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HomeMy WebLinkAboutENCLAVE AT REDWOOD - PDP210004 - SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORT PRELIMINARY DRAINAGE REPORT FOR ENCLAVE AT REDWOOD Fort Collins, CO 80524 Date: August 18, 2021 Revised: October 19, 2021 Prepared for: 9555 South Kingston Court Denver, CO 80112 Phone: 303-488-0061 Prepared by: Mark A. West, P.E., C.F.M. 1120 Lincoln Street, Suite 1000 Denver, CO 80203 Ph.: 303-623-6300, Fax: 303-623-6311 Harris Kocher Smith Project No. 201013 Enclave at Redwood Table of Contents October 19, 2021 TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION ................................................................................................... 4 A. Site Location ....................................................................................................................................... 4 B. Description of Property ...................................................................................................................... 4 II. MASTER DRAINAGE BASIN DESCRIPTION .................................................................................................. 5 A. Floodplain........................................................................................................................................... 5 B. Master Drainage Basin ....................................................................................................................... 5 III. DRAINAGE DESIGN CRITERIA ................................................................................................................. 6 A. Regulations and Previous Studies ...................................................................................................... 6 B. Four-Step Process .............................................................................................................................. 6 C. Hydrologic Design Criteria ................................................................................................................. 7 D. Hydraulic Design Criteria .................................................................................................................... 9 E. Variances .......................................................................................................................................... 10 F. Erosion Control ................................................................................................................................ 10 IV. PROPOSED DRAINAGE SYSTEMS .......................................................................................................... 10 A. General Concept .............................................................................................................................. 10 B. Proposed Basins ............................................................................................................................... 11 C. Specific Details ................................................................................................................................. 13 V. CONCLUSIONS ......................................................................................................................................... 17 A. Compliance with Standards ............................................................................................................. 17 B. Drainage Concept ............................................................................................................................. 17 VI. REFERENCES ......................................................................................................................................... 18 VII. APPENDICES ......................................................................................................................................... 19 Appendix A – Vicinity Map, FIRM, Geotechnical Engineering Report ....................................................... A Appendix B - Portions from Relevant Previous Studies ............................................................................ B Appendix C – Subcatchment Hydrology .................................................................................................... C Appendix D – Detention Storage Sizing ..................................................................................................... D Appendix E – SWMM Model and Results .................................................................................................. E Appendix F – Low Impact Development ................................................................................................... F Appendix G – Drainage Map ..................................................................................................................... G Enclave at Redwood Engineer Certification October 19, 2021 Engineer Certification I hereby attest that this report for the preliminary drainage design for the Enclave at Redwood was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. __________________________________ _______________________ Mark A. West, P.E., C.F.M. Date State Of Colorado Registration No. 38561 On Behalf of Harris Kocher Smith Enclave at Redwood Page 4 October 19, 2021 I. GENERAL LOCATION AND DESCRIPTION A. Site Location The proposed Enclave at Redwood development (hereinafter referred to as “Site”) is located in the southeast ¼ of Section 1, Township 7 north, Range 69 west of the sixth Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The Site is bounded by Redwood Street to the west and East Suniga Road to the south. A small portion of the Site exists south of East Suniga Road. Adjacent developments include the Meadows at Redwood PUD Phase 1 (Redwood Meadows) to the west, Northfield to the east and southeast, and Evergreen Park 3rd (Evergreen) to the north. Lake Canal exists as an irrigation ditch adjacent to the Site to the east and southeast, and Redwood Channel lies adjacent to the Site to the north. The Site will connect to Redwood St to the southwest, Lupine Dr in Redwood Meadows to the west, Steeley Dr in Northfield to the southeast, and Collamer Dr in Northfield to the east. See Appendix A for the Vicinity Map. The Site exists entirely within the Dry Creek master drainage basin. B. Description of Property The Site is approximately 29.66 acres of undeveloped land. The undeveloped land is made up of various native trees and grasses. The Site generally slopes from west to east at grades between roughly 0.3% and 1% towards Lake Canal. Lake Canal is an irrigation ditch and discharging stormwater from the developed Site to this ditch will require approval from the ditch ownership. Redwood Pond is an existing regional pond to the northwest of the Site, it historically outfalls east into the Redwood Channel drainage ditch that exists north of the Site. The proposed development of the Site will feature mutli- family housing, public and private roadways, walks, parks, a clubhouse with pool, landscaped areas, four on-Site detention facilities and low-impact-development systems. Cole Garner Geotechnical has prepared a Geotechnical Engineering Report for Enclave at Redwood Residential Development on August 11, 2021. This report details existing soils information for the Site. Ten borings were drilled on-Site to examine subsurface conditions in February of 2021. Groundwater was encountered in all borings at the time of drilling and approximately two weeks after drilling at depths ranging from 8 to 12 feet below existing Site grades. In order to account for seasonal groundwater fluctuations, Cole Garner measured groundwater levels in the aforementioned borings again in September of 2021. It was found that three of the ten borings saw no change in groundwater elevation, six of the ten borings saw a rise in groundwater of less than 1.5 feet, and one of the borings saw a rise in groundwater of 4 feet. The drainage design of the Site will consider the readings from September to be the more accurate reading indicative of the wet season. Due to shallow groundwater concerns, construction dewatering may be required. All drainage facilities will be located at least 24 inches above groundwater or feature a detailed underdrain system. Please see Appendix A for relevant portions of the Geotechnical Engineering Report and a table of the groundwater readings taken in September of 2021. Enclave at Redwood Page 5 October 19, 2021 II. MASTER DRAINAGE BASIN DESCRIPTION A. Floodplain The Site is shown on the Federal Emergency Agency’s (FEMA) Flood Insurance Rate Map (FIRM) Community Panel Numbers 08069C0977G and 08069C0981G, effective June 17, 2008. Lake Canal is partially located within Zone X (0.2% annual chance flood hazard) and therefore the Site is partially within this zone. Because the development of the Site will not involve altering of Lake Canal, no floodplain modifications are necessary. Please refer to Appendix A for more details. B. Master Drainage Basin The Site exists in the Dry Creek Master Drainage Basin, but according to the City of Fort Collins, the Dry Creek Master Drainage Plan is outdated and not specific to the Site. The North East College Corridor Outfall Design Report prepared by Ayres Associates in August 2009 (NECCO) will be utilized to impose drainage conditions on the Site instead of the Dry Creek Master Drainage Plan. Please see Appendix B for relevant portions from the NECCO report. This report details the design and construction of a regional pond that conveys a large amount of runoff from the Dry Creek basin in a new storm main beneath E Suniga St running from west to east. This report also contains design plans to revise the existing Redwood Pond’s grading and change its outfall location from the Redwood Channel drainage ditch north of the Site to the NECCO storm main beneath E Suniga St south of the Site. The Redwood Pond changes detailed in the NECCO report have not been constructed, and therefore the A2 lateral outlined in the NECCO report has not been constructed either. The Site will require design and construction of the proposed Redwood Pond outlet structure and the A2 lateral storm line that are detailed in the NECCO report. No other proposed changes to the Redwood Pond will be constructed as part of this development, as the Site contributes no runoff to the Redwood Pond. The A2 lateral storm line will connect to an existing stub from the NECCO main and will act as the ultimate outfall of the developed Site. The basins from the NECCO report that were analyzed for this report include basins 113, 213, 313, 413, and 812. The Site exists in basins 113, 313, and 413. Basin 413 will remain undeveloped and thus the A3 lateral detailed in the NECCO report will not be constructed, and runoff from this basin will continue to follow historic patterns and release into Lake Canal undetained and untreated. The NECCO report calls for future on-Site detention for basins 113 and 313, which will each require a 100-year release rate of 0.2 cubic-feet-per-second (CFS) per acre. Basin 213 consists of the Redwood Meadows development and would require water quality treatment but no detention if redeveloped in the future. The Site will provide inlets at various points between the border of the Redwood Meadows development and the Site boundary in order to capture all runoff from basin 213 and route it to the A2 lateral storm line. Basin 812 consists of the Redwood Pond, which the NECCO report details as requiring regrading and redesign to allow for a 100-year detention volume of 7.70 acre-feet (ac-ft) and an additional 2.16 ac-ft of storage for water quality. The redesign would entail adding additional pond facilities such as trickle channels and forebays, as well as plugging the existing outlet, but leaving the existing berm and overflow spillway. As stated above, because the Site will not contribute runoff to the Redwood Pond, only the outlet structure and storm lateral A2 will be designed and constructed as part of this development. Please see Section IV of this report for more information on the proposed redesign of the Redwood Pond. The on-Site detention facilities will meet the release rate constraint of 0.2 CFS/acre imposed by the NECCO Report. Enclave at Redwood Page 6 October 19, 2021 Also provided for the development of drainage for the Site was an existing conditions SWMM model featuring the constructed NECCO storm main under E Suniga St and the regional pond designed in the NECCO Report. This model included a significant number of elements not pertinent to the Site development and elements that were pertinent to the Site development featured parameters based on outdated LIDAR data. Because of these issues, it was decided to wait to incorporate the Site into the existing conditions NECCO model that was received until the Site design is further developed. As such, a Site-specific SWMM model was developed for preliminary drainage analysis. In order to account for the existing conditions model ahead of the Site model’s insertion, the elements contributing runoff to the Redwood Pond upstream of the Site have been brought into the Site model, and tailwater data from the existing conditions model has been inserted into the outfall of the Site model, which is the NECCO main A2 lateral stub. The Site SWMM model will be incorporated into the existing conditions NECCO SWMM model upon final drainage analysis in a future version of this drainage report. Please see Appendix E for the tailwater time series and upstream elements that were brought from the existing conditions model to the Site model. Historic drainage analysis of the Site shows that the entirety of the Site (29.66 acres) discharges into Lake Canal existing along the Site boundary running from the southeast to the northeast. The existing Site has an imperviousness of 2% and an approximate 100-year runoff of 14 CFS, all of which discharges into Lake Canal. Any stormwater discharging from the developed Site into Lake Canal will require approval from the ditch ownership. The Site will contribute some undetained and untreated runoff to Lake Canal due to the Site’s existing drainage patterns. Please see Section IV of this report for approximate 100-year runoff values discharging to Lake Canal from the developed Site. Please note the approximate runoff stated here and in Section IV is calculated using SWMM’s hydrologic calculator, more accurate runoff calculations using the Rational Method will be included in a later version of this report. III. DRAINAGE DESIGN CRITERIA A. Regulations and Previous Studies The principal design criteria used for this report was the Fort Collins Stormwater Criteria Manual, revised December 2018 (FCSCM). In addition, Mile High Flood District’s (MHFD) Urban Storm Drainage Criteria Manual, Volumes 1-3 revised August 2018, September 2017, and January 2021 respectively, were used (USDCM). The NECCO report from above also provides a certain level of drainage criteria for the Site that must be met. B. Four-Step Process a. Step 1: Employ Runoff Reduction Practices The Site will feature numerous open areas dedicated for low-impact-development (LID), parks, and above ground detention. Wherever possible, vegetated swales will be used to convey runoff to area inlets and roof drains will be used to convey flow to these swales, directly to LID implements, or to storm sewer structures. Enclave at Redwood Page 7 October 19, 2021 b. Step 2: Implement BMPs That Provide a WQCV with Slow Release There are four LID systems incorporated on-Site, all of them being isolator rows for underground infiltration. These implements are utilized to treat over 75% of newly added impervious are with the development of the Site per the FCSCM. A majority of the remainder of the Site’s impervious areas will be treated in the above ground on-Site detention pond. c. Step 3: Stabilize Streams The Site will be far upstream of Dry Creek and the NECCO report has already considered developed release rates from the Site entering Dry Creek. There will be no need to provide stream stabilization of Dry Creek with the development of the Site. d. Step 4: Implement Site Specific and Other Source Control BMPs Because the Site is not a new development or redevelopment of an industrial or commercial zone this step is not applicable to the Site. C. Hydrologic Design Criteria Design Frequencies – For the Site, the minor storm will be the 2-year and the major storm will be the 100-year. For detention volume and release rates, the WQCV and 100-year storm events have been analyzed. Rainfall Data - Fort Collins varies by runoff calculation method. For the purpose of this preliminary drainage report, only SWMM was used in calculating runoff. Below is Table 4.1-4 which presents rainfall intensity values for use in SWMM modelling. Enclave at Redwood Page 8 October 19, 2021 Hydrologic Computation Method – As stated above, only EPA SWMM 5.1 was used to calculate runoff for this preliminary drainage design. As of now the basins tributary to each of the ponds have not been broken into smaller sub-basins for the purpose of inlet calculations. For future iterations of this report, the rational method will be utilized. SWMM uses basin imperviousness, slope, area, and width along with several default parameters to calculate runoff. SWMM inputs can be found in Appendix E as well as Section IV of this report. The rational method uses weighted “C” coefficients based upon surface type and a time of concentration to determine runoff. Fort Collins rational method IDF table and “C” coefficient table can be found in Appendix C along with SWMM subcatchment default parameters and imperviousness by surface type tables. A summary of SWMM results for each subcatchment can be found in Appendix C as well. The rational method “C” coefficient and water quality event rainfall intensities were utilized in the Modified FAA Procedure to calculate the WQCV for the isolator rows. It should be noted that imperviousness values used were rounded up from exact calculated values for this preliminary drainage design. Detention Volume Computation Method – For project sizes greater than 20 acres, SWMM is required for detention calculation. SWMM storage nodes are used to represent the ponds and require storage curves (depth-area), SWMM then computes a volume based on these tables. SWMM outlet links are used to represent a ponds outlet structure and require rating curves (depth-release). SWMM can also utilize orifice, weir, or conduit links for a pond’s outlet structure. A mix of these different links were utilized for the Site’s SWMM modelling. More discussion on pond modelling in the Site SWMM model can be found in Section IV of this report, and all calculations relating to detention ponds and facilities can be found in Appendix D. The FCSCM requires that the WQCV be added to the 100-year storage volume as opposed Enclave at Redwood Page 9 October 19, 2021 to being included in said volume, thus the WQCV has been included in the SWMM model’s storage nodes as an initial water depth value. Please see below for more information on computation of the WQCV. See Appendix E for SWMM output results of storage nodes. Water Quality Control Volume Calculation – The only LID systems implemented on-Site are isolator rows featuring underground infiltration. Three of these systems are included as part of an underground detention chamber system, and one other features isolator row chambers solely. For these isolator row systems, a spreadsheet received from Advanced Drainage Systems (ADS) was used to determine the number of chambers needed based on product choice, chamber volume, and required WQCV. For the sizing of these systems, two different WQCV values are compared to determine which results in a higher number of required chambers. The first is 120% of the WQCV based on a 12-hour drain time, which can be calculated using UD-BMP’s rain