �� Tx Streetows r \ Hcuae Y d Sx a mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind Curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line m from Curb Face to Street Crown Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Une for Minor & Major Storm Flow Depth at Street Crown Qeave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W (T- W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) barge outside the Gutter Section W, carried in Section Tx barge within the Gutter Section W (Or - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread i Velocity Within the Gutter Section Product Flow Velocity Times Gutter RowMe Depth oretical Water Spread aretical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Dretical Discharge outside the Gutter Section W, canted In Section Tx TN all Discharge outside the Gutter Section W, pimited by distance Tm wN) harge within the Gutter Section W (Qd - Ox) barge Behind the Curb (e.g., sidewalk driveways, & lawns) it Discharge for Major & Minor Storm i Velocity Within the Gutter Section Product: Flow Velocity limes Gutter Flowline Depth �e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Rawlins (Safety Factor Applied) ultard Flow Depth at Street Crown (Safety Factor Applied) TBACK= 10.0 ft BBACK = 0.0200 ft. vent / fL horiz nBACK = 0.0200 Hcun = 6.00 inches TCRo = 18.0 ft a = 1.10 Inches W = 1.50 ft Sx = 0.0200 ft. vent. / ft. horiz SO = 0.0075 ft. van. / ft. horiz nsTREET = Tom= d. = SW = y= d= Tx = EC = Qx= QW = QBACK = QT = V= V'd = TTM = Tx TN _ Eo' QXTH Qx = Qw = ABACK = Q= V= V'd = R= Od = d= dCROWN = Minor Storrs MajorStorm 18.0 16.0 6.001 8.D0 X 0.0811 0.0811 4.32 4.32 5.42 5.42 16.5 16.5 0.244 0.244 8.4 8.4 2.7 2.7 0.0 0.0 11.1 11.1 2.61 2.6 1.21 1.2 Minor Storm Major Storm 20.4 28.8 18.9 27.3 0.214 0.149 12.1 32.0 12.1 29.4 3.3 5.6 0.0 1.0 15.3 36.0 2.8 3.5 1.4 2.3 1.00 1.00 15.4 36.0 0.00 8.01 0.58 2.68 ft Inches X - yes Wit Inches Inches ft cis cis cis cis fps ds ds cis cis Cis; fps cis Inches Inches Minor Storm Major Storm lowable Gutter Capacity Based on Minimum of Q, or Od Quid,., = 11.1 38.0 cis STORM max. allowable Capacity OK - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' CROSSVIEWDRIVE, Q-Allow 612412008, 2:02 PM Street Section with Flow Depths 20 19 16 17 18 18 14 y 13 m u 12 c 5 11 IS 10 m G g t d x 7 sLJ 5 4 3 2 1 0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Section of 112 Street (distance in feet) —Ground elev. -E- Minor d-max a Major d-max --X- Minor T-max * Major T-max �.5 6 5/3 1/2 8/3 Qx = n `Ss SL Tr Q = 1 Qx Q — Qs 0 1 Eo — 1+ Sir /S.r s �s 8/3 1+ .. '° v —1 (T/W)-1] CROSSVIEWDRIVE, Q-Allow 6/24/2008, 2:02 PM 20 19 18 17 18 15 y4 / d t C 3 / / .2 a m / p 31 Q O p �„10 � vg 9 �a L C LLI C7 I 8 O 5 a I 3 I 2 �I 1 0 0 2 4 8 8 10 12 14 16 18 20 22 24 Q for 1l2 Street (cfs) -0- Flow Depth (in.) -E3-Flow Spread (ft.) Q for 1/2 Street (cfs) Flow Depth (in.) Flow Spread (ft.) 0.00 0.00 0.00 0.25 1.77 2.81 0.50 2.19 4.57 0.75 2.47 5.71 1.001 2.68 6.58 1.25 2.85 7,30 1.50 3.00 7.93 1.75 3.14 8.49 2.00 3.26 9.00 2.25 3.37 9.47 2.50 3.47 9.90 2.75 3.57 10.30 3.00 3.66 - 10.68 3.25 3.75 11.04 3.50 3.83 11.38 3.75 3.91 11.71 4.00 3.98 12.02 4.25 4.05 12.32 4.50 4.12 12.60 4.75 4.19 12.88 5.00 4.25 13.15 5.25 4.32 13.41 5.50 4.38 13.66 5.75 4.43 13.90 6.00 4.49 14.14 6.25 4.55 14.37 6.50 4.60 14.60 6.75 4.65 14.82 7.00 4.71 15.03 7.25 4.76 15.24 7.50 4.80 15.44 7.75 4.85 15.64 8.00 4.90 15.84 8.25 4.95 16.03 8.50 4.99 16.22 8.75 5.04 16.41 9.00 5.08 16.59 9.25 5.12 16.77 9.50 5.16 16.94 9.75 5.21 17.12 10.00 5.25 17.29 10.25 5.29 17.45 10.50 5.33 17.62 10.75 5.37 17.78 11.00 5.40 17.94 11.25 5.44 18.00 11.50 5.48 18.00 11.75 5.52 18.00 12.00 5.55 18.00 12.25 5.59 18.00 12.50 5.62 18.00 CROSSVIEWDRNE, Q-Allow 6/24/2008, 2:02 PM INLET IN A SUMP OR SAG LOCATION ' Project= KECHTER