garden tab and multiplying that value by 1.2. The second is the WQCV calculated from the modified FAA procedure, which uses a weighted “C” coefficient, tributary area, and maximum flow out of the chamber system. Whichever WQCV results in more chambers based on the received spreadsheet discussed above is the utilized WQCV. The required WQCV for the above ground on-Site detention pond was found using the UD-BMP extended detention basin tab. This tab computes a WQCV based on a 40-hour drain time, which is then multiplied by a factor of 1.2 to meet the 120% of the WQCV requirement from the FCSCM. See Appendix D for the calculation of the WQCV for the above ground pond, and Appendix F for the calculation of the WQCV and chamber requirements for the isolator rows. D. Hydraulic Design Criteria Detention Pond Infrastructure Sizing - Express Hydraflow will be used to calculate vegetated swale and emergency overflow spillway capacities for the Site. The FCSCM requires that overflow spillway design flow depth be no greater than 0.5 feet. UD-BMP will be used to size trickle channels, forebays, and forebay notches for the above ground pond. Outlet structures for the Redwood Pond and on-Site above ground detention pond have been preliminarily designed, and only the Redwood Pond will feature a rating curve in SWMM to act as an outlet. The on-Site above ground detention pond has been designed in SWMM using multiple orifice and weir links instead of a rating curve. This pond and the three underground detention chamber systems do not feature rating curves and instead feature conduits with their maximum flow values set at the 0.2 CFS/acre release rate criteria. This ensures the facilities will have enough volume without needing to fully design their outlet structure (box height, restrictor plates, orifice plates). These detention facilities’ outlet structures will be designed fully in a future version of this report using stage-storage-discharge tables that result in a developed rating curve. The MHFD spreadsheet “SDI_Design_Data_v1.08.xlsm” released January 2017 will be used to confirm that pond release rates meet Colorado drain time criteria. For preliminary drainage design, meeting the release rate criteria took precedent over drain time criteria, thus the SDI data sheets included with this version of the report should only be used to check 100-year drain times. For final drainage design, rating curves will be used to develop more accurate drain times and show proper conformance. Spillways, preliminary SDI data sheets, and stage-area tables can be found in Appendix D. Street Capacity Calculation – Street sections upstream of proposed inlets will be analyzed using the MHFD spreadsheet “MHFD-Inlet v5.01” released April 2021. These calculations will be presented in a later version of this report. Storm Sewer Sizing – Inlet sizing will be performed using the MHFD-Inlet spreadsheet. For the preliminary layout of the storm network inlet sizes were estimated based on contributing area. Inlet Enclave at Redwood Page 10 October 19, 2021 Type 16 curb and valley inlets, Type R curb inlets, and Type C and D areas inlets were utilized for this Site. Storm pipe sizing and vertical alignment will be analyzed using Bentley StormCAD CONNECT. StormCAD computes losses and velocities and produces accurate HGLs and EGLs to prove the storm sewer network works hydraulically. Inlet sizing calculations and StormCAD pipe sizing calculations will be provided in a later version of this report. E. Variances The drainage design for the Site will not require any variance from criteria put forth in the FCSCM, USDCM, and NECCO Report. F. Erosion Control The following drainage design will comply with all erosion control criteria put forth in the USDCM, FCSCM, and NECCO Report. All erosion control materials will be provided with the final drainage report. IV. PROPOSED DRAINAGE SYSTEMS A. General Concept The Site will include outlet structure design for the Redwood Pond to the northwest of the Site as detailed in the NECCO report. For the preliminary drainage design of the Site, the outlet structure has been designed to attempt to meet the parameters presented in the NECCO report without regrading. The Site will include development of the NECCO A2 storm lateral, which runs from the new Redwood Pond outlet structure to an existing stub off of the NECCO main line under E Suniga Rd. There are three proposed underground detention chamber facilities and one proposed above ground detention pond, all of which will feature some level of water quality treatment. All four of these facilities will feature an outlet structure to be designed in a later version of this report. The above ground pond will bypass a portion of the 100-year runoff routed to it to one of the underground chamber facilities downstream. All four of these ponds will meet the 0.2 CFS/ac release rate criteria, and release to the NECCO A2 storm lateral. For the purpose of this preliminary drainage design, all four ponds are shown to be capturing 100% of runoff from the Site in order to size them conservatively. For the final drainage design of the Site, each of these ponds tributary areas will be refined and their required volumes will decrease. Site runoff will be conveyed to these ponds via roof drains, swales, inlets and storm sewer pipes, and landscape drains, all to be designed in a later version of this report. Runoff from basin 213 consisting of Redwood Meadows will be captured by proposed on-Site inlets and routed directly into the NECCO A2 storm lateral. Further breakdown of the ponds and a summary table can be found below. The Site will feature four LID systems all of which being underground infiltration isolator rows. Three of these systems will be included in the three underground detention chambers mentioned above. The fourth system will be directly upstream of the above ground detention pond and will not feature any 100-year detention. These LID features are designed to treat at least 75% of the Site’s impervious areas for the WQCV. Unlike the detention facilities mentioned above, these LID systems are only designed to capture the areas actual tributary to them and have been sized as such. The systems are conservatively sized by rounding up the calculated imperviousness of their tributary areas for use in calculations. Enclave at Redwood Page 11 October 19, 2021 Runoff will be routed to these systems via roof drains, swales, inlets and storm sewer pipes, and landscape drains, all to be designed in a later version of this report. Any on-Site runoff that is not practicable to route to a stormwater facility will leave the Site untreated, however more LID facilities may be added in a future revision to the Site’s drainage design to reduce the amount of area leaving the Site untreated. The above ground detention pond features water quality detention but does not treat for any areas already accounted for by LID facilities. Further breakdown of the LID areas and a summary table can be found below. For the SWMM analysis included in this preliminary drainage design report only seven subcatchments were used, and the only storm line included was the NECCO A2 storm lateral that receives the outfall from all five ponds and runoff from basins 213 and 413. This is a high-level analysis of the Site’s drainage and the SWMM subcatchments will be further refined for the final drainage report. Below is a breakdown of the seven subcatchments as well as a table featuring their SWMM input parameters. Also found below is a table summarizing SWMM model results. See Appendix C for summary of subcatchments and SWMM input parameters. See Appendix D for underground detention chamber layouts, stage-area tables for all ponds, SDI data sheets for all ponds, and any other pond calculations and information. See Appendix E for SWMM schematic, input report and output results. See Appendix F for LID calculations, summary table, and exhibit showing areas and locations of facilities. See Appendix G for drainage map showing pond locations, basins, drainage patterns, and storm layout. B. Proposed Basins Below is Table 1 featuring a summary of all basin input parameters for SWMM and other calculated parameters. Table 1: Pond Subcatchment Summary Table Basin Area (ac) Imperviousness (%) Width (ft) Slope (%) 2-Year Peak Runoff (CFS) 100- Year Peak Runoff (CFS) 113_1 4.28 55 1863.8 0.75 6.65 36.15 113_2 7.86 50 1342.2 0.50 9.93 50.32 113_3 9.75 65 2831.8 0.80 17.21 84.07 113_4 5.58 68 2432.3 0.60 10.51 50.65 213 7.82 75 1946.5 0.40 14.41 67.65 413 2.19 7 374.3 1.00 0.45 6.62 812 3.75 2 544.5 0.50 0.22 7.21 Basin 113_1 lies on-Site and encompasses the southwestern portion of the Site. This basin consists of multi-family housing, walks, roadways, alleys, open space and underground detention system UD1. Runoff from this basin will be conveyed to UD1 in the southern portion of this basin via roof drains, Enclave at Redwood Page 12 October 19, 2021 swales, storm sewer systems, and landscape drains. It is assumed that some potions of this basin will flow off-Site undetained and untreated into Redwood St or Lake Canal, but all of this basin is tributary to UD2 for the purpose of this preliminary drainage analysis. Basin 113_2 lies on-Site and encompasses the eastern portion and border of the Site. This basin consists of multi-family housing, walks, roadways, alleys, open space, portions of Lake Canal irrigation ditch and underground detention system UD2. Runoff from this basin will be conveyed to UD2 in the southwestern portion of the basin via roof drains, swales, storm sewer systems, and landscape drains. It is assumed that some portions of this basin will flow off-Site undetained and untreated into Lake Canal or the Northfield development, but all of this basin is tributary to UD2 for the purpose of this preliminary drainage analysis. Basin 113_3 lies on-Site and encompasses the middle portion of the Site spanning from the Redwood Meadows property boundary to the west to the northeastern corner of the Site. This basin consists of multi-family housing, walks, roadways, alleys, open space, isolator rows, and above ground detention pond Pond1. A majority of the runoff from this basin will be conveyed to the isolator row system IR1 in the middle of the basin via roof drains, swales, storm sewer systems, and landscape drains. All other runoff from this basin will be conveyed directly into Pond1 instead of being routed through IR1. The area Pond1 takes up will also be utilized as an open space park. It is assumed that some portions of this basin will flow undetained and untreated into inlets meant to capture basin 213, but all of this basin is tributary to Pond1 for the purpose of this preliminary drainage analysis. Basin 113_4 lies on-Site and encompasses the northern portion of the Site. This basin is consisting of multi-family housing, walks, roadways, alleys, open space, and underground detention system UD3. Runoff from this basin will be conveyed to UD3 in the northwestern portion of the basin via roof drains, swales, storm sewer systems, and landscape drains. It is assumed some portions of this basin will contribute runoff north off-Site undetained and untreated into the Redwood Channel drainage ditch, but all of this basin is tributary to UD3 for the purpose of this preliminary drainage analysis. Basin 213 lies off-Site to the west of the Site. This basin consists of the Redwood Meadows development featuring walks, single-family homes, roadways, and open spaces. Runoff from this basin will not need detained but will need to be conveyed to the NECCO A2 storm lateral. Two at-grade inlets are proposed at the connection of Lupine Dr and the Site to collect runoff from the roadways of this basin. An area inlet and swale are also proposed sitting just east of the Redwood Meadows development meant to collect any runoff from this basin that is not collected by the roadways within the basin. This basin slopes from the south to the northwest generally. This basins imperviousness was assumed to be 75% for conservative analysis but may decrease to a more exact value for the Final Drainage Report. Basin 413 lies on-Site south of E Suniga St. This basin will remain undeveloped and consists entirely of open space. Runoff from this basin will continue to follow historic patterns and discharge into Lake Canal. The NECCO report details an additional storm lateral A3 for this basin but will not be constructed because this lot will remain undeveloped. Basin 812 lies off-Site to the northwest of the Site. This basin consists of the existing Redwood Pond. Runoff from this basin will be collected by the Redwood Pond. Preliminary analysis was done to determine the amount of undetained and untreated flow leaving the Site. Note that for the final drainage design more of these areas may be picked up by on-Site storm Enclave at Redwood Page 13 October 19, 2021 sewer systems or LID facilities. Approximately 5.58 acres of the Site currently contributes flow off-Site untreated and undetained, with 0.21 acres being captured by the NECCO A2 storm lateral, 0.28 acres discharging into the Northfield development, 0.04 acres discharging into Redwood St, 0.60 acres discharging into Redwood Channel, and 4.45 acres discharging into Lake Canal. Note that runoff discharging from the developed Site into Lake Canal and Redwood Channel is mostly coming from open space. Further analysis of these areas will be conducted with the final drainage design of the Site. C. Specific Details The Redwood Pond outlet structure has been preliminarily designed as two modified Type C inlet boxes and grates as detailed in the NECCO report. The NECCO report calls for a pond bottom invert of 4953.10, so the proposed outlet structure will be buried until the Redwood Pond is regraded. Because the structure will be buried the only thing controlling the release rate in this preliminary design are the grates at the top of the structure. The release rate for the pond from the Site’s SWMM model can be ignored for the preliminary design of the Site, as final design of the outlet structure will be coordinated with the City. The pond’s berm and spillway will remain the same at an elevation of 4962.10, and the existing outlet pipe into Redwood Channel will be plugged as part of the ultimate condition for this pond. The stage-storage-discharge table presented in Appendix D for this pond was put together in order to not have any blank information in the SWMM model and begin design of the outlet structure, as long as the inaccurate release rates did not cause flooding in the SWMM model. The final release rate for this pond will be equal to or less than 15.96 CFS, as presented in the NECCO report. Pond1 is located in the middle portion of the Site and features a depth of 4.27 ft and a pond bottom elevation of 4957.48. The spillway has a crest elevation of 4960.25 and a length of 76 ft. The spillway is situated on the northern edge of the pond and will discharge runoff above the 100-year event into public roadway. Basin 113_3 (9.75 ac) is tributary to this pond, allowing for a release rate of 1.95 CFS for the 100-year storm event. Most of the runoff from basin 113_3 will be captured and treated for water quality by the isolator row LID facility named IR1 directly upstream of the pond. All runoff from this basin not treated by IR1 will be treated via standard practices in Pond1. Pond1 has a WQCV water surface elevation (WSEL) of 4958.65, modelled as an initial depth of 1.17 ft in the SWMM model. This pond will feature varying side slopes and aesthetically pleasing design. Due to this design and maintaining the open space this pond lies within as a usable park, the available storage volume (given a 0.5 ft spillway design flow depth and 1 ft of freeboard) is not large enough to capture and detain the full 100-year runoff while meeting the required release rate of 1.95 CFS. A dual outlet box structure has been preliminarily designed to release 1.95 CFS to the NECCO A2 storm lateral while bypassing the necessary extra 100-year runoff to detention facility UD2 in order to not cause overtopping of the spillway during the 100-year storm. The main outlet box will feature orifice holes and a weir grate as typical to treat the WQCV, and a restrictor plate to be designed during final drainage design that limits the release rate to 1.95 CFS. The secondary outlet box will feature a rectangular orifice with an invert above the WQCV WSEL and a pipe at the bottom of the box that will route undetained and untreated runoff to UD2. The volume of runoff bypassed to UD2 is approximately 2.02 ac-ft with a flow rate around 35 CFS. The minimum groundwater depth below this pond is 6.60 ft, with an elevation of 4950.88. Please see the table below for SWMM computed results for this pond. Underground detention system UD1 is located in the southwestern portion of the Site and features an invert elevation of 4951.40. This system will be comprised of 288 ADS MC-4500 Stormtech chambers with 9 inches of stone below the chambers and 12 inches of stone above the chambers. The total height of the system is 6.75 ft, putting the top of stone at an elevation of 4958.15. The minimum finished grade Enclave at Redwood Page 14 October 19, 2021 above the system is 4960.81 which is more than the 1 ft of required cover above the top of the system. The maximum groundwater elevation below the system is 4949.40, which is 24 inches below the bottom of the facility, meeting FCSCM criteria. Basin 113_1 (4.28 ac) is tributary to this system, allowing for a release rate of 0.86 CFS for the 100-year storm event. The system releases directly into the NECCO A2 storm lateral. The outlet manhole design to be included for final drainage design will feature an orifice plate, weir, and restrictor plate to hold the release rate to 0.86 CFS. Please see the table below for SWMM computed results for this system. The WQCV for this system will be treated entirely by isolator rows included in the system, see below for more information on these chambers. Underground detention system UD2 is located in the southwestern portion of the Site and features an invert elevation of 4946.76. This system will be comprised of 790 ADS MC-4500 Stormtech chambers with 54 inches of stone below the chambers and 12 inches of stone above the chambers. The total height of the system is 10.5 ft, putting the top of stone at an elevation of 4957.26. The minimum finished grade above the system is 4958.26 which is exactly the 1 ft of required cover above the top of the system. The maximum groundwater elevation around the system is 4948.42, which is 1.66 ft above the invert of the system. In order to effectively lower the groundwater around the system and meet FCSCM criteria a geotextile liner will be placed around the entirety of the system and an underdrain system will be placed around the bottom of the system. This underdrain system will be designed in a later version of this report. Basin 113_2 (7.86 ac) is tributary to the system, allowing for a release rate of 1.57 CFS for the 100-year storm event. The system releases directly into the NECCO A2 storm lateral. The outlet manhole design to be included for final drainage design will feature an orifice plate, weir, and restrictor plate to hold the release rate to 1.57 CFS. Please see the table below for SWMM computed results for this system. The WQCV for this system will be treated entirely by isolator rows included in the system, see below for more information on these chambers. Underground detention system UD3 is located in the northeastern portion of the Site and features an invert elevation of 4955.81. This system will be comprised of 363 ADS MC-3500 Stormtech chambers with 9 inches of stone below the chambers and 12 inches of stone above the chambers. The total height of the system is 5.50 ft, putting the top of stone at an elevation of 4961.31. The minimum finished grade above the system is 4961.81 which is exactly the 0.5 ft of required cover above the top of the system. The maximum groundwater elevation below the system is 4953.81, which is 24 inches below the bottom of the facility, meeting FCSCM criteria. Basin 113_4 (5.58 ac) is tributary to this system, allowing for a release rate of 1.12 CFS for the 100-year storm event. The system releases directly into the NECCO A2 storm lateral. The outlet manhole design to be included for final drainage design will feature an orifice plate, weir, and restrictor plate to hold the release rate to 1.12 CFS. Please see the table below for SWMM computed results for this system. The WQCV for this system will be treated entirely by isolator rows included in the system, see below for more information on these chambers. See below for Table 2 showing a summary of pond results from SWMM. The WQCV presented in this table for the underground detention systems is from the LID isolator rows to be discussed below. The WQCV for the above ground pond does not include any volume already treated by LID systems. The WQCV WSELs have been inputted into SWMM and not computed. Enclave at Redwood Page 15 October 19, 2021 Table 2: Detention Pond Summary Table Pond 100- Year Volume (cu-ft) 100- Year Volume (ac-ft) 100-Year WSEL WQCV (cu-ft) WQCV WSEL Max Release Rate (CFS) 100-Year Runoff Bypassing Detention Facility (ac-ft) UD1 43,219 0.992 4956.71 3252.00* 4952.15 0.86 N/A UD2 177,384 4.072 4957.26 3414.60* 4947.09 1.57 N/A Pond1 30,488 0.700 4960.25 1,812.10 4958.65 1.95 2.03** UD3 60,510 1.389 4960.41 5250.00* 4956.48 1.12 N/A *WQCV in Underground Chamber Systems Explored Further in LID Exhibit and Calculations Found in Appendix F of Preliminary Drainage Report **Pond1 Outlet Structure Configured Preliminarily to Detain and Release Maximum of 1.95 CFS, and Bypass Additional 100-Year Runoff to UD2. SWMM Model, Inputs, and Outputs Found in Appendix E of Preliminary Drainage Report Isolator rows IR1 are located in the middle portion of the Site, just upstream of Pond1. The sizing process for these chambers is located above in Section III. The result is 42 ADS MC-3500 Stormtech chambers. These chambers will have a release rate of 1.51 CFS. This system has a total height of 5.50 ft, requiring 2 ft below the system clear of groundwater, and 0.5 ft above the system for cover. The minimum groundwater depth for this system is approximately 11.50 ft, giving this system more than enough vertical clearance both ways. The 100-year runoff entering this system will bypass the system undetained and into Pond1. Isolator rows IR2, IR3, and IR4 are located within underground detention systems UD1, UD2, and UD3 respectively. These isolator row chambers will match the inverts and dimensions of the systems they are within. IR2 located within UD1 will feature 20 chambers, IR3 located within UD2 will feature 21 chambers, and IR4 located within UD3 will feature 30 chambers. Table 3 below features a summary of the LID systems for the Site including tributary area, imperviousness, impervious area, calculated WQCV, and provided WQCV. Enclave at Redwood Page 16 October 19, 2021 Table 3: Table 4 below features a summary of the SWMM results for nodes. Table 5 below features a summary of the SWMM results for links. See Appendix E for a schematic calling out the nodes summarized below. Table 4: SWMM Node Results Summary Table Node Type Maximum Depth (ft) Maximum HGL (ft) Maximum Total Inflow (CFS) A2_1 JUNCTION 3.57 4950.26 72.65 A2_2 JUNCTION 3.97 4950.97 71.12 A2_3 JUNCTION 3.51 4952.00 71.81 A2_4 JUNCTION 3.64 4952.91 72.45 A2_5 JUNCTION 4.01 4953.58 73.03 A2_6 JUNCTION 4.17 4954.21 72.38 A2_7 JUNCTION 3.32 4955.40 75.66 A2_8 JUNCTION 3.75 4956.29 76.09 A2_9 JUNCTION 3.52 4956.34 27.12 A2_10 JUNCTION 6.26 4959.36 29.71 NECCO_Stub OUTFALL 2.58 4949.16 79.1 Pond_Redwood STORAGE 2.34 4959.34 33.23 Pond1 STORAGE 2.66 4960.14 84.07 Pond1_Bypass JUNCTION 1.75 4959.23 35.88 Pond1_Outlet JUNCTION 2.65 4960.13 6.26 UD1 STORAGE 5.31 4956.71 36.15 UD2 STORAGE 10.50 4957.26 83.48 UD3 STORAGE 4.60 4960.41 50.65 Enclave at Redwood Page 17 October 19, 2021 Table 5: SWMM Link Results Summary Table Link Type Maximum Flow (CFS) Maximum Velocity (fps) Maximum/Full Flow Maximum/Full Depth A2_1 CONDUIT 72.65 7.07 0.83 0.77 A2_2 CONDUIT 71.08 5.84 0.69 0.93 A2_3 CONDUIT 70.26 5.84 0.69 0.92 A2_4 CONDUIT 71.81 6.38 0.71 0.88 A2_5 CONDUIT 72.45 5.97 0.71 0.94 A2_6 CONDUIT 71.08 5.68 0.7 0.99 A2_7 CONDUIT 72.38 6.16 0.71 0.92 A2_8 CONDUIT 75.66 6.66 0.74 0.87 A2_9 CONDUIT 27.01 5.43 0.85 1 A2_10 CONDUIT 26 10.81 3.53 1 Pond1_Bypass CONDUIT 25.76 9.63 0.73 0.89 Pond1_Outfall CONDUIT 1.95 3.46 0.13 1 Redwood_Outlet DUMMY 29.71 UD1_Outlet CONDUIT 0.86 3.44 0.04 1 UD2_Outlet CONDUIT 1.57 1.87 0.65 1 UD3_Outlet CONDUIT 1.12 4.11 0.1 1 V. CONCLUSIONS A. Compliance with Standards The drainage design is prepared in compliance with the FCSCM and the USDCM Volumes 1, 2, and 3. As stated before, the NECCO report details utilizing a release of less than 15.96 CFS for the Redwood Pond and less than 0.2 CFS/ac for the three on-Site ponds. This criteria has been met for the proposed preliminary drainage design. B. Drainage Concept The drainage design as described herein; if properly constructed and maintained, will effectively control stormwater runoff in accordance with the criteria. The proposed development will provide water quality and detention for the 100-year event with associated outlets and spillway overflow. This drainage design for the proposed development does not have any impact on the NECCO report design. The drainage design for this Site will have no adverse effects to any upstream or downstream adjacent properties. Enclave at Redwood Page 18 October 19, 2021 VI. REFERENCES 1. National Flood Hazard Layer FIRMette, City of Fort Collins, Colorado, Map No. 08069C0977G, Map No. 08069C0981G, June 17, 2008, Federal Emergency Management Agency. 2. Geotechnical Engineering Report for Enclave at Redwood Residential Development, Cole Garner Geotechnical, August 11, 2021. 3. Fort Collins Stormwater Criteria Manual, City of Fort Collins, revised December 2018. 4. Urban Storm Drainage Criteria Manual Vol. 1, Mile High Flood District, revised August 2018. 5. Urban Storm Drainage Criteria Manual Vol. 2, Mile High Flood District, revised September 2017. 6. Urban Storm Drainage Criteria Manual Vol. 3, Mile High Flood District, revised November 2010 with updates from January 2021. 7. North East College Corridor Outfall (NECCO) Design Report, Ayres Associates, August 2009. Enclave at Redwood Page 19 October 19, 2021 VII. APPENDICES Appendix A Vicinity Map, FIRM, Geotechnical Engineering Report Appendix B Portions from Relevant Previous Studies Appendix C Subcatchment Hydrology Appendix D Detention Storage Sizing Appendix E SWMM Model and Results Appendix F Low Impact Development Appendix G Drainage Map Enclave at Redwood Page A October 19, 2021 Appendix A – Vicinity Map, FIRM, Geotechnical Engineering Report SHEET NUMBER PROJECT #: 1120 Lincoln Street, Suite 1000 Denver, Colorado 80203 P: 303.623.6300 F: 303.623.6311 HarrisKocherSmith.comPlotted: MON 08/16/21 1:59:51P By: Jericho Rapp Filepath: k:\201013\engineering\xref\vic map.dwg Layout: layout1201013 ENCLAVE AT REDWOOD - VICINTY MAP 1 1 OF 1 DHI COMMUNITIES NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH. 0 SCALE: 1" = 800 800 1600 800' National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 8/10/2021 at 11:04 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°4'5"W 40°36'21"N 105°3'27"W 40°35'54"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Geotechnical Engineering and Materials Testing Geotechnical Engineering Report Enclave at Redwood Residential Development Redwood Street and Suniga Drive Fort Collins, Colorado Prepared for: DHI Communities, a D.R. Horton Company 9555 South Kingston Court Englewood, CO 80112 Prepared by: Cole Garner Geotechnical CGG Project No.: 21.22.034 August 11, 2021 Geotechnical Engineering Report Enclave at Redwood Residential Development – Fort Collins, CO CGG Project No. 21.22.034 Cole Garner Geotechnical Page 5 Geotechnical Engineering and Materials Testing Groundwater observations are summarized below: Table 1: Groundwater Summary Boring No. Ground Surface Elevation (ft) Groundwater Depth (ft) Groundwater Elevation (ft) Approximate Cut/Fill (+/- ft) Approximate Groundwater Depth After Cut/Fill (ft) During Drilling (2/19-2/23) After Drilling (3/3) 1 4960.50 11.0 9.0 4951.50 -0.5 8.5 2 4958.00 8.0 8.7 4949.30 -1 7.7 3 4956.50 11.0 11.0 4945.50 -0.5 10.5 4 4959.00 11.0 8.0 4951.00 +1 9.0 5 4958.75 11.0 8.0 4950.75 +1.25 9.3 6 4957.50 14.0 8.0 4949.50 +1.5 9.5 7 4959.25 8.0 9.3 4949.95 +0.75 10.1 8 4958.25 17.0 11.0 4947.25 +1.25 12.8 9 4961.00 11.0 10.5 4950.50 0 10.5 10 4960.00 17.0 12.0 4948.00 +5 17.0 The above groundwater observations are only representative of the locations explored at the time(s) of our exploration(s). Seasonal fluctuations in groundwater elevation beyond those indicated above should be expected, therefore, the possibility of groundwater fluctuations should be considered when developing design and construction plans for the project. Based upon review of U.S. Geological Survey Maps (3Hillier, et al, 1983), regional groundwater beneath the project area is expected to be encountered in unconsolidated alluvial deposits at depths generally between 5 and 10 feet below the ground surface. Hydraulic Conductivity Testing: Hydraulic conductivity (permeability) testing was completed at the site in Monitoring Well/Boring Nos. 2 and 7. We utilized a submerged water-level data-logger to monitor the water level in the well before raising groundwater by inserting a 5 feet long slug, during the resulting return (drop) of water level to static level (falling head), and after removal of the 5 feet long slug and during the resulting rise in water level (rising head). The water level measurements were imported into AQTESOLV® software in order to determine the hydraulic conductivity of the subsurface profile for both the rising and falling head tests. Table 2 below summarizes permeability and flow rate testing performed at the site. 3 Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1976-1977) in the Greater Denver Area, Front Range Urban Corridor, Colorado, United States Geological Survey, Map I-855-I. APPROXIMATE BORING LOCATIONS Cole Garner Geotechnical 1070 W. 124 th Ave., Suite 300 Westminster, CO 8023 4 (303) 996-2999 AGW BORING LOCATIONS 1 1 2 3 4 6 8 7 5 FIGURE 2 - BORING LOCATION DIAGRAM THE ENCLAVE AT REDWOOD FORT COLLINS, COLORADO CGG PROJECT NO. 21.22.034 TB-1 TB-1 TB-2 TB-3 TB-4 TB-5 TB-6 TB-7 TB-8 TB-9 TB-10 TB-11 TB-12 TB-13 TB-14 TB-15 TB-16 10 9 Groundwater Depth (ft) Groundwater Elevation (ft) Groundwater Depth (ft) Groundwater Elevation (ft) 1 4960.50 4960 -0.50 9.0 4951.50 7.50 4953.00 1.50 7.0 2 4958.00 4957 -1.00 8.7 4949.30 8.00 4950.00 0.70 7.0 3 4956.50 4956 -0.50 11.0 4945.50 7.00 4949.50 4.00 6.5 4 4959.00 4960 1.00 8.0 4951.00 7.00 4952.00 1.00 8.0 5 4958.75 4960 1.25 8.0 4950.75 8.00 4950.75 0.00 9.3 6 4957.50 4959 1.50 8.0 4949.50 8.00 4949.50 0.00 9.5 7 4959.25 4960 0.75 9.3 4949.95 9.00 4950.25 0.30 9.8 8 4958.25 4960 1.75 11.0 4947.25 10.00 4948.25 1.00 11.8 9 4961.00 4961 0.00 10.5 4950.50 10.50 4950.50 0.00 10.5 10 4960.00 4965 5.00 12.0 4948.00 11.50 4948.50 0.50 16.5 *Red = groundwater elevation increased (i.e. became shallower) Groundwater Depth After Grading (ft) Groundwater Elevation Change* (ft) Boring No. Existing Ground Surface Elevation (ft) Proposed Ground Surface Elevation (ft) Cut/Fill 3/3/21 9/22/21 Enclave at Redwood Page B October 19, 2021 Appendix B - Portions from Relevant Previous Studies DRAFT FINAL NORTH EAST COLLEGE CORRIDOR OUTFALL (NECCO) DESIGN REPORT Prepared for City of Fort Collins Utilities 700 Wood Street Fort Collins, Colorado 80521 3.2 Ayres Associates From the previous NCDID study, the results showed that the existing storm sewer within the NECCO project area is undersized for the 2-year storm event. During the final design process the following assumptions were made for each of the basins: • Basin 102 will discharges into the Blue Spruce Channel once developed via storm sewer. This storm sewer was not design with the NECCO project. The ModSWMM model accounts for the east half of the intersection of Willox and College to drain east towards Blue Spruce, to be intercepted by the proposed inlets in Bristlecone Drive and then discharge into the Blue Spruce channel that outfall into the Evergreen West Pond. The west side of the intersection is assumed to drain west along Willox as it currently drains today. The potential for an improved intersection at College and Willox is not accounted for in this design. • Basin 103 consists of the existing Albertson shopping center. The shopping center drains to a detention pond at the south end of the basin. This detention pond ultimately drains to the Evergreen West Pond. • Basin 104 is a large developed basin that ultimately drains into the Evergreen West Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 108 ultimately drains to the Evergreen East Pond via overland flow, curb and gutter or an existing storm sewer system. This Evergreen East Pond was modeled as ultimately draining into the proposed storm sewer Line A4. If redeveloped, the existing drainage patterns are to remain, or be improved, and the basin will ultimately drain into the proposed system. • Basin 109 was modeled as ultimately draining into proposed storm sewer Line A4. If redeveloped, the existing drainage patterns are to remain, or be improved, and the basin will ultimately drain into the proposed system. • Basin 111 was modeled as ultimately draining into proposed storm sewer Line A4. If redeveloped, the existing drainage patterns are to remain, or be improved, and the basin will ultimately drain into the proposed system. • Basin 112 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. A overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 113 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole A4. • Basin 114 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. 3.3 Ayres Associates • Basin 115 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole A1. • Basin 116 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole Riser A6. • Basin 117 is currently an undeveloped basin. It was modeled as a developed basin that drains into the proposed storm sewer downstream of Manhole Riser A5. • Basin 118 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. A overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 119 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 120 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 122 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 123 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 124 drains via curb and gutter to the intersection of Conifer and Red Cedar Circle to proposed Inlet B4B. If redeveloped, the basin will continue to drain to this inlet. • Basin 124 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 126 is currently an undeveloped basin. It was modeled as a developed basin that drains to proposed Manhole B. 3.4 Ayres Associates • Basin 127 is currently an undeveloped basin. It was modeled as a developed basin that drains to proposed Manhole C. • Basin 128 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. A overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 203 discharges into the Albertson shopping center detention pond and ultimately to the Evergreen West pond. If the Albertson detention pond is removed, the development will need to account for drainage from basins 103 as well as 203. • Basin 204 drains to the existing inlets at the intersection of Bristlecone Drive and Blue Spruce Drive and ultimately into the Evergreen West Pond. This intersection will need to be improved with either grading or new storm sewer. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 205 discharges to an existing storm sewer system along the east side of the Albertson Shopping center. This storm sewer ultimately discharges into Evergreen West Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 206 drains to proposed Inlet B7A, If redeveloped, the basin will continue to drain to this inlet. • Basin 207 drains to the existing inlets at the intersection of Bristlecone Drive and Blue Spruce Drive and ultimately into the Evergreen West Pond. This intersection will need to be improved with either grading or new storm sewer. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 209 drains to proposed Inlet B8A. If redeveloped, the basin will continue to drain to this inlet. • Basin 213 drains overland to an existing drainage swale to the east of the basin and ultimately to proposed Inlet A6. If redeveloped, the basin will continue to drain to this inlet. The drainage swale on the east side of the basin can be removed as long as the basin ultimately drains to the proposed storm sewer system. • Basin 214 drains to the existing inlets at the intersection of Bristlecone Drive and Blue Spruce Drive and ultimately into the Evergreen West Pond. This intersection will need to be improved with either grading or new storm sewer. • Basin 221 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. 3.5 Ayres Associates • Basin 224 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole B6. • Basin 225 drains via curb and gutter to proposed Inlet B10A and to the intersection of Conifer and Blue Spruce (proposed Inlets B9A and B9B). If redeveloped, the basin will continue to drain to these inlets. • Basin 226 drains overland to proposed Inlet B5A. If redeveloped, the basin will continue to drain to the inlet. This basin drains through basins 326 and 426 and will need to accounted for in the drainage of these basins. • Basin 227 drains overland to the intersection of Conifer and Red Cedar Circle to proposed Inlets B4A and B4B. If redeveloped, this basin will continue to drain to these inlets. This basin drains through basins 228, 328 and 229 and will need to accounted for in the drainage of these basins. • Basin 228 drains overland to the intersection of Conifer and Red Cedar Circle to proposed Inlets B4A and B4B. If redeveloped, this basin will continue to drain to these inlets. Basin 227 drains through this basins and will need to be accounted for in the redevelopment of basin 228. • Basin 229 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole B5. • Basin 230 drains overland to the Evergreen West pond outlet swale to the east of the basin. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 304 discharges to an existing storm sewer system along the east side of the Albertson Shopping center. This storm sewer ultimately discharges into Evergreen West Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 305 is an undeveloped basin that discharges to an existing storm sewer system along the east side of the Albertson Shopping center. This storm sewer ultimately discharges into Evergreen West Pond. When developed, the existing basin drainage patterns need to remain or be improved. • Basin 306 drains to the existing inlets at the intersection of Bristlecone Drive and Blue Spruce Drive and ultimately into the Evergreen West Pond. This intersection will need to be improved with either grading or new storm sewer. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 313 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole Riser A8. • Basin 315 drains overland and through existing storm sewer to proposed Inlet C3. If redeveloped, the basin will continue to drain to this inlet. 