CROSSING Inlet ID = INLETS STM 5-2 & 5-3 (CROSSVIEW DRIVE) ,I,—Lo (C) H-Curb H-Vert W Wp Lo (Gl ' Type of Inlet Type = Local Depression (addillonal to continuous gutter depression'a' from'O-Allow) 8„ = Number of Unit Inlets (Grate or Curb Opening) No = Grate Information Length of a Unit Grate L, (G) _ Width of a Unit Grate We = Opening Ratlo fore Grate (typical values 0.15-0.90) A.m = Clogging Fador fora Single Grate (typical value 0.50.0.70) Ct (G) _ Grate Weir Coefficient (typical value 3.00) C. (G) _ ' Grate Orifice Coefficient (typical value 0.67) Co (G) _ Curb Opening Information Length of Unit Curb Opening L, (C) Height of Vertical Curb Opening In Inches H.a= ' Height of Curb Orifice Throat in Inches gla d Throat (see USDCM Figure ST-5) Theta = Side Width for Depression Pan (typically the gutter width of 1.5 feet) Wr = Clogging Fadorfor a Single Curb Opening (typical value 0.10) G (C) _ Curb Opening Weir Coefident (typical value 2.303.00) C. (C) _ Curb Openinc Orifice Coefficient (typical value 0.6T) C. (C) _ Clogging Confident for Multiple Units Clogging Factor for Multiple Units Grate as a Weir Flax Depth at Local Depression without Clogging (0 cis grate, 2.2 cis curb) ' This Row Used for Combination Inlets Only Flov Depth at Local Depression v4th Clogging (0 cis grate, 2.2 cis curb) This Raw Used for Combination Inlets Only Grate as an Orifice ' Flow Depth at Local Depression without Clogging (0 cis grate, 2.2 cis curb) Flow Depth at Local Depression with Clogging (0 cis grate, 2.2 cis curb) Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 ds grate, 2.2 ds curb) ' Flow Depth at Local Depression with Clogging (0 cis grate, 2.2 cis curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 ds grate, 2.2 ds curb) Flow Depth at Local Depression with Clogging (0 cis grate, 2.2 da curb) ' Resultlng Gutter Flow Depth Outside of Local Depression Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from 0-Peak) Resultant Gutter Flow Depth (baud on sheet "low geometry) Resultant Street Flow Spread (based on sheet O-A11ow geometry) Resultant Flow Depth at Street Crown COOT Type R Curb Opening 2.001 2.00 Inches 1 1 MINOR MAJOR WA WA feet WA WA feet WA WA WA WA WA WA WA WA MINOR MAJOR 10.00 10.00 feet 5.00 5.001nches 4.95 4.95 Inches 63.4 63.4 degree 1.50 1.50 feet 0.10 0.10 MINOR MAJOR Coef = WA WA Clog = WA WA d,,. = WA Inches WA cl i = WA WA inches d,. = WA WA Inches cl i = WA WA inches MINOR MAJOR der = WAI WA inches d„ =1 NIAI WA Inches Coef =1 1.00 1.00 Clog =1 0.10 0.10 MINOR MAJOR d, =1 Z 141 7.28 Inches d,. = 228 7.69 Indies MINOR MAJOR der = Z33 8.86 inches dw =1 2.361 7.95 Inches L 0, d >T-Crown CROSSVIEWDRIVE, Inlet In Sump 6/24/2008, 2:01 PM 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 m 23 LL 9 22 to C L 21 to 20 N t 19 m c 18 t o, 17 m G 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Q for 1/2 Street (cfs) —� CU b Wet —Cub OM. Not Used — i Nd Used • Reputed Design—x—Repoded Design Flow Depth M.) Flow Depth (in.) Flow Depth Pn.) Mw Spited (R) CROSSVIEWDRIVE, Inlet In Sump 6/24/2008, 2:01 PM 0 Intercepted (cfs) Curb Weir DFIow Depth (in.) Curb Orif. DFIow Depth On.) Not Used Not Used Reported Design DFIow Depth On.) Reported DesignDFlow Spread (ft.) 0.00 0.00 0.21 0.21 0.22 1.00 0.00 0.24 0.24 0.25 2.00 0.12 0,33 0.33 0.34 3.00 0.78 0.48 0.78 0.80 4.00 1.37 0.69 1 1.37 1.41 5.00 1.91 0.97 1.91 3.37 6.00 2.41 1.30 2.41 5.46 7.00 2.89 1.69 2.89 7.46 8.00 3.34 2.14 3.34 9.33 9.00 3.78 2.65 3.78 11.17 10.00 4.20 3.22 4.20 12.92 11.00 4.61 3.86 4.61 14.62 12.00 5.00 4.55 5.00 16.25 13.00 5.39 5.30 5.39 17.87 14.00 5.76 8.12 6.12 18.00 15.00 6.13 6.99 6.99 18.00 16.00 6.48 7.92 7.92 18.00 17.00 8.83 8.92 8.92 18.00 18.00 7.18 9.97 9.97 18.00 19.00 7.51 11.08 11.08 18.00 20.00 7.85 12.26 12.26 18.00 21.00 8.17 13.49 13.49 18.00 22.00 8.49 14.79 14.79 