3.6 Ayres Associates • Basin 316 currently drains to an onsite detention ponds. This pond will be removed with the construction of the re-aligned Vine Drive. The basin will flow overland to proposed Inlet C4B. If redeveloped, the basin will continue to drain to this inlet. • Basin 317 was modeled as discharging into proposed Manhole C7. The proposed storm sewer required to connect the basin to the proposed manhole was not designed with the NECCO project. • Basin 318 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet C4A. • Basin 320 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole A1. The storm sewer that would be required to connect this basin with the proposed manhole was not designed with the NECCO project. • Basin 321 was modeled as discharging into proposed Manhole A1. The storm sewer that would be required to connect this basin with the proposed manhole was not designed with the NECCO project. • Basin 324 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole B6. Basin 424 drains through this basin and will need to be accounted for in the development of basin 324 and 326. • Basin 326 drains overland to proposed Inlet B6A. If redeveloped, the basin will continue to drain to the inlet. Basin 424 and part of Basin 226 drain through this basin and will need to be accounted for in the redevelopment of basins 326 and 324. • Basin 327 is currently an undeveloped basin. This basin contains the proposed regional Detention Pond. • Basin 328 drains to an existing onsite detention pond. This pond will connect into the proposed storm sewer at Manhole B5. If redeveloped, the existing basin drainage patterns need to remain or be improved and ultimately connect into the proposed manhole. • Basin 330 is currently an undeveloped basin. It was modeled as a developed basin that drains into the Evergreen West Pond outlet swale just east of the basin. • Basin 407 drains to an existing onsite detention pond. This pond will connect into the proposed storm sewer at Manhole Riser C2. If redeveloped, the basin can discharge directly into the proposed storm sewer and the detention pond can be removed. • Basin 408 is currently an undeveloped basin. It was modeled as a developed basin that drains to proposed Manhole C1. • Basin 410 is the Old Town North development. This basin currently discharges into an existing detention pond with ultimately discharges into Lake Canal. With the NECCO project, this basin will continue to discharge into the existing detention pond. However, a storm sewer (A3) was designed to pick up the flow from the detention pond and re-route them from the Lake Canal and into the proposed storm sewer (Line A). 3.7 Ayres Associates • Basin 412 is currently an undeveloped basin consisting of the Raptor Center. It was modeled as a developed basin that drains into proposed Manhole A1. The storm sewer that would be required to connect this basin with the proposed manhole was not designed with the NECCO project. • Basin 413 is currently an undeveloped basin. It was modeled as a developed basin that drains into the proposed Regional Detention Pond. The storm sewer that would drain this basin to the proposed detention facility was not designed with the NECCO project. The future pipe will cross the re-aligned Vine Drive. This pipe crossing must take into account the GWET and NEWT waterline clearances. These clearances are very critical. • Basin 414 consists of the Alta Vista development. If redeveloped, the basin was modeled as discharging into proposed Manhole Riser A4 (or downstream of transition A1). The storm sewer that would be required to connect this basin with the proposed manhole was not designed with the NECCO project. • Basin 417 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole Riser A3. • Basin 417 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 418 is currently an undeveloped basin. It was modeled as a developed basin that drains downstream of the proposed Manhole Riser A2. • Basin 419 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 420 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 421 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 422 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 424 drains overland to proposed Inlet B6A. If redeveloped, the basin will continue to drain to the inlet. This basin drains through basins 324 and 326 and will need to accounted for in the drainage of these basins. • Basin 426 is currently an undeveloped basin. It was modeled as a developed basin that drains to proposed Manhole B5. Basin 226 drains through this basin and will need to be accounted for in the redevelopment of basin 426. • Basin 427 drains overland to proposed Inlet B6A. • Basin 510 currently drains into the Lake Canal. This basin was not further analyzed with the NECCO project. 3.8 Ayres Associates • Basin 512 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 513 ultimately drains to the Evergreen East Pond via overland flow, curb and gutter or an existing storm sewer system. This Evergreen East Pond was modeled as ultimately draining into the proposed storm sewer Line A4. If redeveloped, the existing drainage patterns are to remain, or be improved, and the basin will ultimately drain into the proposed system. • Basin 517 was modeled as discharging into proposed Manhole C7. The proposed storm sewer required to connect the basin to the proposed manhole was not designed with the NECCO project. • Basin 524 drains via curb and gutter to proposed Inlet B10A. If redeveloped, the development will tie into proposed Manhole B9. • Basin 526 is currently an undeveloped basin. It was modeled as a developed basin that drains to the proposed Regional Detention Pond. • Basin 604 is currently a undeveloped basin. It was modeled as a developed basin that drains to the intersection of Blue Spruce Drive and Bristlecone Drive and ultimately to the Evergreen West Pond via storm sewer. This storm sewer was not designed with the NECCO project. • Basin 612 is currently an undeveloped basin which ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 624 is mainly an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole B2. It can also drain into proposed Manhole B1. • Basin 625 is mainly an undeveloped basin. It currently drains via curb and gutter to the intersection of Conifer and Blue Spruce to proposed Inlet B9A. It was modeled as a developed basin that connected into proposed Inlet B9A. • Basin 626 drains via curb and gutter to proposed Inlet B10B. If redeveloped, the basin will continue to drain to these inlets. • Basin 627 drains via curb and gutter to the intersection of Conifer and Blue Spruce to proposed Inlet B9B. If redeveloped, the basin will continue to drain to this inlet. • Basin 628 drains via curb and gutter to the intersection of Conifer and Blue Spruce to proposed Inlet B9A. 3.9 Ayres Associates • Basin 704 drains to the existing inlets at the intersection of Bristlecone Drive and Blue Spruce Drive and ultimately into the Evergreen West Pond. This intersection will need to be improved with either grading or new storm sewer. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 712 ultimately drains to the Redwood Pond via overland flow, curb and gutter or an existing storm sewer system. An overflow weir at Redwood Pond will ultimately need to be constructed in order to insure the conveyance of the storm flows into the Redwood Pond. If redeveloped, the existing basin drainage patterns need to remain or be improved. • Basin 726 drains to the Evergreen West Pond outlet swale through a proposed curb-cut on the south side of Conifer. • Basin 810 is currently an undeveloped portion of the Old Town North Development. It was modeled as a developed basin that drains into the proposed Regional Detention Pond. The storm sewer that is required to connect this basin to the proposed detention facility was not designed with the NECCO project. The future pipe will cross the re- aligned Vine Drive. This pipe crossing must take into account the GWET and NEWT waterline clearances. These clearances are very critical. • Basin 812 was modeled as Redwood Pond. It will discharge into Storm Line A2. • Basin 912 is currently an undeveloped basin. It was modeled as a developed basin that drains into the Evergreen West Pond outlet swale just west of the basin. • Basin 930 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet C6B. • Basin 931 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet C6A. • Basin 950 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet A5B. • Basin 951 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet A5A. • Basin 960 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet A7B. • Basin 961 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet A7A. • Basin 970 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet A8B. • Basin 971 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet A8A. 3.10 Ayres Associates • Basin 980 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet A9B. • Basin 981 is currently an undeveloped basin. It was modeled as a developed basin consisting of the re-aligned Vine Drive and to proposed Inlet A9A. Refer to Exhibit 1 in Appendix B for the updated 100-year ModSWMM Basin Map. 4.1 Ayres Associates 4. FINAL STORM SEWER DESIGN AND HYDRAULIC ANALYSIS ModSWMM was used to develop the basin hydrographs only, while EPA SWMM 5.0.013 was used for the hydraulic routing of the basins in the developed condition with proposed facilities model. EPA SWMM was used to model the inflows and outflows of the existing Evergreen West and Redwood Ponds as well as model the proposed storm sewer lines A, B, C, and E. The input requirements for the EPA SWMM 5.0.013 model include the following: • Pipe lengths, diameters, inverts and material • Reservoir stage vs. area information for each pond • Inflow hydrographs – These were developed from the ModSWMM analysis described previously • Geometry of outlet structures, i.e., weirs, orifices etc. UD Inlet version 2.14a was used to size inlets for each system. The City of Fort Collins Storm Drainage Criteria was followed to determine the street carrying capacity and encroachment for the 100-year storm event. The same criterion was followed to size the inlets along re-aligned Vine Drive for the 10-year storm event. Snout oil-water debris separators are incorporated into the design of the inlets along realigned Vine Drive (refer to Appendix D for the inlet calculations). Following is a list summarizing the detention and water quality assumption made for each basin during the final design process: • Undeveloped properties east of Redwood require future on-site detention and water quality. These basins were modeled assuming a proposed detention facility 100-year release rate of 0.2 cfs/acre. - Basins: 113, 114*, 115, 116, 117, 313, 320, 412, 417, 418, 419*, 420*, 421*, 422* *These basins do not discharge into the proposed NECCO Storm Sewer. • The undeveloped area south of Conifer Street, west of Redwood and north of the proposed re-aligned Vine Drive would discharge into the regional pond without on-site detention or water quality. - Basins: 126, 127, 327*, 408, 526, 726 *Proposed Regional Detention Pond • Dry Creek, behind Autozone and south to the Proposed East Vine Drive, will be filled in. Currently basins 407, 316 and 315 drain into Dry Creek. Currently Basin 407 drains into an existing detention pond. This pond will be connected into the proposed storm sewer. This pond can be removed as long as basin 407 ultimately discharges into the proposed NECCO storm sewer system. Currently Basin 316 drains into an existing detention pond. This pond will be removed with the construction of the re-aligned Vine Drive. The flow that currently travels to the southern pond will be conveyed overland to Vine Drive where it will be collected in the proposed storm sewer. 4.2 Ayres Associates Basin 316 currently discharges into Dry Creek via overland flow and an existing storm sewer. With the removal of Dry Creek, the basin will discharge into the proposed NECCO storm sewer. Conveyance, detention, and water quality will be provided for these basins in the regional detention pond. If these basins are re-developed, the current percent impervious value (as modeled) as well as the total runoff for the basin will need to be maintained. If these values are increased then detention will be required so the total runoff matches current conditions. Water quality does not need to be provided. - Basins and current I% (percent impervious): 315 (85%), 407 (49.2), 316 (44.4%) • The undeveloped area north of Conifer Street would provide on-site detention when development occurs. Water Quality will not need to be provided. These basins were modeled assuming a proposed detention facility 100-year release rate of 0.2 cfs/acre. - Basins: 102, 224, 229, 305, 324, 330, 426, 604, 624, 625 • Re-developing land north of Conifer Street would be required to provide the same amount of detention that they currently provide. The re-developing land will need to maintain the current percent impervious value (as modeled) as well as the total runoff for the basin. If these values are increased then detention will be required so the total runoff matches current conditions during a 100-year event. Water quality does not need to be provided. - Basins and current I% (percent impervious): 104 (49.6%), 124 (85%), 203 (85%), 204 (85%), 205 (86.7%), 206 (85%), 207 (85%), 209 (85%), 214 (85%), 225 (85%), 226 (85%), 227 (85%), 228 (85%), 230 (85%), 304 (85%), 306 (85%), 326 (85%), 328 (85%), 424 (85%), 427 (85%), 524 (85%), 626 (89.4%), 627 (85%), 628 (85%), 704 (85%) • The Albertson Shopping Center detention pond, located southwest of Albertsons on basin 103, currently discharges into a storm sewer that runs east along Bristlecone Drive and outfalls into a swale that enters the Evergreen West Pond. The analysis assumed that the existing Albertsons pond would be removed once the downstream improvements are built. Albertsons will be required to collect their undetained storm runoff and convey it to the Evergreen West Pond. The Evergreen West swale has the capacity to convey undetained flows from Albertsons. However, the developer will need to analyze the proposed outfall with the NECCO improvements as well as with existing conditions prior to removal of the pond. Basin 203 currently drains into the Albertson Center Detention Pond. With the removal of the detention pond, the flows from basin 203 will need to be accounted for in the design of the new storm sewer. - Basins: 103 • Re-developed properties east of Redwood will need to maintain the current percent impervious value (as modeled) as well as the total runoff for the basin during a 100-year event. If these values are increased then detention will be required so the total runoff matches current conditions during a 100-year event. The developments have to provide onsite water quality. - Basins and current I% (percent impervious): 213 (55%), 414 (66.5), 321 (67.4%) 4.3 Ayres Associates • Inlets located along re-aligned Vine Drive would be constructed with the roadway project and will be adjusted as needed per final design of the re-aligned Vine Drive. These basins do not require detention and water quality will be provided through the use of BMP Snouts. - Basins: 318, 930, 931, 950, 951, 960, 961, 970, 971, 980, 981 • Existing storm sewer in Redwood Street, combined with the street capacity, meets the City of Fort Collins street criteria for the 100-year event, therefore it is considered adequate. Re-developed properties will need to maintain the current percent impervious value (as modeled) as well as the total runoff for the basin during a 100-year event. If these values are increased then detention will be required so the total runoff matches current conditions during a 100-year event. The developments do not have to provide onsite water quality, it will be provided in the Redwood Pond. - Basins and current I% (percent impervious): 112 (64.5%), 118 (55%), 119 (60.2%), 120 (65.4%), 121 (30.7%), 122 (5%), 123 (55%), 128 (5%), 221 (85%), 512 (55%), 612 (5%), 712 (70.8%), 812 (----)* *Redwood Pond • Due to the location of the following basins, water quality and detention does not need to be provided if the basins ultimately discharge into the Regional Detention Pond. It will be provided in the proposed Regional Detention Pond. - Basins: 912, 810, 413 • Re-developed properties south of the re-aligned Vine Drive will need to maintain the current percent impervious value (as modeled) as well as the total runoff for the basin during a 100-year event. If these values are increased then detention will be required so the total runoff matches current conditions during a 100-year event. The developments do not have to provide onsite water quality, it will be provided in the Redwood Pond. - Basins and current I% (percent impervious): 317 (37.6%), 517 (49.1%) • The Old Town North Basin provides its own detention and water quality. The proposed storm Line A3 will connect into the outlet of the existing detention pond for the development. Water quality and detention is not provided in the proposed Regional Detention Pond. - Basin: 410 • Rating Curves for the ponds which currently contain water, i.e., The Evergreen West Pond and the Redwing Marsh Pond, start at the "normal pool" water surface elevation. The "normal pool" water surface elevation is the normal/constant water surface elevation in the pond based on the elevation of the pond outlet. The rating curve therefore, does not take into account the full volume in the pond, just the volume available for storage above the elevation of the outlet. This was done because the pond volume below the pond outlet is typically full of water prior to a storm event and therefore not available for storage. The 100-year EPA SWMM model results are included in Appendix C. Figure 4.1 represents the backbone structure of the proposed storm infrastructure as described in the following sections. Figure 4.2 depicts the future detention and water quality requirements as mentioned above. 4.4 Ayres Associates Figure 4.1. Proposed storm infrastructure. 4.13 Ayres Associates The Regional Detention Pond has been sized for additional flows generated from the un- developed portion of the Old Town North development. A storm sewer was not designed to convey the flows north to the proposed Regional Detention Pond. When this storm sewer is designed, special considerations must be given to the GWET and NEWT waterline crossings. These clearances are very critical. Laterals C6A and C6B are located just west of the regional detention pond along re-aligned Vine Drive. Lateral C5A is at the intersection of Blondel and Future Vine Drive. This inlet will reduce flows from Blondel Street. Laterals C4A and C4B are placed just east of College Avenue and the future re-aligned Vine Drive. The inlets located within the re-aligned Vine Drive were designed for the 10-year minor storm event and the 100-year major storm event being handled within the road, based on current COFC criteria. Table 4.5 shows Storm Line C1 and C2, 10- and 100-Year Inlet Summary. Table 4.5. Storm Line C1 and C2, 10- and 100-Year Inlet Summary. ID Number and Type Condition 10- / 100-Year Flow to Inlet (cfs) 10- / 100-Year Capture % 10- / 100-Year Carry-Over (cfs) Carry-Over Location Inlet C6A 3-Type 13 Combination On-Grade 5 / 11 90 / 83 1/ 2 A5A Inlet C6B 3-Type 13 Combination On-Grade 5 / 11 87/ 77 1 / 3 A5B Inlet C5A 1-Type 13 Combination On-Grade 5 / 5 100 - - Inlet C4A 2-Type 13 Combination Sump 4.5 / 10 100 - - Inlet C4B 3-Type 13 Combination Sump 10 / 27 100 - - Inlet C3A 3-Type C Orifice/Weir 24 / 60 - - - A headwall with wing walls and scour stop are incorporated into the outlet of Storm Line C1 and C2. Scour stop was sized by the manufactured. Storm Line C1 will discharge approximately 202 cfs to the regional pond during a 100-year storm. Storm Line C2 will discharge approximately 50 cfs into the regional pond during a 100-year storm. EPA SWMM Hydraulic Modeling EPA SWMM was used to model the capacity of the parallel Storm Sewer Lines C1 and C2. The model results show the energy grade line of the system to be below the flowline of the inlets, therefore the inlets will function properly during a 10- and 100-year event. 