18.00 23.00 8.81 16.14 16.14 18.00 24.00 9.12 17.56 17.56 18.00 25.00 9.42 19.04 19.04 18.00 26.00 9.73 20.57 20.57 18.00 27.00 10.03 22.17 22.17 18.00 28.00 10.32 23.82 23.82 18.00 29.00 10.61 25.54 25.54 18.00 30.00 10.90 27.32 27.32 18.00 ° 31.00 11.19 29.15 29.15 18.00 32.00 11.47 31.05 31.05 1 18.00 33.00 11.75 33.01 33.01 18.00 34.00 12.02 35.03 35.03 18.00 35.00 12.30 37.11 37.11 18.00 38.00 12.57 39.24 39.24 18.00 37.00 12.84 41.44 41.44 18.00 38.00 13.10 43.70 43.70 18.00 39.00 13.37 102 46.02 18.00 40.00 13.83 48.40 48.40 18.00 ' CROSSVIEWDRIVE, Inlet In Sump 6124/2008, 2:01 PM Worksheet for INLET STM 5-1 Project Description Solve For Spread Input Data Discharge 5.30 cfs Gutter Width 3.00 ft Gutter Cross Slope 0.25 ft/ft Road Cross Slope 0.10 ft/ft Grate Width 16 in Grate Length 24.00 in Local Depression 1.00 in Local Depression Width 2.00 ft Grate Type P-30 mm (P-1-7/8") Clogging 0.00 Results Spread 2.85 ft Depth 0.71 ft Gutter Depression 0.45 ft Total Depression 0.53 ft Open Grate Area 1.60 ft' Active Grate Weir Length 4.67 ft BenchMark Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 6/24/2008 2:30:69 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1.203-755-1666 Page 1 of 1 INLET IN A SUMP OR SAG LOCATION ' Project = KECHTER CROSSING Inlet ID = INLETS STM 6.1 .�`Lo (C)�(' ' H-Curb H-Vert W WP ' Lo (G) ' Type of Inlet ...___..... _. Loral Depression (additional to continuous gutter depression's' from'0-Allo,V) Number of Unit Inlets (Grate or Curb Opening) Grate Infommaton Length of a Unit Grate Wdth of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15.0.90) Clogging Factor for a Single Grate (typical value 0.50. 0.70) ' Grate Welr Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening ' Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 5 feet) Clogging Factor for a Single Curb Opening (typical value 0.10) Curb Opening Web Coeffident (typical value 2.30.3.00) Curb Ocanino Orifice Coefficient (typical value 0.67) Clogging Coeffident for Multiple Units Clogging Factor for Multiple Units Grate as a Weir Flax Depth at Local Depression without Logging (0 cis grate, 0.2 cis curb) ' This Row Used for Combination Inlets Only Flaw Depth at Local Depression with Clogging (0 cis grate, 0.2 cis curb) This Raw Used for Combination Inlets Only Grate as an Orifice ' Flow Depth at Local Depression without Clogging (0 cis grate, 0.2 cis curb) Flaw Depth at Local Depression with Clogging (0 ds grate, 0.2 cis curb) Resultna Gutter Flow Death Outside of Local Depression Clogging Coefficient for Multiple Units Gogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flux Depth at Local Depression without Clogging (0 cis grate, 0.2 cis curb) ' Flax Depth at Local Depression with Dogging (0 ds grate, 0.2 cis cum) Cum as an Orifice, Grate as an Orifice Flax Depth at Local Depression without Clogging (0 ds grate, 0.2 ds cum) Flow Depth at Local Depression with Clogging (0 ds grate, 0.2 cis cum) ' Resulting Gutter Flow Depth Outside of Local Depression Resultant Sheet Conditions Total Inlet Length Total Intel Interception Capacity (Design Discharge from O-Peak) ' Resultant Gutter Flow Depth (based on sheet 0-Allow geometr)f) Resultant Street Flow Spread (barred on sheet O-Allow geometry) MINOR MAJOR Type= CDOT Type C Grate 1.001 1.00 a a=l inches No=1 11 1 MINOR MAJOR L. (G) = 2.92 2.92 feet W. = 2.92 2.92 feet A.a. = 0.70 0.70 G(G)= 0.50 0.50 C„ (G) = 3.00 3.00 C, (G) = 0.67 0.67 MINOR MAJOR L. (C) = WA WA feel H`°a= WA WA Inches H1 = WA WA Inches Theta= WA WA degree WP = WA WA feet G (C) = N/A C. (C) = WA WA Co (C) = Al WA MINOR MAJOR Coaf = 1.00 1.00 Clog = 0.50 0.50 dw= 1.65 7.90 Inches d=mu,= WA Inches d.. = 1.92 11.84 Inches d=,ya = WA Inches MINOR MAJOR rid= 1.17 258 Inches Cl. =1 1.171 6.81 linches MINOR MAJOR Cod= WA clog = WA MINOR MAJOR da = N/Al Inches