4.4 Redwood Pond The existing Redwood Pond currently outfalls into existing drainage swale that conveys the storm water to the Evergreen East Pond. The swale and downstream system does not meet City of Fort Collins drainage criteria for the 100-year event. The improvements to the pond included re-grading the pond to outlet at the southeast corner of the site. This outlet will ultimately discharge into the proposed storm sewer in re-aligned Vine Drive. The re-graded pond has the same footprint and top of berm elevation as the existing pond. A water quality 4.14 Ayres Associates outlet structure is proposed prior to discharging into the proposed storm sewer system. A 4- foot concrete trickle pan is incorporated into the pond bottom to direct low flows due to minimal slope across the pond. The overall footprint encompasses approximately 3.5 acres at an approximate depth of 6 ft. The required 100-year detention volume is 7.70 ac-ft with an additional 2.16 ac-ft of storage below the detention storage for water quality. Table 4.6 shows the major characteristics of Redwood Pond. Table 4.6. Redwood Pond. Description Elevation (ft) Pond Volume (ac-ft) Pond Depth (ft) Pond Invert 4953.10 --- --- Outlet Structure Elevation 4955.12 2.16 2.02 100-year WSEL 4957.75 9.86 4.65 Spillway into Pond 4958.39 11.94 5.29 Top of Pond 4959 14.00 5.90 WSEL = Water Surface Elevation The outlet structure for the redwood pond is a combination of two Type C inlets in series. The inlets will be separated by a steel plate with an orifice opening sized to provide a 40- hour drain time for the water quality portion of the pond. One of the frequent maintenance issues associated with water quality structures is the clogging of the orifice plates. For this reason we are proposing to install an 18F snout oil-water debris separator inside the first Type C inlet over the water quality plate. The snout should prevent the orifice plate from clogging. The second Type C inlet will be set at the water quality elevation and the outlet pipe from the inlet controls the release rate from the pond. Currently an undersized storm sewer system conveys flow from inlets along Redwood Street into Redwood Pond. The series of existing inlets surcharge during the minor events creating localized flooding at the intersection of Redwood Street and Conifer Street. The existing inlets and storm sewer do not have the capacity for the 100-year runoff from the surrounding basins. An adequate storm system would require large diameter storm pipe and deep inlets to prevent surcharging. Due to existing water and sanitary conflicts in the area, and a controlled invert into Redwood Pond, the only storm sewer system that could fit within the existing constraints would be multiple shallow 12-inch diameter storm sewer culverts. These storm sewer culverts would still not alleviate the minor and major storm flooding problem. To mitigate the flooding, the design incorporates a 90-foot overflow weir graded into the pond embankment. The 100-year storm event (approximately 85 cfs) will overtop the curb at an elevation of approximately 4958.39 and be conveyed to the pond through the weir. Minor event flows will continue to be captured by the existing inlets located north of the pond. This design can be looked at in more detail during the final design process. EPA SWMM Hydraulic Modeling The proposed weir into Redwood Pond was modeled using a weir in EPA SWMM. The transverse weir option was chosen with a discharge coefficient of 3.0. During a 100-year event the 90 foot weir will convey approximately 80 cfs at a max depth of 0.45 ft. 4.15 Ayres Associates The detention pond was given an initial depth of 2.02 ft to account for water quality storage. The pond outlet structure was modeled using a combination of a low flow orifice and overflow weir. A side calculation was performed to verify the accuracy of the generated EPA SWMM rating curve out of the pond. Based on the calculations the discharge from the pond is being controlled by the outflow pipe. The model results matched the side calculations (see Appendix F for Redwood Pond Calculations). 4.5 East Vine Diversion Channel / Regional Detention Pond Outfall The future East Vine Diversion Channel will serve as the outfall to the North East College Corridor Outfall drainage system. Table 4.7 represents the tailwater rating curve that was used in the EPA SWMM model for the downstream boundary condition (Storm Line A1) at the future East Vine Diversion Channel. This rating curve is based on a conceptual design of the future channel and was taken from the preliminary HEC-RAS model of the East Vine Diversion Channel from the DC3 project (Dry Creek Connection Channel). Table 4.7. Dry Creek Tailwater Rating Curve. Time (hr) Tailwater (ft) 100-year Storm Event 0.0 4934.24 0.3 4939.31 1 4937.88 1.19 4938.29 2 4937.31 3 4936.94 4 4936.86 5 4936.79 6 4936.42 4.5.1 Storm Line A1 Storm Line A1 is a major component of the proposed storm drainage system east of Redwood Street. Storm Line A1 starts at the outlet of the regional pond and continues east along re-aligned Vine Drive. This system will outfall into the future East Vine Diversion Channel. Storm Line A1 will collect flow from the Redwood Pond outlet (Storm Line A2), the Old Town North detention pond (Storm Line A3), and the Green briar Outfall (Storm Line A4). The storm line consists of a storm sewer ranging in diameter from 48- to 54-inch RCP, 4 ft x 7 ft and 4 ft x 12 ft RCBC, contains 4 storm laterals, a total of 25-Type 13 combination inlets, snout oil-water debris separators for water quality, and a crossing at Lake Canal. Box culverts are required at the downstream end of the Storm Line A1 due to cover constraints. The box culvert is mainly located so the outside edge of the box coincides with the outside edge of the 6-foot sidewalk of the future re-aligned Vine Drive. 4.17 Ayres Associates The 60-inch GWET and 42-inch NEWT water lines were also in conflict with the proposed storm sewer in several locations along Storm Line A1, primarily at the storm lateral locations. As mentioned previously, Storm Line A1 system is constrained by the upstream and downstream inverts. The laterals are constrained by the hydraulics of the system. Discussions between the City of Fort Collins and the City of Greeley occurred during the initial design stages. The engineers from both sides offered alternatives and made accommodations where possible. An agreement was made to allow the Greeley waterlines to be within 6 inches (outside diameter) of the proposed storm sewer. Manhole risers were incorporated into the storm sewer design where the hydraulics permitted to allow shallow storm laterals. The construction drawings reflect GWET and NEWT waterline elevations as Boyle Engineering submitted to the City of Fort Collins in May 2008. The potential for future development of the land north of the re-aligned Vine Drive required Ayres to look at the feasibility of future utilities. After investigating potential sanitary sewer access locations, it was determined that any development in this area would not be able to have basements. The sanitary sewer on the east side of Redwood Street posed the greatest concern. The proposed storm sewer and Greeley waterlines create a utility barrier along re-aligned Vine Drive. Existing sanitary sewer is currently located in Alta Vista, Lemay Avenue, and Redwood Street. The sewers located in Lemay Avenue and Redwood Street do not pose a connection problem, however, the sewer located on the west side of Alta Vista would required to run at minimum grade and drop manholes would be needed to tie into this system. Other areas west and east of Redwood should not have issues connecting to existing utilities. EPA SWMM Hydraulic Modeling EPA SWMM was used to model the capacity of the Storm Sewer Lines A1. The proposed design shows the energy grade line of the system to be underground at the inlets, therefore the inlets will function properly during a 10- and 100-year event. 4.5.2 Storm Line A2 Storm Line A2 outlets Redwood Pond, continues south and connects into Storm Line A1. This system consists of storm sewer ranging in diameter from 15- to 48-inch RCP, contains 1 storm lateral and a total of 3-Type C inlets and one snout oil-water debris separator for water quality. Storm lateral A6 is placed near the cul-de sac just south of Lupine Drive. Inlet A6 will replace an existing 12-inch pipe that currently conveys flows north to the existing channel where Redwood Pond outfalls. Runoff (approximately 73 cfs) from the development will be re-directed into the proposed system. EPA SWMM Hydraulic Modeling EPA SWMM was used to model the capacity of Storm Sewer Lines A2. The analysis shows the energy grade line of the system to be below the flowline of the inlets, therefore the inlets will function properly during a 10- and 100-year event. LEGENDDRAINAGE BASINBASIN NUMBERBASIN AREA (ACRES)EXHIBIT 4.2FUTURE DETENTION AND WATER QUALITY REQUIREMENTSRESTRICT AMOUNT OF RUNOFFTO EXISTING CONDITIONS IFRE-DEVELOPED. WATER QUALITYPROVIDED IN REDWOOD PONDREQUIRE FUTURE ON-SITEDETENTION & WATERQUALITY. RELEASE RATE @ 0.20 cfs/acreREQUIRE FUTURE ON-SITEDETENTION.WATER QUALITY PROVIDEDIN REGIONAL POND.FUTURE RE-ALIGNED VINEDRIVE. WATER QUALITYPROVIDED WITH SNOUTS.DISCHARGE INTOREGIONAL POND WITHOUTFUTURE DETENTION ORWATER QUALITY.RESTRICT AMOUNT OF RUNOFFTO EXISTING CONDITIONS IFRE-DEVELOPED. FUTURE WATERQUALITY REQUIRED.RESTRICT AMOUNT OF RUNOFFTO EXISTING CONDITIONS IFRE-DEVELOPED. WATER QUALITYPROVIDED IN REGINAL POND.BASIN 103: NO DETENTION ORWATER QUALITY REQURED IFDISCHARGING INTOEVERGREEN WEST PONDCOLLEGE AVENUERED CEDAR CIRCLELEMAY AVENUEDRY CREEKBRISTLECONE DRIVECONIFER STREETNOKOMIS COURTBLUE SPRUCE DRIVECONIFER STREETLUPINE DRIVEREDWOODPONDREGIONALPONDREDWOOD STREETCOLLEGE AVENUEJEROME STREETBONDELL STREETOSIANDER STREETEAST VINE DRIVE70.0 ac68.2 ac13.2 ac18.5 ac8.7 ac29.3 ac11.4 ac9.8 ac11.4 ac4.8 ac16.4 ac3.3 ac1.3 ac31.6 ac52.7 ac21.3 ac7.4 ac18.1 ac17.0 ac2.5 ac2.7 ac2.0 ac4.6 ac2.5 ac13.1 ac3.9 ac13.7 ac1.8 ac0.2 ac7.2 ac6.0 ac3.8 ac0.6 ac2.4 ac5.2 ac1.6 ac2.6 ac35.7 ac2.6 ac1.8 ac1.8 ac1.6 ac1.2 ac0.7 ac4.2 ac2.6 ac13.6 ac13.0 ac8.6 ac7.1 ac5.1 ac4.5 ac4.2 ac10.9 ac8.2 ac19.2 ac16.0 ac32.4 ac17.5 ac9.8 ac16.6 ac29.3 ac6.0 ac10.3 ac5.9 ac1.5 ac1.3 ac21.2 ac1.2 ac1.5 ac1.1 ac1.1 ac8.2 ac1.0 ac8.6 ac5.2 ac14.8 ac2.0 ac1.6 ac3.3 ac1.4 ac5.3 ac1.2 ac1.0 ac2.7 ac2.2 ac3.9 ac3.3 ac3.4 ac4.4 ac7.9 ac0.2 ac4.2 ac1.1 ac1.7 ac2.4 ac2.0 ac1.0 ac36.2 ac5.5 ac49.1 ac Enclave at Redwood Page C October 19, 2021 Appendix C – Subcatchment Hydrology Duration (min)Intensity WQ Event (in/hr)Intensity 2-year (in/hr)Intensity 100-year (in/hr)51.4252.859.95101.1052.217.72150.9351.876.52200.8051.615.60250.7151.434.98300.6501.304.52350.5851.174.08400.5351.073.74450.4950.993.46500.4600.923.23550.4350.873.03600.4100.822.86650.3900.782.71700.3650.732.59750.3500.702.48800.3300.662.38850.3200.642.29900.3050.612.21950.2900.582.131000.2800.562.061050.2700.542.001100.2600.521.941150.2550.511.881200.2450.491.84Intensity-Duration-Frequency Tables (Rational Method) BasinOutfall IDArea (ac)Calculated Imperviousness (%)Utilized Imperviousness (%)100-Year Total Runoff Volume (ac-ft)2-Year Peak Runoff (CFS)100-Year Peak Runoff (CFS)2-Year SWMM Calculated Runoff Coefficient100-Year SWMM Calculated Runoff Coefficient113_1UD14.2852.73551.156.6536.150.5160.820113_2UD27.8641.08501.959.9350.320.4610.777113_3Pond19.7562.05652.6517.2184.070.6030.854113_4UD35.5866.84681.5510.5150.650.6320.868213NECCO A2 Storm Line7.82N/A752.1214.4167.650.6890.889413Existing NECCO Stub2.19N/A70.400.456.620.0740.585812Redwood Pond3.75N/A20.580.227.210.0250.516Pond Subcatchment Summary Table Enclave at Redwood Page D October 19, 2021 Appendix D – Detention Storage Sizing Advanced Drainage Systems, Inc.FOR STORMTECHINSTRUCTIONS,DOWNLOAD THEINSTALLATION APPSiteASSISTIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM1.STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2.STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6.MAINTAIN MINIMUM 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS.7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3OR #4.9.STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVERDIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS.10.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.11.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGNENGINEER.12.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1.STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".2.THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.MC-4500 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-4500.2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENECOPOLYMERS.3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101.4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED INSECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATIONDURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROMREFLECTIVE GOLD OR YELLOW COLORS.8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2013 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERENCLAVE - UD1FORT COLLINS, CO StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD1FORT COLLINS, COSHEETOF25NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.•DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.75MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):8.25MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):7.75MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):7.75MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):7.75TOP OF STONE:6.75TOP OF MC-4500 CHAMBER:5.7518" x 18" TOP MANIFOLD INVERT:3.2024" x 24" BOTTOM MANIFOLD INVERT:0.9424" ISOLATOR ROW PLUS INVERT:0.9424" BOTTOM CONNECTION INVERT:0.94BOTTOM OF MC-4500 CHAMBER:0.75BOTTOM OF STONE:0.00PROPOSED LAYOUT288STORMTECH MC-4500 CHAMBERS12STORMTECH MC-4500 END CAPS12STONE ABOVE (in)9STONE BELOW (in)40STONE VOID50158INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)11655SYSTEM AREA (SF)570.3SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.26"24" BOTTOM PARTIAL CUT END CAP, PART#: MC4500IEPP24B / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP29.36"18" TOP PARTIAL CUT END CAP, PART#: MC4500IEPP18T / TYP OF ALL 18" TOP CONNECTIONSBPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC450024RAMPCFLAMP2.26"24" x 24" BOTTOM MANIFOLD, ADS N-12DMANIFOLD29.36"18" x 18" TOP MANIFOLD, ADS N-12EMANIFOLD14.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)FCONCRETE STRUCTURE16.5 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)GCONCRETE STRUCTURE4" SEE DETAILHINSPECTION PORTISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS229.41'55.75'218.79'53.75'40'20'0HCDABEGF StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMSPLEASE NOTE:1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x1012.MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATIONFOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN.AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,324"(600 mm) MIN*7.0'(2.1 m)MAX12" (300 mm) MIN100" (2540 mm)12" (300 mm) MIN12" (300 mm) MIN9"(230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 30" (750 mm).60"(1525 mm)DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINPERIMETER STONE(SEE NOTE 4)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-4500END CAPSUBGRADE SOILS(SEE NOTE 3)PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)NO COMPACTION REQUIRED.ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD1FORT COLLINS, COSHEETOF35 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemINSPECTION & MAINTENANCESTEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA.INSPECTION PORTS (IF PRESENT)A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B.ALL ISOLATOR PLUS ROWSB.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC.VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLEMC-4500 ISOLATOR ROW PLUS DETAILNTSSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESCOVER PIPE CONNECTION TO END CAP WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILEMC-4500 CHAMBEROPTIONAL INSPECTION PORTMC-4500 END CAP24" (600 mm) HDPE ACCESS PIPE REQUIRED USEFACTORY PRE-CORED END CAPPART #: MC4500REPE24BC OR MC4500REPE24BWONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MC450024RAMPNOTE:INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.STORMTECH CHAMBER8" NYLOPLAST INSPECTION PORTBODY (PART# 2708AG4IPKIT) ORTRAFFIC RATED BOX W/SOLIDLOCKING COVERCONCRETE COLLARPAVEMENT12" (300 mm) MIN WIDTHCONCRETE SLAB6" (150 mm) MIN THICKNESS4" PVC INSPECTION PORT DETAIL(MC SERIES CHAMBER)NTSCONCRETE COLLAR NOT REQUIREDFOR UNPAVED APPLICATIONS4" (100 mm)SDR 35 PIPE4" (100 mm) INSERTA TEETO BE CENTERED ONCORRUGATION VALLEY4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD1FORT COLLINS, COSHEETOF45 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemMC-SERIES END CAP INSERTION DETAILNTSNOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING.MANIFOLD HEADERMANIFOLD STUBSTORMTECH END CAPMANIFOLD HEADERMANIFOLD STUB12" (300 mm)MIN SEPARATION12" (300 mm) MIN INSERTION12" (300 mm)MIN SEPARATION12" (300 mm)MIN INSERTIONMC-4500 TECHNICAL SPECIFICATIONNTSPART #STUBBCMC4500IEPP06T6" (150 mm)42.54" (1081 mm)---MC4500IEPP06B---0.86" (22 mm)MC4500IEPP08T8" (200 mm)40.50" (1029 mm)---MC4500IEPP08B---1.01" (26 mm)MC4500IEPP10T10" (250 mm)38.37" (975 mm)---MC4500IEPP10B---1.33" (34 mm)MC4500IEPP12T12" (300 mm)35.69" (907 mm)---MC4500IEPP12B---1.55" (39 mm)MC4500IEPP15T15" (375 mm)32.72" (831 mm)---MC4500IEPP15B---1.70" (43 mm)MC4500IEPP18T18" (450 mm)29.36" (746 mm)---MC4500IEPP18TWMC4500IEPP18B---1.97" (50 mm)MC4500IEPP18BWMC4500IEPP24T24" (600 mm)23.05" (585 mm)---MC4500IEPP24TWMC4500IEPP24B---2.26" (57 mm)MC4500IEPP24BWMC4500IEPP30BW30" (750 mm)---2.95" (75 mm)MC4500IEPP36BW36" (900 mm)---3.25" (83 mm)MC4500IEPP42BW42" (1050 mm)---3.55" (90 mm)NOTE: ALL DIMENSIONS ARE NOMINALNOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm)CHAMBER STORAGE106.5 CUBIC FEET (3.01 m³)MINIMUM INSTALLED STORAGE*162.6 CUBIC FEET (4.60 m³)WEIGHT (NOMINAL)125.0 lbs.(56.7 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm)END CAP STORAGE39.5 CUBIC FEET (1.12 m³)MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³)WEIGHT (NOMINAL)90 lbs.(40.8 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS,12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY.PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"CUSTOM PARTIAL CUT INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-4500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.UPPER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENINGRIBVALLEYSTIFFENING RIBBUILD ROW IN THISDIRECTIONLOWER JOINT CORRUGATIONFOOTBC52.0"(1321 mm)48.3"(1227 mm)INSTALLED60.0"(1524 mm)100.0" (2540 mm)90.0" (2286 mm)61.0"(1549 mm)32.8"(833 mm)INSTALLED38.0"(965 mm)4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD1FORT COLLINS, COSHEETOF55 Project: Chamber Model - MC-4500 Units -Imperial Number of Chambers -288 Number of End Caps -12 Voids in the stone (porosity) - 40 % Base of Stone Elevation -0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -9 in Area of system -11655 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation Cumulative Chamber Elevation Depth Area (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet)(cubic feet)(feet)(feet (feet2) 81 0.00 0.00 0.00 0.00 388.50 388.50 50129.94 6.75 50129.94 6.75 0.00 4662.00 80 0.00 0.00 0.00 0.00 388.50 388.50 49741.44 6.67 49741.44 6.67 0.08 4662.00 79 0.00 0.00 0.00 0.00 388.50 388.50 49352.94 6.58 49352.94 6.58 0.17 4662.00 78 0.00 0.00 0.00 0.00 388.50 388.50 48964.44 6.50 48964.44 6.50 0.25 4662.00 77 0.00 0.00 0.00 0.00 388.50 388.50 48575.94 6.42 48575.94 6.42 0.33 4662.00 76 0.00 0.00 0.00 0.00 388.50 388.50 48187.44 6.33 48187.44 6.33 0.42 4662.00 75 0.00 0.00 0.00 0.00 388.50 388.50 47798.94 6.25 47798.94 6.25 0.50 4662.00 74 0.00 0.00 0.00 0.00 388.50 388.50 47410.44 6.17 47410.44 6.17 0.58 4662.00 73 0.00 0.00 0.00 0.00 388.50 388.50 47021.94 6.08 47021.94 6.08 0.67 4662.00 72 0.00 0.00 0.00 0.00 388.50 388.50 46633.44 6.00 46633.44 6.00 0.75 4662.00 71 0.00 0.00 0.00 0.00 388.50 388.50 46244.94 5.92 46244.94 5.92 0.83 9991.06 70 0.00 0.00 0.00 0.00 388.50 388.50 45856.44 5.83 45856.44 5.83 0.92 9965.03 69 0.04 0.00 11.80 0.00 383.78 395.58 45467.94 5.75 45467.94 5.75 1.00 9947.27 68 0.12 0.01 33.44 0.12 375.08 408.63 45072.36 5.67 45072.36 5.67 1.08 9928.20 67 0.16 0.03 47.44 0.32 369.40 417.16 44663.73 5.58 44663.73 5.58 1.17 9907.83 66 0.21 0.05 60.11 0.57 364.23 424.91 44246.58 5.50 44246.58 5.50 1.25 9886.32 65 0.27 0.07 77.28 0.81 357.26 435.36 43821.66 5.42 43821.66 5.42 1.33 9863.68 64 0.45 0.09 130.40 1.05 335.92 467.37 43386.31 5.33 43386.31 5.33 1.42 9839.67 63 0.67 0.11 191.60 1.36 311.32 504.27 42918.93 5.25 42918.93 5.25 1.50 9814.28 62 0.80 0.14 230.12 1.70 295.77 527.59 42414.66 5.17 42414.66 5.17 1.58 9787.49 61 0.91 0.17 261.54 2.01 283.08 546.63 41887.08 5.08 41887.08 5.08 1.67 9759.29 60 1.00 0.19 288.84 2.30 272.05 563.18 41340.45 5.00 41340.45 5.00 1.75 9729.67 59 1.09 0.22 313.15 2.58 262.21 577.94 40777.26 4.92 40777.26 4.92 1.83 9698.58 58 1.16 0.24 335.08 2.90 253.31 591.29 40199.32 4.83 40199.32 4.83 1.92 9666.03 57 1.23 0.27 355.39 3.24 245.04 603.68 39608.04 4.75 39608.04 4.75 2.00 9631.98 56 1.30 0.30 374.31 3.57 237.35 615.23 39004.35 4.67 39004.35 4.67 2.08 9596.40 55 1.36 0.32 391.98 3.88 230.16 626.01 38389.13 4.58 38389.13 4.58 2.17 9559.27 54 1.42 0.35 408.59 4.17 223.39 636.16 37763.11 4.50 37763.11 4.50 2.25 9520.64 53 1.47 0.37 424.32 4.45 216.99 645.76 37126.95 4.42 37126.95 4.42 2.33 9481.09 52 1.53 0.39 439.24 4.73 210.91 654.88 36481.19 4.33 36481.19 4.33 2.42 9438.63 51 1.57 0.42 453.45 5.01 205.12 663.58 35826.31 4.25 35826.31 4.25 2.50 9394.54 50 1.62 0.44 466.96 5.28 199.60 671.85 35162.73 4.17 35162.73 4.17 2.58 9349.25 49 1.67 0.46 479.87 5.55 194.33 679.75 34490.88 4.08 34490.88 4.08 2.67 9302.04 48 1.71 0.48 492.22 5.81 189.29 687.32 33811.13 4.00 33811.13 4.00 2.75 9253.03 47 1.75 0.50 504.03 6.06 184.47 694.55 33123.81 3.92 33123.81 3.92 2.83 9202.17 46 1.79 0.53 515.32 6.30 179.85 701.47 32429.26 3.83 32429.26 3.83 2.92 9149.28 45 1.83 0.55 526.23 6.54 175.39 708.16 31727.79 3.75 31727.79 3.75 3.00 9094.41 44 1.86 0.56 536.67 6.77 171.12 714.57 31019.62 3.67 31019.62 3.67 3.08 9037.84 43 1.90 0.58 546.72 7.00 167.01 720.73 30305.06 3.58 30305.06 3.58 3.17 8978.90 42 1.93 0.60 556.37 7.22 163.06 726.65 29584.33 3.50 29584.33 3.50 3.25 8917.71 41 1.96 0.62 565.66 7.44 159.26 732.36 28857.67 3.42 28857.67 3.42 3.33 8854.20 40 2.00 0.64 574.59 7.66 155.60 737.85 28125.32 3.33 28125.32 3.33 3.42 8788.28 39 2.03 0.66 583.20 7.87 152.07 743.14 27387.47 3.25 27387.47 3.25 3.50 8719.85 38 2.05 0.67 591.49 8.08 148.67 748.24 26644.32 3.17 26644.32 3.17 3.58 8648.76 37 2.08 0.69 599.47 8.28 145.40 753.15 25896.08 3.08 25896.08 3.08 3.67 8574.79 36 2.11 0.71 607.13 8.49 142.25 757.87 25142.93 3.00 25142.93 3.00 3.75 8497.96 35 2.13 0.72 614.55 8.69 139.21 762.44 24385.06 2.92 24385.06 2.92 3.83 8417.66 34 2.16 0.74 621.70 8.88 136.27 766.85 23622.62 2.83 23622.62 2.83 3.92 8334.61 33 2.18 0.76 628.57 9.07 133.44 771.09 22855.77 2.75 22855.77 2.75 4.00 8247.83 32 2.21 0.77 635.19 9.26 130.72 775.17 22084.69 2.67 22084.69 2.67 4.08 8157.05 31 2.23 0.79 641.56 9.44 128.10 779.10 21309.52 2.58 21309.52 2.58 4.17 8062.15 30 2.25 0.80 647.67 9.62 125.58 782.88 20530.41 2.50 20530.41 2.50 4.25 7962.92 29 2.27 0.82 653.57 9.85 123.13 786.55 19747.53 2.42 19747.53 2.42 4.33 7858.61 28 2.29 0.84 659.23 10.09 120.77 790.09 18960.98 2.33 18960.98 2.33 4.42 7749.15 27 2.31 0.85 664.66 10.15 118.58 793.39 18170.89 2.25 18170.89 2.25 4.50 7633.90 26 2.33 0.86 669.87 10.30 116.43 796.61 17377.50 2.17 17377.50 2.17 4.58 7512.18 25 2.34 0.87 674.87 10.46 114.37 799.70 16580.90 2.08 16580.90 2.08 4.67 7382.73 24 2.36 0.89 679.65 10.62 112.39 802.67 15781.20 2.00 15781.20 2.00 4.75 7244.19 23 2.38 0.90 684.23 10.78 110.50 805.50 14978.53 1.92 14978.53 1.92 4.83 7095.45 22 2.39 0.91 688.60 10.92 108.69 808.22 14173.03 1.83 14173.03 1.83 4.92 6935.28 21 2.41 0.92 692.77 11.07 106.96 810.81 13364.81 1.75 13364.81 1.75 5.00 6758.18 20 2.42 0.93 696.75 11.21 105.32 813.27 12554.01 1.67 12554.01 1.67 5.08 6559.56 19 2.43 0.95 700.53 11.35 103.75 815.62 11740.74 1.58 11740.74 1.58 5.17 6331.06 18 2.44 0.96 704.11 11.48 102.26 817.86 10925.11 1.50 10925.11 1.50 5.25 6051.24 17 2.46 0.97 707.51 11.61 100.85 819.97 10107.25 1.42 10107.25 1.42 5.33 5608.49 16 2.47 0.98 710.72 11.73 99.52 821.97 9287.28 1.33 9287.28 1.33 5.42 5224.27 15 2.48 0.99 713.75 11.85 98.26 823.86 8465.31 1.25 8465.31 1.25 5.50 5098.93 14 2.49 1.00 716.62 11.97 97.06 825.65 7641.45 1.17 7641.45 1.17 5.58 5005.87 13 2.50 1.01 719.33 12.08 95.93 827.35 6815.80 1.08 6815.80 1.08 5.67 4903.60 12 2.51 1.02 721.87 12.19 94.87 828.94 5988.45 1.00 5988.45 1.00 5.75 4746.95 11 2.51 1.02 724.24 12.29 93.89 830.42 5159.51 0.92 5159.51 0.92 5.83 4662.00 10 2.53 1.03 727.76 12.39 92.44 832.59 4329.09 0.83 4329.09 0.83 5.92 4662.00 9 0.00 0.00 0.00 0.00 388.50 388.50 3496.50 0.75 3496.50 0.75 6.00 4662.00 8 0.00 0.00 0.00 0.00 388.50 388.50 3108.00 0.67 3108.00 0.67 6.08 4662.00 7 0.00 0.00 0.00 0.00 388.50 388.50 2719.50 0.58 2719.50 0.58 6.17 4662.00 6 0.00 0.00 0.00 0.00 388.50 388.50 2331.00 0.50 2331.00 0.50 6.25 4662.00 5 0.00 0.00 0.00 0.00 388.50 388.50 1942.50 0.42 1942.50 0.42 6.33 4662.00 4 0.00 0.00 0.00 0.00 388.50 388.50 1554.00 0.33 1554.00 0.33 6.42 4662.00 3 0.00 0.00 0.00 0.00 388.50 388.50 1165.50 0.25 1165.50 0.25 6.50 4662.00 2 0.00 0.00 0.00 0.00 388.50 388.50 777.00 0.17 777.00 0.17 6.58 4662.00 1 0.00 0.00 0.00 0.00 388.50 388.50 388.50 0.08 388.50 0.08 6.67 4662.00 6.75 4662.00 StormTech MC-4500 Cumulative Storage Volumes Enclave - UD1 10917 sf min. area To be copied as stage-area table [copy to new spreadsheet and save as a text (tab delimited file) or copy and paste directly into software] Include Perimeter Stone in Calculations Click Here for Metric Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.050 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length =1500 ft 0.00 4,662 0.00 0.86 Watershed Area =5.00 acres 0.25 4,662 0.25 0.86 Watershed Imperviousness =75.0%percent 0.50 4,662 0.50 0.86 Percentage Hydrologic Soil Group A =0.0%percent 0.75 4,662 0.75 0.86 Percentage Hydrologic Soil Group B =0.0%percent 1.00 9,947 1.00 0.86 Percentage Hydrologic Soil Groups C/D =100.0%percent 1.25 9,886 1.25 0.86 1.50 9,814 1.50 0.86 User Input 17 1.75 9,730 1.75 0.86 2.00 9,632 2.00 0.86 2.25 9,521 2.25 0.86 2.50 9,395 2.50 0.86 WQCV Treatment Method =40.00 hours 2.75 9,253 2.75 0.86 3.00 9,094 3.00 0.86 3.25 8,918 3.25 0.86 3.50 8,720 3.50 0.86 3.75 8,498 3.75 0.86 4.00 8,248 4.00 0.86 4.25 7,963 4.25 0.86 4.50 7,634 4.50 0.86 4.75 7,244 4.75 0.86 5.00 6,758 5.00 0.86 5.25 6,051 5.25 0.86 5.50 5,099 5.50 0.86 5.75 4,747 5.75 0.86 6.00 4,662 6.00 0.86 6.25 4,662 6.25 0.86 6.50 4,662 6.50 0.86 6.75 4,662 6.75 0.86 After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =0.82 1.00 1.40 1.50 2.86 in Calculated Runoff Volume =0.125 0.243 0.323 0.467 0.555 1.101 acre-ft OPTIONAL Override Runoff Volume =0.075 0.145 0.992 acre-ft Inflow Hydrograph Volume =0.074 0.144 0.322 0.467 0.554 0.991 acre-ft Time to Drain 97% of Inflow Volume =0.9 2.4 4.8 6.7 7.9 13.8 hours Time to Drain 99% of Inflow Volume =0.9 2.4 4.8 6.8 8.1 14.1 hours Maximum Ponding Depth =0.00 0.31 1.23 1.80 2.15 4.14 ft Maximum Ponded Area =0.11 0.11 0.23 0.22 0.22 0.19 acres Maximum Volume Stored =0.000 0.033 0.173 0.302 0.380 0.788 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet UD1 - Enclave at Redwood City of Fort Collins, CO UD1 SDI.xlsm, Design Data 10/19/2021, 10:24 AM WQCV_Trigger =1 RunOnce=1 CountA=1 Draintime Coeff=1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 0 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV UD1 SDI.xlsm, Design Data 10/19/2021, 10:24 AM Advanced Drainage Systems, Inc.FOR STORMTECHINSTRUCTIONS,DOWNLOAD THEINSTALLATION APPSiteASSISTIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM1.STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2.STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6.MAINTAIN MINIMUM 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS.7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3OR #4.9.STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVERDIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS.10.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.11.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGNENGINEER.12.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1.STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".2.THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.MC-4500 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-4500.2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENECOPOLYMERS.3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101.4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED INSECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATIONDURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROMREFLECTIVE GOLD OR YELLOW COLORS.8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2013 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERENCLAVE - UD2FORT COLLINS, CO StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD2FORT COLLINS, COSHEETOF25NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.•DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):16.25MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):11.75MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):11.25MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):11.25MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):11.25TOP OF STONE:10.25TOP OF MC-4500 CHAMBER:9.2518" x 18" TOP MANIFOLD INVERT:6.7024" x 24" BOTTOM MANIFOLD INVERT:4.4424" ISOLATOR ROW PLUS INVERT:4.4424" ISOLATOR ROW PLUS INVERT:4.4418" x 18" BOTTOM MANIFOLD INVERT:4.4118" BOTTOM CONNECTION INVERT:4.41BOTTOM OF MC-4500 CHAMBER:4.25BOTTOM OF STONE:0.00PROPOSED LAYOUT778STORMTECH MC-4500 CHAMBERS26STORMTECH MC-4500 END CAPS12STONE ABOVE (in)51STONE BELOW (in)40STONE VOID173668INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)30081SYSTEM AREA (SF)947.0SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.26"24" BOTTOM PARTIAL CUT END CAP, PART#: MC4500IEPP24B / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP1.97"18" BOTTOM PARTIAL CUT END CAP, PART#: MC4500IEPP18B / TYP OF ALL 18" BOTTOMCONNECTIONSBPREFABRICATED END CAP29.36"18" TOP PARTIAL CUT END CAP, PART#: MC4500IEPP18T / TYP OF ALL 18" TOP CONNECTIONSCPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC450024RAMP (TYP 2 PLACES)DFLAMP2.26"24" x 24" BOTTOM MANIFOLD, ADS N-12EMANIFOLD1.97"18" x 18" BOTTOM MANIFOLD, ADS N-12FMANIFOLD29.36"18" x 18" TOP MANIFOLD, ADS N-12GMANIFOLD8.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)HCONCRETE STRUCTURE5.5 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)ICONCRETE STRUCTURE28.5 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)JCONCRETE STRUCTUREW/WEIR4" SEE DETAIL (TYP 2 PLACES)KINSPECTION PORTISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS354.19'119.33'347.59'117.33'60'30'0KCDBAFHGJIE StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMSPLEASE NOTE:1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x1012.MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATIONFOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN.AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,324"(600 mm) MIN*7.0'(2.1 m)MAX12" (300 mm) MIN100" (2540 mm)12" (300 mm) MIN12" (300 mm) MIN9"(230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 30" (750 mm).60"(1525 mm)DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINPERIMETER STONE(SEE NOTE 4)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-4500END CAPSUBGRADE SOILS(SEE NOTE 3)PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)NO COMPACTION REQUIRED.ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD2FORT COLLINS, COSHEETOF35 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemINSPECTION & MAINTENANCESTEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA.INSPECTION PORTS (IF PRESENT)A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B.ALL ISOLATOR PLUS ROWSB.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC.VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLEMC-4500 ISOLATOR ROW PLUS DETAILNTSSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESCOVER PIPE CONNECTION TO END CAP WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILEMC-4500 CHAMBEROPTIONAL INSPECTION PORTMC-4500 END CAP24" (600 mm) HDPE ACCESS PIPE REQUIRED USEFACTORY PRE-CORED END CAPPART #: MC4500REPE24BC OR MC4500REPE24BWONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MC450024RAMPNOTE:INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.STORMTECH CHAMBER8" NYLOPLAST INSPECTION PORTBODY (PART# 2708AG4IPKIT) ORTRAFFIC RATED BOX W/SOLIDLOCKING COVERCONCRETE COLLARPAVEMENT12" (300 mm) MIN WIDTHCONCRETE SLAB6" (150 mm) MIN THICKNESS4" PVC INSPECTION PORT DETAIL(MC SERIES CHAMBER)NTSCONCRETE COLLAR NOT REQUIREDFOR UNPAVED APPLICATIONS4" (100 mm)SDR 35 PIPE4" (100 mm) INSERTA TEETO BE CENTERED ONCORRUGATION VALLEY4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD2FORT COLLINS, COSHEETOF45 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemMC-SERIES END CAP INSERTION DETAILNTSNOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING.MANIFOLD HEADERMANIFOLD STUBSTORMTECH END CAPMANIFOLD HEADERMANIFOLD STUB12" (300 mm)MIN SEPARATION12" (300 mm) MIN INSERTION12" (300 mm)MIN SEPARATION12" (300 mm)MIN INSERTIONMC-4500 TECHNICAL SPECIFICATIONNTSPART #STUBBCMC4500IEPP06T6" (150 mm)42.54" (1081 mm)---MC4500IEPP06B---0.86" (22 mm)MC4500IEPP08T8" (200 mm)40.50" (1029 mm)---MC4500IEPP08B---1.01" (26 mm)MC4500IEPP10T10" (250 mm)38.37" (975 mm)---MC4500IEPP10B---1.33" (34 mm)MC4500IEPP12T12" (300 mm)35.69" (907 mm)---MC4500IEPP12B---1.55" (39 mm)MC4500IEPP15T15" (375 mm)32.72" (831 mm)---MC4500IEPP15B---1.70" (43 mm)MC4500IEPP18T18" (450 mm)29.36" (746 mm)---MC4500IEPP18TWMC4500IEPP18B---1.97" (50 mm)MC4500IEPP18BWMC4500IEPP24T24" (600 mm)23.05" (585 mm)---MC4500IEPP24TWMC4500IEPP24B---2.26" (57 mm)MC4500IEPP24BWMC4500IEPP30BW30" (750 mm)---2.95" (75 mm)MC4500IEPP36BW36" (900 mm)---3.25" (83 mm)MC4500IEPP42BW42" (1050 mm)---3.55" (90 mm)NOTE: ALL DIMENSIONS ARE NOMINALNOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm)CHAMBER STORAGE106.5 CUBIC FEET (3.01 m³)MINIMUM INSTALLED STORAGE*162.6 CUBIC FEET (4.60 m³)WEIGHT (NOMINAL)125.0 lbs.(56.7 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm)END CAP STORAGE39.5 CUBIC FEET (1.12 m³)MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³)WEIGHT (NOMINAL)90 lbs.(40.8 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS,12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY.PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"CUSTOM PARTIAL CUT INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-4500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.UPPER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENINGRIBVALLEYSTIFFENING RIBBUILD ROW IN THISDIRECTIONLOWER JOINT CORRUGATIONFOOTBC52.0"(1321 mm)48.3"(1227 mm)INSTALLED60.0"(1524 mm)100.0" (2540 mm)90.0" (2286 mm)61.0"(1549 mm)32.8"(833 mm)INSTALLED38.0"(965 mm)4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD2FORT COLLINS, COSHEETOF55 Project: Chamber Model - MC-4500 Units -Imperial Number of Chambers -790 Number of End Caps -26 Voids in the stone (porosity) - 40 % Base of Stone Elevation -0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -54 in Area of system -30081 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation Cumulative Chamber Elevation Depth Area (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet)(cubic feet)(feet)(feet (feet2) 126 0.00 0.00 0.00 0.00 1002.70 1002.70 177381.39 10.50 177381.39 10.50 0.00 12032.40 125 0.00 0.00 0.00 0.00 1002.70 1002.70 176378.69 10.42 176378.69 10.42 0.08 12032.40 124 0.00 0.00 0.00 0.00 1002.70 1002.70 175375.99 10.33 175375.99 10.33 0.17 12032.40 123 0.00 0.00 0.00 0.00 1002.70 1002.70 174373.29 10.25 174373.29 10.25 0.25 12032.40 122 0.00 0.00 0.00 0.00 1002.70 1002.70 173370.59 10.17 173370.59 10.17 0.33 12032.40 121 0.00 0.00 0.00 0.00 1002.70 1002.70 172367.89 10.08 172367.89 10.08 0.42 12032.40 120 0.00 0.00 0.00 0.00 1002.70 1002.70 171365.19 10.00 171365.19 10.00 0.50 12032.40 119 0.00 0.00 0.00 0.00 1002.70 1002.70 170362.49 9.92 170362.49 9.92 0.58 12032.40 118 0.00 0.00 0.00 0.00 1002.70 1002.70 169359.79 9.83 169359.79 9.83 0.67 12032.40 117 0.00 0.00 0.00 0.00 1002.70 1002.70 168357.09 9.75 168357.09 9.75 0.75 12032.40 116 0.00 0.00 0.00 0.00 1002.70 1002.70 167354.39 9.67 167354.39 9.67 0.83 12032.40 115 0.00 0.00 0.00 0.00 1002.70 1002.70 166351.69 9.58 166351.69 9.58 0.92 12032.40 114 0.04 0.00 32.36 0.00 989.76 1022.12 165348.99 9.50 165348.99 9.50 1.00 12032.40 113 0.12 0.01 91.72 0.26 965.91 1057.89 164326.87 9.42 164326.87 9.42 1.08 12032.40 112 0.16 0.03 130.14 0.69 950.37 1081.20 163268.98 9.33 163268.98 9.33 1.17 12032.40 111 0.21 0.05 164.89 1.24 936.25 1102.38 162187.79 9.25 162187.79 9.25 1.25 12032.40 110 0.27 0.07 211.99 1.76 917.20 1130.95 161085.41 9.17 161085.41 9.17 1.33 12032.40 109 0.45 0.09 357.70 2.28 858.71 1218.69 159954.46 9.08 159954.46 9.08 1.42 12032.40 108 0.67 0.11 525.56 2.94 791.30 1319.80 158735.77 9.00 158735.77 9.00 1.50 12032.40 107 0.80 0.14 631.22 3.68 748.74 1383.64 157415.97 8.92 157415.97 8.92 1.58 12032.40 106 0.91 0.17 717.42 4.36 713.99 1435.76 156032.33 8.83 156032.33 8.83 1.67 12032.40 105 1.00 0.19 792.29 4.98 683.79 1481.07 154596.57 8.75 154596.57 8.75 1.75 12032.40 104 1.09 0.22 858.99 5.59 656.86 1521.45 153115.50 8.67 153115.50 8.67 1.83 12032.40 103 1.16 0.24 919.15 6.28 632.53 1557.96 151594.05 8.58 151594.05 8.58 1.92 12032.40 102 1.23 0.27 974.87 7.03 609.94 1591.84 150036.09 8.50 150036.09 8.50 2.00 12032.40 101 1.30 0.30 1026.75 7.74 588.91 1623.39 148444.26 8.42 148444.26 8.42 2.08 12032.40 100 1.36 0.32 1075.21 8.41 569.25 1652.87 146820.87 8.33 146820.87 8.33 2.17 12032.40 99 1.42 0.35 1120.78 9.04 550.77 1680.60 145167.99 8.25 145167.99 8.25 2.25 12032.40 98 1.47 0.37 1163.93 9.65 533.27 1706.85 143487.40 8.17 143487.40 8.17 2.33 12032.40 97 1.53 0.39 1204.87 10.25 516.65 1731.77 141780.55 8.08 141780.55 8.08 2.42 12032.40 96 1.57 0.42 1243.85 10.85 500.82 1755.52 140048.78 8.00 140048.78 8.00 2.50 12032.40 95 1.62 0.44 1280.90 11.45 485.76 1778.11 138293.26 7.92 138293.26 7.92 2.58 12032.40 94 1.67 0.46 1316.32 12.03 471.36 1799.71 136515.16 7.83 136515.16 7.83 2.67 12032.40 93 1.71 0.48 1350.20 12.59 457.59 1820.37 134715.45 7.75 134715.45 7.75 2.75 12032.40 92 1.75 0.50 1382.57 13.13 444.42 1840.12 132895.08 7.67 132895.08 7.67 2.83 12032.40 91 1.79 0.53 1413.54 13.66 431.82 1859.02 131054.96 7.58 131054.96 7.58 2.92 12032.40 90 1.83 0.55 1443.48 14.17 419.64 1877.29 129195.94 7.50 129195.94 7.50 3.00 12032.40 89 1.86 0.56 1472.12 14.67 407.98 1894.77 127318.65 7.42 127318.65 7.42 3.08 12032.40 88 1.90 0.58 1499.68 15.17 396.76 1911.60 125423.87 7.33 125423.87 7.33 3.17 12032.40 87 1.93 0.60 1526.15 15.65 385.98 1927.78 123512.27 7.25 123512.27 7.25 3.25 12032.40 86 1.96 0.62 1551.62 16.12 375.60 1943.35 121584.49 7.17 121584.49 7.17 3.33 12032.40 85 2.00 0.64 1576.14 16.59 365.61 1958.34 119641.14 7.08 119641.14 7.08 3.42 12032.40 84 2.03 0.66 1599.76 17.05 355.98 1972.78 117682.80 7.00 117682.80 7.00 3.50 12032.40 83 2.05 0.67 1622.49 17.50 346.70 1986.70 115710.02 6.92 115710.02 6.92 3.58 12032.40 82 2.08 0.69 1644.38 17.95 337.77 2000.10 113723.32 6.83 113723.32 6.83 3.67 12032.40 81 2.11 0.71 1665.38 18.39 329.19 2012.96 111723.22 6.75 111723.22 6.75 3.75 12032.40 80 