d.. = N/Al El Inches rim d.. >T-Crown ' INLETS 6.1, Inlet In Sump 6/24/2008, 2:46 PM 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 d 23 LL_ v 22 W CL 21 W 20 N t 19 ce a 18 o, 17 m � 16 - 15 14 13 12 - 11 10 9 8 7 6 5 4 3 2 1 HT 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 ZB 30 32 34 36 38 40 Q for 1/2 Street(cfs) —Grote Web, —M—Gtah OME Not used —c -Not Used • Reputed Design — Repatd Design Flaw Depth M.) Fbw Depth (in.) Flow Depth M.) Flw Sped OL) INLETS 6-1, Inlet In Sump 6/24/2008, 2:46 PM Q Intercepted (cls) Grate Weir OFlow Depth (in.) Grate Orit. DFlow Depth (in.) Not Used Not Used Reported Design OFiow Depth (in.) Reported DesignOFlow Spread (ft.) 0.00 0.17 0.17 0.17 0.37 1.00 2.34 0.22 2.34 5.17 2.00 3.61 0.36 3.61 10.46 3.00 4.67 0.59 4.67 14.87 4.00 5.62 0.92 5.62 18.00 5.00 6.49 1.34 6.49 18.00 6.00 7.30 1.85 7.30 18.00 7.00 8.07 2.46 8.07 18.00 8.00 8.81 3.15 8.81 18.00 9.00 9.51 3.95 9.51 18.00 10.00 10.19 4.83 10.19 18.00 11.00 1 10.84 5.81 10.84 18.00 12.00 11.48 6.88 11.48 18.00 13.00 12.10 8.05 12.10 18.00 14.00 12.67 9.31 12.67 18.00 15.00 13.21 10.66 13.21 18.00 16.00 13.73 12.10 13.73 18.00 17.00 14.24 13.64 14.24 18.00 18.00 14.73 15.27 15.27 18.00 19.00 15.21 17.00 17.00 18.00 20.00 15.67 18.82 18.82 18.00 21.00 16.13 20.73 20.73 18.00 22.00 16.58 22.73 22.73 18.00 23.00 17.01 24.83 24.83 18.00 24.00 17.45 27.02 27.02 18.00 25.00 17.87 29.30 29.30 18.00 26.00 18.29 31.68 31.68 18.00 27.00 18.70 34.15 34.15 18.00 28.00 19.10 36.72 36.72 18.00 29.00 19.50 39.37 39.37 18.00 30.00 19.90 42.12 42.12 18.00 31.00 20.29 44.97 44.97 18.00 32.00 20.67 47.90 47.90 1 18.00 33.00 21.06 50.93 50.93 18.00 34.00 21.43 54.06 64.06 18.00 35.00 21.80 57.27 57.27 18.00 36.00 22.17 60.58 60.58 18.00 37.00 22.54 63.98 63.98 18.00 38.00 22.90 67.48 67.48 18.00 39.00 23.28 71.07 71.07 1 B.00 40.00 23.61 74.75 74.75 1 18.00 INLETS S-1, Inlet In Sump 6124/2008, 2:46 PM INLET ON A CONTINUOUS GRADE Project KECHTER CROSSING ' Inlet ID: INLETS STM 7-1 & 7-2 (TILDEN STREET) -Lo (C) H-Curb H-Vert Wo Wp W Lo (G) Design InformationI MINOR MAJOR Type of INet Type = COOT Type R Curb Opening Local Depression (additional to continuous Batter depression'a' hom'(1-Allow) a,,,, = 2.0 2.0 Inches Total Number of Units In the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 15.00 15.00 it Width of a Unit Grate (cannot be greater than W from Q-Alow) W, = N/A WA it Clogging Factor for a Single Unit Grate (typical min. value =0.5) CrG= WA N/A Clogging Factor for a Single Unit Curb Opening(typical min, value = 0.1) CrC = 0.10 0.10 Street Hydraulics: OK - Q < maximum allowable from shee ' -Allow MINOR MAJOR 2.80 14.70 Design Discharge for Half of Street (from Sheet Q-Peak) Qe = cis 11.3 18.0 Water Spread Width T = ft 3.8 8.3 Water Depth at FlowMe (outside of local Depression) d = Inches 0.0 0.9 Water Depth at Street Crown (or at Tani) d,,v = Inches 0.394 0.202 Ratio of Gutter Flow to Design Flax E. = 1.70 11.73 Discharge outside the Gutter Section W, canted in Section T. %= cis 1.10 2.97 Discharge within the Gutter Section W Q,. = cis 0.00 0.01 Discharge Behind the Curb Face Qv = cis 1.34 4.67 Street Flow Area A. = sq ft 1 2.091 3.15 Street Flow Velocity V. = fps 5.81 8.3 Water Depth for Design CondlUon d inches Grate Analysis lCalculatedl MINOR MAJOR Total Length of Inlet Grate Opening L=1 It Ratio of Grate Flow to Design Flow E.canre = Under No -Clogging Condition MINOR MAJOR Minimum Velocity Where Grate SpashOver Begins V.= - fps Interception Rate of Frontal Flax Rr = Interception Rate of Side Flow R.= Ids Interception Capacity 4 = Under Clogging Condition MINOR _ MAJOR Clogging Coefficient for Mulfiple-unit Grate Inlet GreteCoef = Clogging Factor for MuIUple-unit Grate Inlet GrateClog = Effective (undogged) Length of MuIUple-unit Grate Inlet L. = It Minimum Velocity Where Grate Spash-Over Begins V. = fps Interception Rate of Frontal Flow Rt = Interception Rate of Side Flow %= Actual Interception Capacity Q.