2.13 0.72 1685.74 18.82 320.88 2025.43 109710.26 6.67 109710.26 6.67 3.83 12032.40 79 2.16 0.74 1705.35 19.24 312.86 2037.46 107684.83 6.58 107684.83 6.58 3.92 12032.40 78 2.18 0.76 1724.21 19.66 305.15 2049.02 105647.37 6.50 105647.37 6.50 4.00 12032.40 77 2.21 0.77 1742.36 20.06 297.73 2060.16 103598.35 6.42 103598.35 6.42 4.08 12032.40 76 2.23 0.79 1759.85 20.46 290.58 2070.88 101538.20 6.33 101538.20 6.33 4.17 12032.40 75 2.25 0.80 1776.61 20.85 283.72 2081.17 99467.31 6.25 99467.31 6.25 4.25 12032.40 74 2.27 0.82 1792.79 21.34 277.05 2091.17 97386.14 6.17 97386.14 6.17 4.33 12032.40 73 2.29 0.84 1808.30 21.86 270.64 2100.80 95294.97 6.08 95294.97 6.08 4.42 12032.40 72 2.31 0.85 1823.20 21.99 264.62 2109.82 93194.17 6.00 93194.17 6.00 4.50 12032.40 71 2.33 0.86 1837.50 22.33 258.77 2118.59 91084.35 5.92 91084.35 5.92 4.58 26598.88 70 2.34 0.87 1851.20 22.67 253.15 2127.03 88965.76 5.83 88965.76 5.83 4.67 26527.89 69 2.36 0.89 1864.33 23.01 247.76 2135.10 86838.73 5.75 86838.73 5.75 4.75 26479.59 68 2.38 0.90 1876.88 23.35 242.61 2142.83 84703.63 5.67 84703.63 5.67 4.83 26427.74 67 2.39 0.91 1888.87 23.67 237.68 2150.22 82560.79 5.58 82560.79 5.58 4.92 26372.33 66 2.41 0.92 1900.32 23.98 232.98 2157.28 80410.57 5.50 80410.57 5.50 5.00 26313.80 65 2.42 0.93 1911.22 24.29 228.50 2164.00 78253.29 5.42 78253.29 5.42 5.08 26252.20 64 2.43 0.95 1921.58 24.59 224.23 2170.40 76089.29 5.33 76089.29 5.33 5.17 26186.85 63 2.44 0.96 1931.42 24.88 220.18 2176.48 73918.88 5.25 73918.88 5.25 5.25 26117.74 62 2.46 0.97 1940.74 25.15 216.34 2182.24 71742.41 5.17 71742.41 5.17 5.33 26044.81 61 2.47 0.98 1949.55 25.42 212.71 2187.68 69560.17 5.08 69560.17 5.08 5.42 25968.04 60 2.48 0.99 1957.84 25.68 209.29 2192.82 67372.49 5.00 67372.49 5.00 5.50 25887.35 59 2.49 1.00 1965.72 25.94 206.04 2197.69 65179.67 4.92 65179.67 4.92 5.58 25802.70 58 2.50 1.01 1973.17 26.18 202.96 2202.31 62981.97 4.83 62981.97 4.83 5.67 25714.02 57 2.51 1.02 1980.14 26.41 200.08 2206.63 60779.66 4.75 60779.66 4.75 5.75 25621.25 56 2.51 1.02 1986.63 26.63 197.39 2210.66 58573.03 4.67 58573.03 4.67 5.83 25524.32 55 2.53 1.03 1996.27 26.85 193.45 2216.57 56362.37 4.58 56362.37 4.58 5.92 25423.13 54 0.00 0.00 0.00 0.00 1002.70 1002.70 54145.80 4.50 54145.80 4.50 6.00 25317.81 53 0.00 0.00 0.00 0.00 1002.70 1002.70 53143.10 4.42 53143.10 4.42 6.08 25209.55 52 0.00 0.00 0.00 0.00 1002.70 1002.70 52140.40 4.33 52140.40 4.33 6.17 25094.09 51 0.00 0.00 0.00 0.00 1002.70 1002.70 51137.70 4.25 51137.70 4.25 6.25 24974.08 50 0.00 0.00 0.00 0.00 1002.70 1002.70 50135.00 4.17 50135.00 4.17 6.33 24850.59 49 0.00 0.00 0.00 0.00 1002.70 1002.70 49132.30 4.08 49132.30 4.08 6.42 24721.87 48 0.00 0.00 0.00 0.00 1002.70 1002.70 48129.60 4.00 48129.60 4.00 6.50 24588.21 47 0.00 0.00 0.00 0.00 1002.70 1002.70 47126.90 3.92 47126.90 3.92 6.58 24449.49 46 0.00 0.00 0.00 0.00 1002.70 1002.70 46124.20 3.83 46124.20 3.83 6.67 24305.22 45 0.00 0.00 0.00 0.00 1002.70 1002.70 45121.50 3.75 45121.50 3.75 6.75 24155.54 44 0.00 0.00 0.00 0.00 1002.70 1002.70 44118.80 3.67 44118.80 3.67 6.83 24001.20 43 0.00 0.00 0.00 0.00 1002.70 1002.70 43116.10 3.58 43116.10 3.58 6.92 23840.37 42 0.00 0.00 0.00 0.00 1002.70 1002.70 42113.40 3.50 42113.40 3.50 7.00 23673.40 41 0.00 0.00 0.00 0.00 1002.70 1002.70 41110.70 3.42 41110.70 3.42 7.08 23500.06 40 0.00 0.00 0.00 0.00 1002.70 1002.70 40108.00 3.33 40108.00 3.33 7.17 23320.15 39 0.00 0.00 0.00 0.00 1002.70 1002.70 39105.30 3.25 39105.30 3.25 7.25 23133.34 38 0.00 0.00 0.00 0.00 1002.70 1002.70 38102.60 3.17 38102.60 3.17 7.33 22939.26 37 0.00 0.00 0.00 0.00 1002.70 1002.70 37099.90 3.08 37099.90 3.08 7.42 22737.30 36 0.00 0.00 0.00 0.00 1002.70 1002.70 36097.20 3.00 36097.20 3.00 7.50 22527.51 35 0.00 0.00 0.00 0.00 1002.70 1002.70 35094.50 2.92 35094.50 2.92 7.58 22308.24 34 0.00 0.00 0.00 0.00 1002.70 1002.70 34091.80 2.83 34091.80 2.83 7.67 22081.42 33 0.00 0.00 0.00 0.00 1002.70 1002.70 33089.10 2.75 33089.10 2.75 7.75 21844.43 32 0.00 0.00 0.00 0.00 1002.70 1002.70 32086.40 2.67 32086.40 2.67 7.83 21596.49 31 0.00 0.00 0.00 0.00 1002.70 1002.70 31083.70 2.58 31083.70 2.58 7.92 21337.27 30 0.00 0.00 0.00 0.00 1002.70 1002.70 30081.00 2.50 30081.00 2.50 8.00 21066.22 29 0.00 0.00 0.00 0.00 1002.70 1002.70 29078.30 2.42 29078.30 2.42 8.08 20781.25 28 0.00 0.00 0.00 0.00 1002.70 1002.70 28075.60 2.33 28075.60 2.33 8.17 20482.16 27 0.00 0.00 0.00 0.00 1002.70 1002.70 27072.90 2.25 27072.90 2.25 8.25 20167.15 26 0.00 0.00 0.00 0.00 1002.70 1002.70 26070.20 2.17 26070.20 2.17 8.33 19834.49 25 0.00 0.00 0.00 0.00 1002.70 1002.70 25067.50 2.08 25067.50 2.08 8.42 19480.69 24 0.00 0.00 0.00 0.00 1002.70 1002.70 24064.80 2.00 24064.80 2.00 8.50 19102.03 23 0.00 0.00 0.00 0.00 1002.70 1002.70 23062.10 1.92 23062.10 1.92 8.58 18695.48 22 0.00 0.00 0.00 0.00 1002.70 1002.70 22059.40 1.83 22059.40 1.83 8.67 18257.43 21 0.00 0.00 0.00 0.00 1002.70 1002.70 21056.70 1.75 21056.70 1.75 8.75 17772.79 20 0.00 0.00 0.00 0.00 1002.70 1002.70 20054.00 1.67 20054.00 1.67 8.83 17229.18 19 0.00 0.00 0.00 0.00 1002.70 1002.70 19051.30 1.58 19051.30 1.58 8.92 16603.69 18 0.00 0.00 0.00 0.00 1002.70 1002.70 18048.60 1.50 18048.60 1.50 9.00 15837.55 17 0.00 0.00 0.00 0.00 1002.70 1002.70 17045.90 1.42 17045.90 1.42 9.08 14624.30 16 0.00 0.00 0.00 0.00 1002.70 1002.70 16043.20 1.33 16043.20 1.33 9.17 13571.39 15 0.00 0.00 0.00 0.00 1002.70 1002.70 15040.50 1.25 15040.50 1.25 9.25 13228.54 14 0.00 0.00 0.00 0.00 1002.70 1002.70 14037.80 1.17 14037.80 1.17 9.33 12974.35 13 0.00 0.00 0.00 0.00 1002.70 1002.70 13035.10 1.08 13035.10 1.08 9.42 12694.63 12 0.00 0.00 0.00 0.00 1002.70 1002.70 12032.40 1.00 12032.40 1.00 9.50 12265.41 11 0.00 0.00 0.00 0.00 1002.70 1002.70 11029.70 0.92 11029.70 0.92 9.58 12032.40 10 0.00 0.00 0.00 0.00 1002.70 1002.70 10027.00 0.83 10027.00 0.83 9.67 12032.40 9 0.00 0.00 0.00 0.00 1002.70 1002.70 9024.30 0.75 9024.30 0.75 9.75 12032.40 8 0.00 0.00 0.00 0.00 1002.70 1002.70 8021.60 0.67 8021.60 0.67 9.83 12032.40 7 0.00 0.00 0.00 0.00 1002.70 1002.70 7018.90 0.58 7018.90 0.58 9.92 12032.40 6 0.00 0.00 0.00 0.00 1002.70 1002.70 6016.20 0.50 6016.20 0.50 10.00 12032.40 5 0.00 0.00 0.00 0.00 1002.70 1002.70 5013.50 0.42 5013.50 0.42 10.08 12032.40 4 0.00 0.00 0.00 0.00 1002.70 1002.70 4010.80 0.33 4010.80 0.33 10.17 12032.40 3 0.00 0.00 0.00 0.00 1002.70 1002.70 3008.10 0.25 3008.10 0.25 10.25 12032.40 2 0.00 0.00 0.00 0.00 1002.70 1002.70 2005.40 0.17 2005.40 0.17 10.33 12032.40 1 0.00 0.00 0.00 0.00 1002.70 1002.70 1002.70 0.08 1002.70 0.08 10.42 12032.40 10.50 12032.40 StormTech MC-4500 Cumulative Storage Volumes Enclave - UD2 29723 sf min. area To be copied as stage-area table [copy to new spreadsheet and save as a text (tab delimited file) or copy and paste directly into software] Include Perimeter Stone in Calculations Click Here for Metric Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.050 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length =1500 ft 0.00 12,032 0.00 1.57 Watershed Area =5.00 acres 0.33 12,032 0.33 1.57 Watershed Imperviousness =75.0%percent 0.67 12,032 0.67 1.57 Percentage Hydrologic Soil Group A =0.0%percent 1.00 12,032 1.00 1.57 Percentage Hydrologic Soil Group B =0.0%percent 1.33 12,032 1.33 1.57 Percentage Hydrologic Soil Groups C/D =100.0%percent 1.67 12,032 1.67 1.57 2.00 12,032 2.00 1.57 User Input 17 2.33 12,032 2.33 1.57 2.67 12,032 2.67 1.57 3.00 12,032 3.00 1.57 3.33 12,032 3.33 1.57 WQCV Treatment Method =40.00 hours 3.67 12,032 3.67 1.57 4.00 12,032 4.00 1.57 4.33 12,032 4.33 1.57 4.67 26,528 4.67 1.57 5.00 26,314 5.00 1.57 5.33 26,045 5.33 1.57 5.67 25,714 5.67 1.57 6.00 25,318 6.00 1.57 6.33 24,851 6.33 1.57 6.67 24,305 6.67 1.57 7.00 23,673 7.00 1.57 7.33 22,939 7.33 1.57 7.67 22,081 7.67 1.57 8.00 21,066 8.00 1.57 8.33 19,834 8.33 1.57 8.67 18,257 8.67 1.57 9.00 15,838 9.00 1.57 9.33 12,974 9.33 1.57 9.67 12,032 9.67 1.57 After completing and printing this worksheet to a pdf, go to:10.00 12,032 10.00 1.57 https://maperture.digitaldataservices.com/gvh/?viewer=cswdif 10.33 12,032 10.33 1.57 create a new stormwater facility, and 10.50 12,032 10.50 1.57 attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =0.82 1.00 1.40 1.50 2.86 in Calculated Runoff Volume =0.125 0.243 0.323 0.467 0.555 1.101 acre-ft OPTIONAL Override Runoff Volume =0.072 0.642 4.072 acre-ft Inflow Hydrograph Volume =0.072 0.642 0.322 0.467 0.554 4.072 acre-ft Time to Drain 97% of Inflow Volume =0.9 5.2 2.9 4.0 4.6 30.6 hours Time to Drain 99% of Inflow Volume =0.9 5.3 2.9 4.0 4.6 31.3 hours Maximum Ponding Depth =0.00 1.32 0.37 0.77 1.04 8.99 ft Maximum Ponded Area =0.28 0.28 0.28 0.28 0.28 0.37 acres Maximum Volume Stored =0.000 0.364 0.101 0.213 0.287 3.644 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet UD2 - Enclave at Redwood City of Fort Collins, CO UD2 SDI.xlsm, Design Data 10/19/2021, 10:32 AM WQCV_Trigger =1 RunOnce=1 CountA=1 Draintime Coeff=1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 0 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 35 40 45 50 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 8 9 10 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV UD2 SDI.xlsm, Design Data 10/19/2021, 10:32 AM Sheet 1 of 3Designer:Company:Date:Project:Location:1.Basin Storage VolumeA) Effective Imperviousness of Tributary Area, IaIa =40.0%B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i =0.400C) Contributing Watershed AreaArea = 2.313 acD) For Watersheds Outside of the Denver Region, Depth of Averaged6 = in Runoff Producing StormE) Design Concept (Select EURV when also designing for flood control)1F) Design Volume (WQCV) Based on 40-hour Drain TimeVDESIGN= ac-ft (VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft Water Quality Capture Volume (WQCV) Design Volume (VWQCV OTHER = (d6*(VDESIGN/0.43))H) User Input of Water Quality Capture Volume (WQCV) Design VolumeVDESIGN USER=0.0416 ac-ft (Only if a different WQCV Design Volume is desired)Design Procedure Form: Extended Detention Basin (EDB)Enclave at RedwoodHKSOctober 19, 2021Pond 1 - WQCVJMRUD-BMP (Version 3.07, March 2018)Choose OneExcess Urban Runoff Volume (EURV)Water Quality Capture Volume (WQCV)Pond1 WQCV.xlsm, EDB10/19/2021, 8:13 AM Project Name:Enclave at RedwoodProject No:201013Date:08/16/21Revised:10/13/21Design by:JMRNOTE: See SWMM Model for Preliminary Outlet Structure Design and Release RatesProposed On-Site Pond1Preliminary Outlet Structure DesignStage-Storage-DischargeFormulas:orifice formula: Q = CoAo(2gH)0.5, with Co = 0.60 weir formula: Q = CdLH1.5 with Cd = 2.8low-flow outletmajor-flow outlet*overflow spillwayWidth (ft):0.045.66776Invert Elevation:4957.484960.054960.25w.s. elevOutlet Orifice flowOutlet Weir flowOverflow Weir flowTotal Discharge QArea Area incrementalaccumulated Vol.(cfs)(cfs)(cfs)(cfs)(sf)(acre)volume (ac-ft)(ac-ft)4957.48- - - - - 0.00- - Bottom of outlet4958.00 - - 0.04 604 0.010.002 0.002 4958.650 - - 0.14 5,815 0.130.041 0.044 WQCV WSEL4959.00 - - 0.21 10,023 0.230.063 0.107 4960.00 - - 0.45 26,233 0.600.402 0.508 4960.251 1 - 1.94 31,428 0.720.165 0.673 Spillway/100-year WSEL4961.01 15 138 153.65 36,234 0.830.582 1.255 4961.751 35 391 427.27 39,686 0.910.653 1.909 Freeboard Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Oct 19 2021 Pond1 Spillw ay Trapezoidal Weir Crest = Sharp Bottom Length (ft)= 76.00 Total Depth (ft)= 1.50 Side Slope (z:1)= 4.00 Calculations W eir Coeff. Cw = 3.10 Compute by:Known Q Known Q (cfs)= 84.07 Highlighted Depth (ft)= 0.50 Q (cfs)= 84.07 Area (sqft)= 39.00 Velocity (ft/s)= 2.16 Top W idth (ft)= 80.00 0 10 20 30 40 50 60 70 80 90 100 110 Depth (ft)Depth (ft)Pond1 Spillway -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W .S. Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.050 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length =1500 ft 0.00 0 0.00 1.95 Watershed Area =5.00 acres 0.52 604 0.52 1.95 Watershed Imperviousness =75.0%percent 1.17 5,815 1.17 1.95 Percentage Hydrologic Soil Group A =0.0%percent 1.52 10,023 1.52 1.95 Percentage Hydrologic Soil Group B =0.0%percent 2.52 26,233 2.52 1.95 Percentage Hydrologic Soil Groups C/D =100.0%percent 2.77 31,428 2.77 1.95 3.52 36,234 3.52 1.95 User Input 17 4.27 39,686 4.27 1.95 WQCV Treatment Method =40.00 hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =0.82 1.00 1.40 1.50 2.86 in Calculated Runoff Volume =0.125 0.243 0.323 0.467 0.555 1.101 acre-ft OPTIONAL Override Runoff Volume =0.042 0.134 0.700 acre-ft Inflow Hydrograph Volume =0.041 0.134 0.322 0.467 0.554 0.700 acre-ft Time to Drain 97% of Inflow Volume =0.9 0.9 2.4 3.2 3.7 4.6 hours Time to Drain 99% of Inflow Volume =0.9 0.9 2.4 3.4 3.8 4.7 hours Maximum Ponding Depth =0.00 0.00 1.30 1.75 1.94 2.22 ft Maximum Ponded Area =0.00 0.00 0.17 0.31 0.38 0.49 acres Maximum Volume Stored =0.000 0.000 0.070 0.176 0.243 0.366 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Pond1 - Enclave at Redwood City of Fort Collins, CO Pond1 SDI.xlsm, Design Data 10/19/2021, 10:39 AM WQCV_Trigger =1 RunOnce=1 CountA=1 Draintime Coeff=1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 0 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 1 2 3 4 5 6 7 8 9 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV Pond1 SDI.xlsm, Design Data 10/19/2021, 10:39 AM Advanced Drainage Systems, Inc.FOR STORMTECHINSTRUCTIONS,DOWNLOAD THEINSTALLATION APPSiteASSISTMC-3500 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-3500.2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENECOPOLYMERS.3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED INSECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATIONDURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROMREFLECTIVE GOLD OR YELLOW COLORS.8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3OR #4.9.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.10.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.11.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".2.THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.©2013 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERENCLAVE - UD3FORT COLLINS, CO StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD3FORT COLLINS, COSHEETOF25NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.•DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00TOP OF STONE:5.50TOP OF MC-3500 CHAMBER:4.5024" x 24" BOTTOM MANIFOLD INVERT:0.9224" x 24" BOTTOM MANIFOLD INVERT:0.9224" ISOLATOR ROW PLUS INVERT:0.9224" ISOLATOR ROW PLUS INVERT:0.9218" x 18" BOTTOM MANIFOLD INVERT:0.9018" BOTTOM CONNECTION INVERT:0.90BOTTOM OF MC-3500 CHAMBER:0.75UNDERDRAIN INVERT:0.00BOTTOM OF STONE:0.00PROPOSED LAYOUT363STORMTECH MC-3500 CHAMBERS48STORMTECH MC-3500 END CAPS12STONE ABOVE (in)9STONE BELOW (in)40STONE VOID67593INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)19644SYSTEM AREA (SF)844.0SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP1.77"18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOMCONNECTIONSBPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC350024RAMP (TYP 2 PLACES)CFLAMP2.06"24" x 24" BOTTOM MANIFOLD, ADS N-12DMANIFOLD2.06"24" x 24" BOTTOM MANIFOLD, ADS N-12EMANIFOLD1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12FMANIFOLD8.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)GCONCRETE STRUCTURE8.5 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)HCONCRETE STRUCTUREW/WEIR17.0 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)ICONCRETE STRUCTUREW/WEIR6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINJUNDERDRAIN4" SEE DETAIL (TYP 2 PLACES)KINSPECTION PORTISOLATOR ROW PLUS(SEE DETAIL/TYP 2 PLACES)PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS253.90'168.10'247.42'165.50'60'30'0KFJBGCAIEHD StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMSPLEASE NOTE:1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION45x76 DESIGNATION SS.2.MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATIONFOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN.AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,345"(1140 mm)18"(450 mm) MIN*8'(2.4 m)MAX12" (300 mm) MIN77" (1950 mm)12" (300 mm) MIN6"(150 mm) MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 24" (600 mm).6" (150 mm) MINPERIMETER STONE(SEE NOTE 4)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-3500END CAPSUBGRADE SOILS(SEE NOTE 3)PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)NO COMPACTION REQUIRED.ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD3FORT COLLINS, COSHEETOF35 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemINSPECTION & MAINTENANCESTEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA.INSPECTION PORTS (IF PRESENT)A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B.ALL ISOLATOR PLUS ROWSB.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC.VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLEMC-3500 ISOLATOR ROW PLUS DETAILNTS24" (600 mm) HDPE ACCESS PIPE REQUIRED USEFACTORY PRE-CORED END CAPPART #: MC3500IEPP24BC OR MC3500IEPP24BWSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESCOVER PIPE CONNECTION TO END CAP WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILEMC-3500 CHAMBEROPTIONAL INSPECTION PORTMC-3500 END CAPONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MC350024RAMPNOTE:INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.STORMTECH CHAMBER8" NYLOPLAST INSPECTION PORTBODY (PART# 2708AG4IPKIT) ORTRAFFIC RATED BOX W/SOLIDLOCKING COVERCONCRETE COLLARPAVEMENT12" (300 mm) MIN WIDTHCONCRETE SLAB6" (150 mm) MIN THICKNESS4" PVC INSPECTION PORT DETAIL(MC SERIES CHAMBER)NTSCONCRETE COLLAR NOT REQUIREDFOR UNPAVED APPLICATIONS4" (100 mm)SDR 35 PIPE4" (100 mm) INSERTA TEETO BE CENTERED ONCORRUGATION VALLEY4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD3FORT COLLINS, COSHEETOF45 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemUNDERDRAIN DETAILNTSAABBSECTION A-ASECTION B-BDUAL WALLPERFORATEDHDPEUNDERDRAINADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILESTORMTECH END CAPADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILESTORMTECHCHAMBEROUTLET MANIFOLDSTORMTECH END CAPSTORMTECHCHAMBERSNUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMSFOUNDATION STONEBENEATH CHAMBERSFOUNDATION STONEBENEATH CHAMBERSMC-SERIES END CAP INSERTION DETAILNTSNOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING.MANIFOLD HEADERMANIFOLD STUBSTORMTECH END CAPMANIFOLD HEADERMANIFOLD STUB12" (300 mm)MIN SEPARATION12" (300 mm) MIN INSERTION12" (300 mm)MIN SEPARATION12" (300 mm)MIN INSERTIONPART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.PART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: UUPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REVDRWCHKDESCRIPTIONENCLAVE - UD3FORT COLLINS, COSHEETOF55 Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -363 Number of End Caps -48 Voids in the stone (porosity) - 40 % Base of Stone Elevation -0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -9 in Area of system -19644 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation Cumulative Chamber Elevation Depth Area (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet)(cubic feet)(feet)(feet (feet2) 66 0.00 0.00 0.00 0.00 654.80 654.80 67594.03 5.50 67594.03 5.50 0.00 7857.60 65 0.00 0.00 0.00 0.00 654.80 654.80 66939.23 5.42 66939.23 5.42 0.08 7857.60 64 0.00 0.00 0.00 0.00 654.80 654.80 66284.43 5.33 66284.43 5.33 0.17 7857.60 63 0.00 0.00 0.00 0.00 654.80 654.80 65629.63 5.25 65629.63 5.25 0.25 7857.60 62 0.00 0.00 0.00 0.00 654.80 654.80 64974.83 5.17 64974.83 5.17 0.33 7857.60 61 0.00 0.00 0.00 0.00 654.80 654.80 64320.03 5.08 64320.03 5.08 0.42 7857.60 60 0.00 0.00 0.00 0.00 654.80 654.80 63665.23 5.00 63665.23 5.00 0.50 7857.60 59 0.00 0.00 0.00 0.00 654.80 654.80 63010.43 4.92 63010.43 4.92 0.58 7857.60 58 0.00 0.00 0.00 0.00 654.80 654.80 62355.63 4.83 62355.63 4.83 0.67 7857.60 57 0.00 0.00 0.00 0.00 654.80 654.80 61700.83 4.75 61700.83 4.75 0.75 7857.60 56 0.00 0.00 0.00 0.00 654.80 654.80 61046.03 4.67 61046.03 4.67 0.83 17224.12 55 