= WA WA cfs Carry -Over Flow - Q.-% (to be applied to curb opening or ne)d d/s inlet) Qe =1 N/A WA cfs Curb or Slotted Inlet O e i ia (Calculatedl MINOR MAJOR Equivalent Slope S. (based on grata carry-over) S.=1 0.0879 0.0548 iVft Required Length L, to Have 100% Interception L, = 10.091 26.87 ft Under No Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, L,) L=1 10.08 26.86 ft Interception Capacity Q = 2.80 14.69 cis Under Clogging Condition MINOR MAJOR - Clogging Coefficient CurbCoef= 1.25 1.25 Clogging Factor for Multlpie-unit Curb Opening or Slotted Inlet CurbClog = 0.06 006 Effective (Undogged) Length L. = 10.08 26.86 ft Actual Interception Capacity Q. = 2.80 14.69 cfs Carty-0ver Flow = Qgee,. $ Qe = 0.00 0.00 cis Somme MINOR MAJOR 2.801 14.69 Total Inlet Interception Capacity Q= ors 0.001 0.01 Total Inlet Carry -Over Flow(flow bypassing Inlet) Qe= cfs 100.01 inn .o% Capture Percentage =OJQ.- C%= TILDENSTREET. Inlet On Grade E/242008, 1:45 PM 20 19 1e p _ . �.. fj p .. p.. _.p.. _p.. 17 m 1e r u c `•' 15 n S 14 L .: 17 C c Q12 F � 11 F a m 10 6 N O 9 LL w `u 8 a m m 7 m Ce 5 a m 5 .S c 4 q 3 2 1 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 0 for 1/2 Street (efs) �+- 0 Intercepted (c s) -D- 0 9ypessed (cfs) -o- Spread T (111 Umbd by TCROWN Spread T (5), Not Llm9ed by —F Flux Depth d (Inches) TCROWN ' TILDENSTREET, Inlet On Grade G/24/2008, 1:45 PM Q for 1/2 Street (ds) Q Intercepted (ds) Q Bypassed (cfs) Spread T (R), Limited by T-csoM Spread T (M. Not Limited by T-CROM Flow Depth d (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 0.00 5.13 5.13 2.33 1.00 1.00 0.00 7.24 7.24 2.84 1.60 1.50 0.00 8.67 8.67 3.18 2.00 2.00 0.00 9.811 9.81 3.45 2.50 2.50 0.00 10.771 10.77 3.69 3.00 3.00 0.00 11.611 11.61 3.89 3.50 3.50 0.00 12.36 12.38 4.07 4.00 4.00 0.00 13.04 13.04 4.23 4.50 4.50 0.00 13.67 13.67 4.38 5.00 5.00 0.00 14.25 14.25 4.52 5.50 5.50 0.00 14.80 14.80 4.65 6.00 6.00 0.00 15.32 15.32 4.78 6.50 6.50 0.00 15.81 15.81 4.89 7.00 7.00 0.001 16.28 16.28 5.01 7.50 7.50 0.00 16.72 16.72 5.11 8.00 8.00 0.00 17.15 17.15 5.22 8.50 8.50 0.00 17.56 17.56 5.31 9.00 9.00 0.00 17.95 17.95 5.41 9.50 9.50 0.00 18.00 18.33 5.56 10.00 10.00 0.00 18.00 18.70 5.59 10.50 10.50 0.00 18.00 19.06 5.67 11.00 11.00 0.001 18.00 19.41 5.76 11.50 11.50 0.001 18.00 19.75 5.84 12.00 12.00 0.001 18.00 20.09 5.92 12.50 12.50 0.00 18.00 20.41 6.00 13.00 13.00 0.00 18.00 20.73 6.08 13.50 13.50 0.00 18.00 21.04 6.15 14.00 14.00 0.00 18.00 21.35 6.22 14.50 14.50 0.00 18.00 21.65 6.30 15.00 15.00 0.00 18.00 21.95 6.37 15.50 15.50 0.00 18.00 22.24 6.44 18.00 16.00 0.00 18.00 22.52 6.51 16.50 16.49 0.01 18.00 22.80 6.57 17.00 16.96 0.04 18.00 23.07 6.64 17.50 17.42 0.08 18.001 23.34 6.70 18.00 17.87 0.13 18.00 23.61 6.77 18.50 18.31 0.19 18.00 23.87 6.83 19.00 18.74 0.26 18.00 24.13 6.89 19.50 19.16 0.34 18.00 24.38 8.95 20.00 19.58 0.42 18.00 24.63 7.01 TILDENSTREET, Inlet On Grade 6/2412008, 1:45 PM CAPACITY FOR ONE-HALF OF STREET (Minor & (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: KECHTER CROSSING Inlet ID: INLETS STM 7.1 & 7-2 (TILDEN STREET) S , T- `SBACI( H y CURB d a TGROWN T, TrAT w Tx 'll. Sunt O hfOWn �� /S/J t 9j mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line * from Curb Face to Street Crown Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) ter Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEG-22 method (Eq. ST-7) harge outside the Gutter Section W, carried in Section Tx Marge within the Gutter Section W (Or - DO Marge Behind the Curb (e.g., sidewalk, driveways, & lawns) Jmum Flow Based On Allowable Water Spread Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Dretical Discharge outside the Gutter Section W, CaMed In Section Txm el Discharge outside the Gutter Section W, (limited by distance TcRowN) harge within the Gutter Section W (Qa - Ox) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm t Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d > 6) Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) uilent Flow Depth at Street Crown (Safety Factor Applied) Tw = 5.0 ft SaACK = 0.0200 ft. van. / ft. horiz nBACK= 0.0200 HCURB = 8.00 Inches TCRCWN= 18.0 ft a = 1.10 Inches W = 1.50 ft % = 0.0200 tt van. / ft. horiz So = 0.0050 tt vert / ft. hortz nsme = T. = dw,x = Sw = y= d= Tx = Eo = Qx= Qw = a.= (IT:: V= V'd = Tm = Txm= E. = QxT = Qx= Qw = QBACK= Q= V= V'd = R= Qa = d= dCROWN = Minor Storm Malor Storm 18.01 18.0 3.901 6.35 X 0.0811 1 0.0811 4.32 4.32 5.42 5.42 16.5 16.5 0.244 0.244 6.9 6.9 2.2 2.2 0.0 0.0 9.1 9.1 2.1 2.1 1.0 1.0 Minor Storm Major Storm 11.7 21.9 10.2 20.4 0.381 0.199 1.9 12.0 1.9 11.9 1.2 3.0 0.0 0.0 3.0 14.9 1.6 2A 0.5 1.3 1.00 1.00 3.1 14.9 3.90 6.35 0.00 0.93 ft Inches X = yes flfR Inches Inches ft cis cis cis Cfs fps cis cis cis cis cis fps cfs Inches Inches Minor Stonn Ma or Stomt towable Gutter Capacity Based on Minimum of OT or O. 0.0.. = 3.1 14.9 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' STORM max. allowable capacity, OK - creator than flow aiven on shant'O-Paak' TILDENSTREET, Q-Allow 6/24/2008, 1:45 PM 20 19 18 17 16 15 to d U C3 2 . G. G1 a, 0 0 LL10 9 a �o 28 a to 37 0 LL e 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 Q for 1/2 Street (cfs) -0- Flow Depth (in.) -a- Flow Spread (ft.) Q for 1/2 Street (cfs) Flow Depth (In.) Flow Spread (ft.) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - EEO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.DOI 0.00 0.001 0.001 0.00 TILDENSTREET, Q-Allow 6/24/2008, 1:45 PM I:\j4MCT IMNAN)VA A IOCWnN IlRMXMAW\0e &mdVA"A 01 ae-WAUII. M-W-w. kAJIA n 1:4a41 AK ANA 0.08''g I+ o ?O cnZ _I � o w�� or o I 0 00 0 D 0.67' a D IT°' o K n rn z z 0 cn 0.5' zzTm O m Y J ...mm...III 0 0 0 z � n 0 m i Worksheet for SWALE A-1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.40000 % Discharge 8.10 cis Section Definitions Station (ft) Elevation (ft) 0+00.00 0.75 0+00.50 0.50 0+00.90 0.40 0+01.00 0.00 0+02.50 -0.08 0+04.00 0.00 0+04.10 0.40 0+04.50 0.50 0+05.00 0.75 Roughness Segment Definitions Start Station Ending Station (0+00.00, 0.75) (0+00.50, 0.50) (0+00.50, 0.50) (0+04.50, 0.50) (0+04.50, 0.50) (0+05.00, 0.75) Results Roughness Coefficient 0.025 0.013 0.025 Normal Depth 8.1 in Elevation Range -0.08 to 0.75 ft Flow Area 2.12 ft2 Wetted Perimeter 5.08 It Top Width 4.38 ft Normal Depth 8.1 in Critical Depth 0.66 It BenchMark Engineers, PC Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.071.001 9/6/2008 8:06:22 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 1:\I"UCT JDj%,VAMYVA"A aeank mmauwNYKsVtwVA"A of CH -WA". at-W-a, KA.5/71I 1,19!KOS AK MA , 1 1 I c/i I o Ig m n O N _ 0.81Lm4 _I Dz N I I I 3 Z l� �N I oLn mg ON I Ln Worksheet for SWALE A-2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 1.00000 % Left Side Slope 12.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 13.90 cis Results Normal Depth 9.7 in Flow Area 5.18 ft2 Wetted Perimeter 13.01 ft Top Width 12.88 ft Critical Depth 0.72 ft Critical Slope 0.01873 ft/ft Velocity 2.68 ft/s Velocity Head 0.11 ft Specific Energy 0.92 ft Froude Number 0.75 Flow Type Subcritical GVF Input Data Downstream Depth 0.0 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 9.7 in Critical Depth 0.72 ft Channel Slope 0.01000 ft/ft Critical Slope 0.01873 ft/ft BenchMark Engineers. PC Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.001 9/6/2008 7:39:00 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 1:\JWUCT jai SMAMIVA"A MCUIR IlNNMWNMNbKdVA"& 0/ W-Wd%9. CR-W-W. 8/IJ/7= hWAG AK MA i) m n �o Z � w I w CAIK� 62; 0• i mni Z D mm r Worksheet for SWALE B-1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 1.00000 % Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 45.30 cis Results Normal Depth 18.3 in Flow Area 9.31 ft' Wetted Perimeter 12.58 ft Top Width 12.21 ft Critical Depth 1.51 ft Critical Slope 0.01040 Wit Velocity 4.86 ft/s Velocity Head 0.37 ft Specific Energy 1.89 ft Froude Number 0.98 Flow Type Subcritical GVF Input Data Downstream Depth 0.0 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 18.3 in Critical Depth 1.51 ft Channel Slope 0.01000 ft/ft Critical Slope 0.01040 Wit BenchMark Engineers, PC Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 91612008 7:39:07 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 i:V9�aar ioisyue��r�ss• gewna iumewK+vv�Vae�• of eu-avaey w-0v-0t+ w+s/ ra yi �1 ,Iu , w r �Z 0.50' C ) 0.6 i L morn zD I zo rzTm S. M V V m 0 DK o O >c b z o m L4 J 4%e d CD O _ I t W C Ln o00 I S � O 0 9 00>0 ncz ` Nri0o m O2 C Worksheet for SWALE C-1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.80000 % Discharge 10.10 cis Section Definitions Station (ft) Elevation (ft) 0+00.00 0.75 0+00.50 0.50 0+00.90 0.40 0+01.00 0.00 0+02.50 -0.08 0+04.00 0.00 0+04.10 0.40 0+04.50 0.50 0+05.00 0.75 Roughness Segment Definitions Start Station Ending Station (0+00.00, 0.75) (0+00.50, 0.50) (0+00.50, 0.50) (0+04.50, 0.50) (0+04.50, 0.50) (0+05.00, 0.75) Results Roughness Coefficient 0.025 0.013 0.025 Normal Depth 7.5 in Elevation Range -0.08 to 0.75 ft Flow Area 1.90 ft2 Wetted Perimeter 4.85 ft Top Width 4.17 ft Normal Depth 7.5 in Critical Depth 0.75 ft BenchMark Engineers, PC Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 9/6/2008 8:08:07 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2 1:\JIWU e r i ni synm>VAea.• a cane a dMKMAKYM.N kWVA"A ei CH-WAitg. w-w-w. 10417= /`R v AK .nn m m �, � 0.08' '4g O +C `'' z z o can ( c I 0 N 0.27' a N—�`"! N o O K = 0) z T N z m 0.5' Z z M� m 0 0 o z e � m Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Station (ft) Roughness Segment Definitions Start Station Results Normal Depth Elevation Range Flow Area Wetted Perimeter Top Width Normal Depth Critical Depth Worksheet for SWALE C-2 Manning Formula Normal Depth 0+00.00 0+00.50 0+00.90 0+01.00 0+02.50 0+04.00 0+04.10 0+04.50 0+05.00 (0+00.00, 0.75) (0+00.50, 0.50) (0+04.50, 0.50) -0.08 to 0.75 ft 0.60000 % 2.50 cis Elevation (ft) 0.75 0.50 0.40 0.00 -0.08 0.00 0.40 0.50 0.75 Ending Station (0+00.50, 0.50) (0+04.50, 0.50) (0+05.00, 0.75) 3.5 in 0.77 ft2 3.44 ft 3.11 ft 3.5 in 0.32 ft Roughness Coefficient 0.025 0.013 0.025 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 9/6/2008 8:10:43 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755.1666 Page 1 of 2 I AJWUCT IDISMAM)\PA"A aCMAR uaNXMANvY"kKdVA"A o/ as-w.uog. CR-W-an enatJtlnn 1AWN w. .eu (/ �4� rn r 0.51' i I I I 4� rn ��Z o� mD on io c Worksheet for SWALE E-1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.90000 % Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 2.10 cis Results Normal Depth 6.3 in Flow Area 1.11 ft' Wetted Perimeter 4.34 ft Top Width 4.21 ft Critical Depth 0.44 It Critical Slope 0.02256 Wit Velocity 1.89 ft/s Velocity Head 0.06 ft Specific Energy 0.58 ft Froude Number 0.65 Flow Type Subcritical GVF Input Data Downstream Depth 0.0 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 it Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.3 in Critical Depth 0.44 ft Channel Slope 0.00900 ft/ft Critical Slope 0.02256 ft/ft BenchMark Engineers, PC Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.001 9/6/2008 7:39:36 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 1 of 1 i:v+uwer �nisUunV�es.• aewnH iumnwwV�:V�•ss.• of rae-ma.q. rat-w-w. nl+a�roon ra7:an w. .w� � 0.08' 0 z m 0.90, N I N J46 J p I O ad� o I +, O C Ln o O-Fl0 O Ia � Hik A N 0.25' Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Station (ft) Roughness Segment Definitions Start Station Results Normal Depth Elevation Range Flow Area Wetted Perimeter Top Width Normal Depth Critical Depth Worksheet for SWALE E-2 Manning Formula Normal Depth 0+00.00 0+00.50 0+00.90 0+01.00 0+02.50 0+04.00 0+04.10 0+04.50 0+05.00 (0+00.00, 9.0) (0+00.50, 6.0) (0+04.50, 6.0) -0.08 to 0.75 ft 0.50000 % 14.70 cts Elevation (in) Ending Station 9.0 6.0 4.8 0.0 -1.0 0.0 4.8 6.0 9.0 (0+00.50, 6.0) (0+04.50, 6.0) (0+05.00, 9.0) 11 in 3.27 ft2 5.94 ft 5.00 ft 11 in 0.91 ft Roughness Coefficient 0.025 0.013 0.025 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 916/2008 7:64:43 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1.203.755.1666 Page 1 of 2 Worksheet for BACKWATER DEPTHS McCLELLANDS Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.60000 % Left Side Slope 3.50 ft/ft (H:V) Right Side Slope 3.50 ft/ft (H:V) Bottom Width 2.00 ft Discharge 720.00 cis Results Normal Depth 5.07 ft Flow Area 99.99 ft2 Wetted Perimeter 38.89 ft Top Width 37.47 ft Critical Depth 4.56 ft Critical Slope 0.01027 ft/ft Velocity 7.20 ft/s Velocity Head 0.81 ft Speck Energy 5.87 ft Froude Number 0.78 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 It Length 0.00 It Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.07 It Critical Depth 4.56 ft Channel Slope 0.00600 ft/ft Critical Slope 0.01027 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.071.001 6/24/2008 3:01:07 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 1 of 1 L�J ro m m 3 m m v cr,' ro r oc [<<.0 � } �E \ f\ \a&«}I\ZJ% 2§2) � j G) co � « kƒ§/ � � � k\o�G2 � ;a�~\[ � � co co fn (§ �j�U) .*,°gym& 4 M) = cn ((6co § co q §\ E �z m § /f2�@ 2 e/ +3 §E rEa� I Elevation m ¥ _A.13 0 ■ DH-Mlq� � @tted£+fkty f`!/!«}t))/ o o O r - (n _ m r = A A A V) � N 0 N b f>A0 N -+ W J Z 1 m W o N t IV W 1 j W W ICJ T iD � f0 Z r ' tA0 tAD O A ON o tJ W O A W A ' N A [WO W A A w J . N 4 IJ LN A W V � A LWi p n Z Z m p mr V � � W m W w m Z o t 9 Elevation (ft) uMS m o m .' 9£64 7SIji a rn r- p'QE6i6 0Fl! M aPo[i t _ _ - N m cmi .'....._....... `....._._...s......_ N 1 + _ i N W � � + C own N N0 c c v >> x h M O V a x J J `. 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J1303]$J6M1115 P�.P sexurnnc _ �E£ art art n FLLY .I HN; (\�V\�/���I�����V/�/\ V V 0 r5 . / I I I 1 / / / / I / 1 / / / / , tc�. v owns £raytr Plerui-.q TMa MP1 I rM H4rL fa YAwfW 01111111 cu Un IwnRClna] C£NIER o: Caoawo 14100422-/587 — — - 2495 or 524.6700 O _ -:::.. -yz__ 4920 LUI r z z 0 Z o _ 21+00 4915 Q ®J 5 C9 u� a L _l / cl fi.t ® 2 W � Q w U U KEY MAP W w Y SCALE: 1'•.00' p N "i w ..4w1.'nn et REVIEW SET CRY 0 Pon Collins, Colorado UTILITY PLAN APP.1 NOT FOR ]PPROYM CONSTRUCTION C6bp.• CN. .KID.n _ .w Ewu•es u,eN m na«mm b°••'Y"'>' °� C.IH PELT c,aalm cn vNsu a slN-ol mY 4N� w cxvumre Designed ]w CAerked sS :xcCRm YC Date lb-m-o8 nna®rv: RNietan Project / 2H 4 ACCEPTED BY: 17DF4.9 .00ms �Dsnnnss M. SEE DETA65 W 47 N 142MISM E 31DD6]590 M. S aET 511f 4] N 14i 1246 E 31M3737 V V I SDA MENEM MENEM 1+UU 1+UU SEE a U E 31MS66.05 SO-2 SD4 (ULTIMATE CONDITI� �' RECHTER RD sD-a 3 4 Lorv4eep4 AnAi4eMa, dpbu vp, f Pimnirg •m ws, .a.mN Ist CNe•, CO W]] rvuro ul NIS e g a aE cC umuJ NOTFlCAWN 1.800.922.1987 or 8048700 xo•me a ?0 Z O U C C7 J 5 Z Z� C) SD-2 SD-7 a a SD-1 C Z SD-5 Z R z SD-3 V coW g SD-4 I a J w SD-6 3� KEY MAP R SCAM 1-49W tV city of Port Collins, Colcmdo REVIEW SET UTILITY PLAN Appm n l NOT FOR CONSTRUCTION cxmxron: N.x,Awn...vuN o.. cwumon .qlu axmxmm • • r wx o4s3.4 m sn-DI nxmevNNr: .r A Designed .uu CAakld Mt cwcxm en w.� or Date 06-0-06 0 25® awrnoxn •w••••w R�+ision rSCALE - 1- 50' Project / 24 mom ACCEPTED BY: 0 25®D 18 OF � NERT SCALE - 1- � S' v.Nr pu% oro..x+a wxnn,.e oN. 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