0.00 0.00 0.00 0.00 654.80 654.80 60391.23 4.58 60391.23 4.58 0.92 17141.40 54 0.06 0.00 21.09 0.00 646.37 667.45 59736.43 4.50 59736.43 4.50 1.00 17084.55 53 0.19 0.02 70.46 1.15 626.16 697.76 59068.98 4.42 59068.98 4.42 1.08 17028.31 52 0.29 0.04 106.71 1.80 611.40 719.91 58371.21 4.33 58371.21 4.33 1.17 16967.28 51 0.40 0.05 146.52 2.47 595.20 744.20 57651.31 4.25 57651.31 4.25 1.25 16907.26 50 0.69 0.07 249.45 3.24 553.72 806.41 56907.11 4.17 56907.11 4.17 1.33 16842.29 49 1.03 0.09 373.27 4.23 503.80 881.30 56100.70 4.08 56100.70 4.08 1.42 16775.61 48 1.25 0.11 453.58 5.14 471.31 930.03 55219.39 4.00 55219.39 4.00 1.50 16704.45 47 1.42 0.13 516.27 6.07 445.87 968.20 54289.36 3.92 54289.36 3.92 1.58 16629.12 46 1.57 0.14 571.05 6.93 423.61 1001.59 53321.16 3.83 53321.16 3.83 1.67 16550.69 45 1.71 0.16 619.70 7.82 403.79 1031.31 52319.57 3.75 52319.57 3.75 1.75 16468.36 44 1.83 0.18 663.74 8.72 385.81 1058.28 51288.26 3.67 51288.26 3.67 1.83 16382.34 43 1.94 0.20 703.41 9.63 369.59 1082.62 50229.98 3.58 50229.98 3.58 1.92 16290.65 42 2.04 0.22 740.82 10.48 354.28 1105.58 49147.36 3.50 49147.36 3.50 2.00 16195.43 41 2.13 0.23 774.89 11.28 340.33 1126.50 48041.78 3.42 48041.78 3.42 2.08 16097.00 40 2.22 0.25 807.39 12.02 327.03 1146.45 46915.28 3.33 46915.28 3.33 2.17 15986.08 39 2.31 0.27 837.37 12.75 314.75 1164.87 45768.83 3.25 45768.83 3.25 2.25 15875.64 38 2.38 0.28 865.67 13.44 303.16 1182.27 44603.96 3.17 44603.96 3.17 2.33 15760.56 37 2.46 0.29 892.65 14.11 292.10 1198.86 43421.70 3.08 43421.70 3.08 2.42 15637.00 36 2.53 0.31 917.73 14.78 281.80 1214.30 42222.84 3.00 42222.84 3.00 2.50 15505.71 35 2.59 0.32 941.53 15.42 272.02 1228.97 41008.54 2.92 41008.54 2.92 2.58 15368.77 34 2.66 0.33 964.15 16.05 262.72 1242.92 39779.57 2.83 39779.57 2.83 2.67 15225.05 33 2.72 0.35 985.58 16.66 253.90 1256.14 38536.65 2.75 38536.65 2.75 2.75 15073.72 32 2.77 0.36 1005.98 17.28 245.50 1268.75 37280.51 2.67 37280.51 2.67 2.83 14915.06 31 2.82 0.37 1025.35 17.87 237.51 1280.73 36011.75 2.58 36011.75 2.58 2.92 14747.61 30 2.88 0.38 1043.79 18.45 229.90 1292.14 34731.02 2.50 34731.02 2.50 3.00 14571.63 29 2.92 0.40 1061.46 19.01 222.61 1303.08 33438.88 2.42 33438.88 2.42 3.08 14386.27 28 2.97 0.41 1078.07 19.56 215.75 1313.38 32135.79 2.33 32135.79 2.33 3.17 14187.19 27 3.01 0.42 1093.52 20.10 209.35 1322.97 30822.41 2.25 30822.41 2.25 3.25 13978.41 26 3.05 0.43 1108.33 20.62 203.22 1332.17 29499.44 2.17 29499.44 2.17 3.33 13757.40 25 3.09 0.44 1123.22 21.14 197.06 1341.42 28167.27 2.08 28167.27 2.08 3.42 13518.03 24 3.13 0.45 1136.39 21.64 191.59 1349.62 26825.85 2.00 26825.85 2.00 3.50 13266.93 23 3.17 0.46 1149.14 22.12 186.30 1357.55 25476.24 1.92 25476.24 1.92 3.58 12991.45 22 3.20 0.47 1161.40 22.59 181.20 1365.20 24118.68 1.83 24118.68 1.83 3.67 12699.36 21 3.23 0.48 1172.90 23.04 176.42 1372.36 22753.49 1.75 22753.49 1.75 3.75 12375.69 20 3.26 0.49 1183.89 23.48 171.85 1379.22 21381.12 1.67 21381.12 1.67 3.83 12019.06 19 3.29 0.50 1194.36 23.90 167.49 1385.76 20001.90 1.58 20001.90 1.58 3.92 11618.41 18 3.32 0.51 1204.42 24.31 163.31 1392.04 18616.14 1.50 18616.14 1.50 4.00 11160.40 17 3.34 0.51 1213.92 24.70 159.35 1397.97 17224.10 1.42 17224.10 1.42 4.08 10575.65 16 3.37 0.52 1222.81 25.07 155.65 1403.52 15826.13 1.33 15826.13 1.33 4.17 9676.97 15 3.39 0.53 1231.48 25.42 152.04 1408.94 14422.61 1.25 14422.61 1.25 4.25 8930.38 14 3.41 0.54 1239.48 25.75 148.71 1413.94 13013.67 1.17 13013.67 1.17 4.33 8638.88 13 3.44 0.54 1247.64 26.07 145.32 1419.03 11599.73 1.08 11599.73 1.08 4.42 8373.17 12 3.46 0.55 1255.15 26.37 142.19 1423.71 10180.71 1.00 10180.71 1.00 4.50 8009.41 11 3.48 0.56 1262.77 26.65 139.03 1428.45 8756.99 0.92 8756.99 0.92 4.58 7857.60 10 3.51 0.59 1272.35 28.56 134.44 1435.34 7328.54 0.83 7328.54 0.83 4.67 7857.60 9 0.00 0.00 0.00 0.00 654.80 654.80 5893.20 0.75 5893.20 0.75 4.75 7857.60 8 0.00 0.00 0.00 0.00 654.80 654.80 5238.40 0.67 5238.40 0.67 4.83 7857.60 7 0.00 0.00 0.00 0.00 654.80 654.80 4583.60 0.58 4583.60 0.58 4.92 7857.60 6 0.00 0.00 0.00 0.00 654.80 654.80 3928.80 0.50 3928.80 0.50 5.00 7857.60 5 0.00 0.00 0.00 0.00 654.80 654.80 3274.00 0.42 3274.00 0.42 5.08 7857.60 4 0.00 0.00 0.00 0.00 654.80 654.80 2619.20 0.33 2619.20 0.33 5.17 7857.60 3 0.00 0.00 0.00 0.00 654.80 654.80 1964.40 0.25 1964.40 0.25 5.25 7857.60 2 0.00 0.00 0.00 0.00 654.80 654.80 1309.60 0.17 1309.60 0.17 5.33 7857.60 1 0.00 0.00 0.00 0.00 654.80 654.80 654.80 0.08 654.80 0.08 5.42 7857.60 5.50 7857.60 StormTech MC-3500 Cumulative Storage Volumes Enclave - UD3 19452 sf min. area To be copied as stage-area table [copy to new spreadsheet and save as a text (tab delimited file) or copy and paste directly into software] Include Perimeter Stone in Calculations Click Here for Metric Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.050 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Length =1500 ft 0.00 7,858 0.00 1.12 Watershed Area =5.00 acres 0.17 7,858 0.17 1.12 Watershed Imperviousness =75.0%percent 0.33 7,858 0.33 1.12 Percentage Hydrologic Soil Group A =0.0%percent 0.50 7,858 0.50 1.12 Percentage Hydrologic Soil Group B =0.0%percent 0.67 7,858 0.67 1.12 Percentage Hydrologic Soil Groups C/D =100.0%percent 0.83 17,224 0.83 1.12 1.00 17,085 1.00 1.12 User Input 17 1.17 16,967 1.17 1.12 1.33 16,842 1.33 1.12 1.50 16,704 1.50 1.12 1.67 16,551 1.67 1.12 WQCV Treatment Method =40.00 hours 1.83 16,382 1.83 1.12 2.00 16,195 2.00 1.12 2.17 15,986 2.17 1.12 2.33 15,761 2.33 1.12 2.50 15,506 2.50 1.12 2.67 15,225 2.67 1.12 2.83 14,915 2.83 1.12 3.00 14,572 3.00 1.12 3.17 14,187 3.17 1.12 3.33 13,757 3.33 1.12 3.50 13,267 3.50 1.12 3.67 12,699 3.67 1.12 3.83 12,019 3.83 1.12 4.00 11,160 4.00 1.12 4.17 9,677 4.17 1.12 4.33 8,639 4.33 1.12 4.50 8,009 4.50 1.12 4.67 7,858 4.67 1.12 4.83 7,858 4.83 1.12 After completing and printing this worksheet to a pdf, go to:5.00 7,858 5.00 1.12 https://maperture.digitaldataservices.com/gvh/?viewer=cswdif 5.17 7,858 5.17 1.12 create a new stormwater facility, and 5.33 7,858 5.33 1.12 attach the pdf of this worksheet to that record.5.50 7,858 5.50 1.12 Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =0.82 1.00 1.40 1.50 2.86 in Calculated Runoff Volume =0.125 0.243 0.323 0.467 0.555 1.101 acre-ft OPTIONAL Override Runoff Volume =0.121 0.244 1.389 acre-ft Inflow Hydrograph Volume =0.120 0.244 0.322 0.467 0.554 1.388 acre-ft Time to Drain 97% of Inflow Volume =1.4 3.0 3.8 5.3 6.2 14.9 hours Time to Drain 99% of Inflow Volume =1.4 3.1 3.8 5.3 6.3 15.1 hours Maximum Ponding Depth =0.03 0.46 0.77 1.09 1.29 3.46 ft Maximum Ponded Area =0.18 0.18 0.30 0.39 0.39 0.31 acres Maximum Volume Stored =0.005 0.083 0.144 0.268 0.343 1.119 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet UD3 - Enclave at Redwood City of Fort Collins, CO UD3 SDI.xlsm, Design Data 10/19/2021, 10:51 AM WQCV_Trigger =1 RunOnce=1 CountA=1 Draintime Coeff=1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 0 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 16 18 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV UD3 SDI.xlsm, Design Data 10/19/2021, 10:51 AM Project Name:Enclave at RedwoodProject No:201013Date:08/16/21Revised:10/12/21Design by:JMRNECCO Pond 308 (Redwood Pond)Preliminary Outlet Structure Design (Ultimate Condition)Stage-Storage-DischargeFormulas:orifice formula: Q = CoAo(2gH)0.5, with Co = 0.60 weir formula: Q = CdLH1.5 with Cd = 2.8low-flow outletmajor-flow outlet*overflow spillwayWidth (ft):2.922.92100Invert Elevation:495749604962.1w.s. elevOutlet Weir flowOutlet Weir flowOverflow Weir flowTotal Discharge QArea Area incrementalaccumulated Vol.(cfs)(cfs)(cfs)(cfs)(sf)(acre)volume (ac-ft)(ac-ft)4957.0- - - - 96 0.00- - 4958.08 - - 8.18 2,121 0.050.020 0.020 4959.023 - - 23.13 27,773 0.640.287 0.308 4960.042 - - 42.48 97,080 2.231.353 1.661 4961.065 8 - 73.58 140,318 3.222.710 4.370 4962.091 23 - 114.54 149,037 3.423.321 7.691 4962.1094 25 - 119.05 158,000 3.630.352 8.044 Spillway Enclave at Redwood Page E October 19, 2021 Appendix E – SWMM Model and Results Enclave_Master - Copy.txt[TITLE];;Project Title/NotesModel Created by Jericho Rapp for Harris Kocher Smith Project #201013 on 7/21/2021.[OPTIONS];;Option ValueFLOW_UNITS CFSINFILTRATION HORTONFLOW_ROUTING DYNWAVELINK_OFFSETS DEPTHMIN_SLOPE 0ALLOW_PONDING YESSKIP_STEADY_STATE NOSTART_DATE 06/03/2015START_TIME 00:00:00REPORT_START_DATE 06/03/2015REPORT_START_TIME 00:00:00END_DATE 06/04/2015END_TIME 00:00:00SWEEP_START 01/01SWEEP_END 12/31DRY_DAYS 0REPORT_STEP 00:01:00WET_STEP 00:05:00DRY_STEP 01:00:00ROUTING_STEP 0:00:01 RULE_STEP 00:00:00INERTIAL_DAMPING PARTIALNORMAL_FLOW_LIMITED BOTHFORCE_MAIN_EQUATION D-WVARIABLE_STEP 0.75LENGTHENING_STEP 0MIN_SURFAREA 12.557MAX_TRIALS 8HEAD_TOLERANCE 0.005SYS_FLOW_TOL 5LAT_FLOW_TOL 5MINIMUM_STEP 0.5THREADS 1[EVAPORATION];;Data Source Parameters;;-------------- ----------------CONSTANT 0.0DRY_ONLY NO[RAINGAGES];;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ----------RG1 INTENSITY 0:05 1.0 TIMESERIES 100-year [SUBCATCHMENTS];;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------Basin_812 RG1 Pond_Redwood 3.75 2 544.5 0.5 0 Basin_113_4 RG1 UD3 5.5838 68 2432.3 .6 0 Basin_113_2 RG1 UD2 7.8575 50 1342.2 .5 0 Basin_213 RG1 A2_8 7.82 75 1946.5 .4 0 Basin_413 RG1 NECCO_Stub 2.1911 7 374.29 1 0 Basin_113_1 RG1 UD1 4.2787 55 1863.8 .75 0 Basin_113_3 RG1 Pond1 9.7512 65 2831.8 .8 0 Page 1 Enclave_Master - Copy.txtEX_118 RG1 EX_32 1.26 40 921 1 0 EX_112 RG1 EX_34 47.81 9.3 5566 .8 0 [SUBAREAS];;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------Basin_812 .016 .25 .1 .3 1 OUTLET Basin_113_4 .016 .25 .1 .3 1 OUTLET Basin_113_2 .016 .25 .1 .3 1 OUTLET Basin_213 .016 .25 .1 .3 1 OUTLET Basin_413 .016 .25 .1 .3 1 OUTLET Basin_113_1 .016 .25 .1 .3 1 OUTLET Basin_113_3 .016 .25 .1 .3 1 OUTLET EX_118 .016 .25 .1 .3 1 OUTLET EX_112 .016 .25 .1 .3 1 OUTLET [INFILTRATION];;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ----------Basin_812 .51 .5 6.48 7 0 Basin_113_4 .51 .5 6.48 7 0 Basin_113_2 .51 .5 6.48 7 0 Basin_213 .51 .5 6.48 7 0 Basin_413 .51 .5 6.48 7 0 Basin_113_1 .51 .5 6.48 7 0 Basin_113_3 .51 .5 6.48 7 0 EX_118 .51 .5 6.48 7 0 EX_112 .51 .5 6.48 7 0 [JUNCTIONS];;Name Elevation MaxDepth InitDepth SurDepth Aponded ;;-------------- ---------- ---------- ---------- ---------- ----------A2_10 4953.10 7.89 0 1.11 0 A2_8 4952.54 8.32 0 0 0 A2_1 4946.69 13.33 0 0 0 A2_9 4952.82 8.96 0 0 0 A2_7 4952.08 9.82 0 0 0 A2_6 4950.04 14.64 0 0 0 A2_5 4949.57 15.56 0 0 0 A2_4 4949.27 15.62 0 0 0 A2_3 4948.49 15.48 0 0 0 A2_2 4947 13.36 0 0 0 EX_32 4965.1 5.5 0 0 0 EX_32a 4965.1 5.5 0 0 0 EX_34 4962.15 3.95 0 0 0 EX_79 4959.59 5 0 9 0 RedwoodChannel 4959 4 0 0 0 Pond1_Outlet 4957.48 4.27 0 0 0 Pond1_Bypass 4957.48 4.27 0 0 0 [OUTFALLS];;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ----------------NECCO_Stub 4946.58 TIMESERIES Outfall_Existing_Conditions NO RedwoodChannelEnd 4954 FREE NO [STORAGE];;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- --------Pond_Redwood 4957 5.1 0 TABULAR Redwood 1 0 UD2 4946.76 10.5 .33 TABULAR UD2 0 0 UD1 4951.4 6.75 .75 TABULAR UD1 0 0 Pond1 4957.48 4.27 1.17 TABULAR Pond1 0 0 Page 2 Enclave_Master - Copy.txtUD3 4955.81 5.5 .67 TABULAR UD3 0 0 [CONDUITS];;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------A2_10 A2_10 A2_9 83.51 0.013 0 .1 0 0 A2_8 A2_8 A2_7 71.28 0.013 0 .1 0 0 A2_1 A2_1 NECCO_Stub 29.83 0.013 0 0 0 0 A2_9 A2_9 A2_8 78.86 0.013 0 .1 0 0 A2_7 A2_7 A2_6 388.13 0.013 0 .1 0 0 A2_6 A2_6 A2_5 74 0.013 0 .1 0 0 A2_5 A2_5 A2_4 39.26 0.013 0 .1 0 0 A2_4 A2_4 A2_3 136.84 0.013 0 .1 0 0 A2_3 A2_3 A2_2 278.09 0.013 0 .1 0 0 A2_2 A2_2 A2_1 41.38 0.013 0 .1 0 0 EX_252 EX_32 EX_32a 259 0.013 0 0 0 0 EX_256 EX_32 EX_32a 763 .016 4.34 4.5 0 0 EX_253 EX_32a EX_34 763 0.013 0 0 0 0 EX_257 EX_32a EX_34 763 .016 4 2.95 0 0 EX_254 EX_34 EX_79 1000 .02 0 0 0 0 EX_106 EX_34 EX_79 630 .016 2.95 3.51 0 0 EX_104 EX_79 Pond_Redwood 217 0.013 0 0 0 0 RedwoodChannel RedwoodChannel RedwoodChannelEnd 1500 .035 0 0 0 0 Pond1_Bypass Pond1_Bypass UD2 432 0.013 0 0 0 0 Pond1_Outfall Pond1_Outlet A2_5 374 0.013 0 0 0 1.95 UD1_Outlet UD1 A2_2 50 0.013 0 0 0 .86 UD2_Outlet UD2 A2_1 50 0.013 0 0 0 1.57 UD3_Outlet UD3 A2_9 100 0.013 0 0 0 1.12 [ORIFICES];;Name From Node To Node Type Offset Qcoeff Gated CloseTime ;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------Pond1_Orifice1 Pond1 Pond1_Outlet BOTTOM 0 0.65 NO 0 Pond1_Orifice2 Pond1 Pond1_Outlet BOTTOM .98 0.65 NO 0 Pond1_Orifice_Bypass Pond1 Pond1_Bypass BOTTOM 1.17 0.65 NO 0 [WEIRS];;Name From Node To Node Type CrestHt Qcoeff Gated EndCon EndCoeff Surcharge RoadWidth RoadSurf Coeff. Curve;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- -------- ---------- ---------- ---------- ---------- ----------------Redwood_Spillway1 Pond_Redwood RedwoodChannel TRANSVERSE 5.1 2.6 NO 0 0 YES EX_255 EX_79 Pond_Redwood TRANSVERSE 3 3 NO 0 0 YES Redwood_Spillway2 A2_10 RedwoodChannel TRANSVERSE 9 2.6 NO 0 0 YES Pond1_Weir Pond1 Pond1_Outlet TRANSVERSE 1.95 3.33 NO 0 0 YES [OUTLETS];;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- --------Redwood_Outlet Pond_Redwood A2_10 0 TABULAR/DEPTH Redwood_Outfall NO [XSECTIONS];;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------A2_10 CIRCULAR 1.75 0 0 0 1 A2_8 CIRCULAR 4 0 0 0 1 A2_1 CIRCULAR 4 0 0 0 1 A2_9 CIRCULAR 3 0 0 0 1 A2_7 CIRCULAR 4 0 0 0 1 A2_6 CIRCULAR 4 0 0 0 1 A2_5 CIRCULAR 4 0 0 0 1 A2_4 CIRCULAR 4 0 0 0 1 A2_3 CIRCULAR 4 0 0 0 1 A2_2 CIRCULAR 4 0 0 0 1 EX_252 CIRCULAR 1.25 0 0 0 1 Page 3 Enclave_Master - Copy.txtEX_256 IRREGULAR Street 0 0 0 1 EX_253 TRAPEZOIDAL 3 2 20 100 1 EX_257 IRREGULAR Street 0 0 0 1 EX_254 HORIZ_ELLIPSE 1.583 2.500 2 0 1 EX_106 IRREGULAR Street 0 0 0 1 EX_104 CIRCULAR 2 0 0 0 1 RedwoodChannel TRIANGULAR 4 50 0 0 1 Pond1_Bypass CIRCULAR 2.25 0 0 0 1 Pond1_Outfall CIRCULAR 1.5 0 0 0 1 UD1_Outlet CIRCULAR 1.25 0 0 0 1 UD2_Outlet CIRCULAR 1.25 0 0 0 1 UD3_Outlet CIRCULAR 1.25 0 0 0 1 Pond1_Orifice1 CIRCULAR .1666 0 0 0Pond1_Orifice2 CIRCULAR .1666 0 0 0Pond1_Orifice_Bypass RECT_CLOSED 1.6 5.25 0 0Redwood_Spillway1 RECT_OPEN 1 100 6 6 EX_255 RECT_OPEN 1 90 40 40 Redwood_Spillway2 RECT_OPEN 1 100 6 6 Pond1_Weir RECT_OPEN .82 5.67 0 0 [TRANSECTS];;Transect Data in HEC-2 format;NC .06 .06 .016 X1 Street 7 50 110.1 0.0 0.0 0.0 0.0 0.0 GR 1002 0 999 50 998.5 50.1 999.1 80 998.5 110 GR 999 110.1 1002 160 [LOSSES];;Link Kentry Kexit Kavg Flap Gate Seepage ;;-------------- ---------- ---------- ---------- ---------- ----------A2_10 .5 .5 0 NO 0 A2_8 .5 .5 0 NO 0 A2_1 .5 .5 0 NO 0 A2_9 .5 .5 0 NO 0 A2_7 .5 .5 0 NO 0 A2_6 .5 .5 0 NO 0 A2_5 .5 .5 0 NO 0 A2_4 .5 .5 0 NO 0 A2_3 .5 .5 0 NO 0 A2_2 .5 .5 0 NO 0 EX_252 .5 .5 0 NO 0 EX_104 .5 .5 0 NO 0 Pond1_Bypass .5 .5 0 NO 0 Pond1_Outfall .5 .5 0 NO 0 UD1_Outlet .5 .5 0 NO 0 UD2_Outlet .5 .5 0 NO 0 UD3_Outlet .5 .5 0 NO 0 [CURVES];;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ----------Redwood_Outfall Rating 0 0 Redwood_Outfall 1 8.18 Redwood_Outfall 2 23.13 Redwood_Outfall 3 42.48 Redwood_Outfall 4 73.58 Redwood_Outfall 5 114.54 Redwood_Outfall 5.1 119.05 ;UD2 Storage 0.00 12032.40 UD2 0.08 12032.40 UD2 0.17 12032.40 Page 4 Enclave_Master - Copy.txtUD2 0.25 12032.40 UD2 0.33 12032.40 UD2 0.42 12032.40 UD2 0.50 12032.40 UD2 0.58 12032.40 UD2 0.67 12032.40 UD2 0.75 12032.40 UD2 0.83 12032.40 UD2 0.92 12032.40 UD2 1.00 12032.40 UD2 1.08 12032.40 UD2 1.17 12032.40 UD2 1.25 12032.40 UD2 1.33 12032.40 UD2 1.42 12032.40 UD2 1.50 12032.40 UD2 1.58 12032.40 UD2 1.67 12032.40 UD2 1.75 12032.40 UD2 1.83 12032.40 UD2 1.92 12032.40 UD2 2.00 12032.40 UD2 2.08 12032.40 UD2 2.17 12032.40 UD2 2.25 12032.40 UD2 2.33 12032.40 UD2 2.42 12032.40 UD2 2.50 12032.40 UD2 2.58 12032.40 UD2 2.67 12032.40 UD2 2.75 12032.40 UD2 2.83 12032.40 UD2 2.92 12032.40 UD2 3.00 12032.40 UD2 3.08 12032.40 UD2 3.17 12032.40 UD2 3.25 12032.40 UD2 3.33 12032.40 UD2 3.42 12032.40 UD2 3.50 12032.40 UD2 3.58 12032.40 UD2 3.67 12032.40 UD2 3.75 12032.40 UD2 3.83 12032.40 UD2 3.92 12032.40 UD2 4.00 12032.40 UD2 4.08 12032.40 UD2 4.17 12032.40 UD2 4.25 12032.40 UD2 4.33 12032.40 UD2 4.42 12032.40 UD2 4.50 12032.40 UD2 4.58 26598.88 UD2 4.67 26527.89 UD2 4.75 26479.59 UD2 4.83 26427.74 UD2 4.92 26372.33 UD2 5.00 26313.80 UD2 5.08 26252.20 UD2 5.17 26186.85 UD2 5.25 26117.74 UD2 5.33 26044.81 UD2 5.42 25968.04 Page 5 Enclave_Master - Copy.txtUD2 5.50 25887.35 UD2 5.58 25802.70 UD2 5.67 25714.02 UD2 5.75 25621.25 UD2 5.83 25524.32 UD2 5.92 25423.13 UD2 6.00 25317.81 UD2 6.08 25209.55 UD2 6.17 25094.09 UD2 6.25 24974.08 UD2 6.33 24850.59 UD2 6.42 24721.87 UD2 6.50 24588.21 UD2 6.58 24449.49 UD2 6.67 24305.22 UD2 6.75 24155.54 UD2 6.83 24001.20 UD2 6.92 23840.37 UD2 7.00 23673.40 UD2 7.08 23500.06 UD2 7.17 23320.15 UD2 7.25 23133.34 UD2 7.33 22939.26 UD2 7.42 22737.30 UD2 7.50 22527.51 UD2 7.58 22308.24 UD2 7.67 22081.42 UD2 7.75 21844.43 UD2 7.83 21596.49 UD2 7.92 21337.27 UD2 8.00 21066.22 UD2 8.08 20781.25 UD2 8.17 20482.16 UD2 8.25 20167.15 UD2 8.33 19834.49 UD2 8.42 19480.69 UD2 8.50 19102.03 UD2 8.58 18695.48 UD2 8.67 18257.43 UD2 8.75 17772.79 UD2 8.83 17229.18 UD2 8.92 16603.69 UD2 9.00 15837.55 UD2 9.08 14624.30 UD2 9.17 13571.39 UD2 9.25 13228.54 UD2 9.33 12974.35 UD2 9.42 12694.63 UD2 9.50 12265.41 UD2 9.58 12032.40 UD2 9.67 12032.40 UD2 9.75 12032.40 UD2 9.83 12032.40 UD2 9.92 12032.40 UD2 10.00 12032.40 UD2 10.08 12032.40 UD2 10.17 12032.40 UD2 10.25 12032.40 UD2 10.33 12032.40 UD2 10.42 12032.40 UD2 10.50 12032.40 ;Redwood Storage 0 96 Page 6 Enclave_Master - Copy.txtRedwood 1 2121 Redwood 2 27773 Redwood 3 97080 Redwood 4 140318 Redwood 5 149037 Redwood 5.1 158000 ;UD1 Storage 0.00 4662.00 UD1 0.08 4662.00 UD1 0.17 4662.00 UD1 0.25 4662.00 UD1 0.33 4662.00 UD1 0.42 4662.00 UD1 0.50 4662.00 UD1 0.58 4662.00 UD1 0.67 4662.00 UD1 0.75 4662.00 UD1 0.83 9991.06 UD1 0.92 9965.03 UD1 1.00 9947.27 UD1 1.08 9928.20 UD1 1.17 9907.83 UD1 1.25 9886.32 UD1 1.33 9863.68 UD1 1.42 9839.67 UD1 1.50 9814.28 UD1 1.58 9787.49 UD1 1.67 9759.29 UD1 1.75 9729.67 UD1 1.83 9698.58 UD1 1.92 9666.03 UD1 2.00 9631.98 UD1 2.08 9596.40 UD1 2.17 9559.27 UD1 2.25 9520.64 UD1 2.33 9481.09 UD1 2.42 9438.63 UD1 2.50 9394.54 UD1 2.58 9349.25 UD1 2.67 9302.04 UD1 2.75 9253.03 UD1 2.83 9202.17 UD1 2.92 9149.28 UD1 3.00 9094.41 UD1 3.08 9037.84 UD1 3.17 8978.90 UD1 3.25 8917.71 UD1 3.33 8854.20 UD1 3.42 8788.28 UD1 3.50 8719.85 UD1 3.58 8648.76 UD1 3.67 8574.79 UD1 3.75 8497.96 UD1 3.83 8417.66 UD1 3.92 8334.61 UD1 4.00 8247.83 UD1 4.08 8157.05 UD1 4.17 8062.15 UD1 4.25 7962.92 UD1 4.33 7858.61 UD1 4.42 7749.15 UD1 4.50 7633.90 UD1 4.58 7512.18 Page 7 Enclave_Master - Copy.txtUD1 4.67 7382.73 UD1 4.75 7244.19 UD1 4.83 7095.45 UD1 4.92 6935.28 UD1 5.00 6758.18 UD1 5.08 6559.56 UD1 5.17 6331.06 UD1 5.25 6051.24 UD1 5.33 5608.49 UD1 5.42 5224.27 UD1 5.50 5098.93 UD1 5.58 5005.87 UD1 5.67 4903.60 UD1 5.75 4746.95 UD1 5.83 4662.00 UD1 5.92 4662.00 UD1 6.00 4662.00 UD1 6.08 4662.00 UD1 6.17 4662.00 UD1 6.25 4662.00 UD1 6.33 4662.00 UD1 6.42 4662.00 UD1 6.50 4662.00 UD1 6.58 4662.00 UD1 6.67 4662.00 UD1 6.75 4662.00 ;Pond1 Storage 0 0 Pond1 .52 604 Pond1 1.17 5815 Pond1 1.52 10023 Pond1 2.52 26233 Pond1 2.77 31428 Pond1 3.52 36234 Pond1 4.27 39686 ;UD3 Storage 0.00 7857.60 UD3 0.08 7857.60 UD3 0.17 7857.60 UD3 0.25 7857.60 UD3 0.33 7857.60 UD3 0.42 7857.60 UD3 0.50 7857.60 UD3 0.58 7857.60 UD3 0.67 7857.60 UD3 0.75 7857.60 UD3 0.83 17224.12 UD3 0.92 17141.40 UD3 1.00 17084.55 UD3 1.08 17028.31 UD3 1.17 16967.28 UD3 1.25 16907.26 UD3 1.33 16842.29 UD3 1.42 16775.61 UD3 1.50 16704.45 UD3 1.58 16629.12 UD3 1.67 16550.69 UD3 1.75 16468.36 UD3 1.83 16382.34 UD3 1.92 16290.65 UD3 2.00 16195.43 UD3 2.08 16097.00 UD3 2.17 15986.08 Page 8 Enclave_Master - Copy.txtUD3 2.25 15875.64 UD3 2.33 15760.56 UD3 2.42 15637.00 UD3 2.50 15505.71 UD3 2.58 15368.77 UD3 2.67 15225.05 UD3 2.75 15073.72 UD3 2.83 14915.06 UD3 2.92 14747.61 UD3 3.00 14571.63 UD3 3.08 14386.27 UD3 3.17 14187.19 UD3 3.25 13978.41 UD3 3.33 13757.40 UD3 3.42 13518.03 UD3 3.50 13266.93 UD3 3.58 12991.45 UD3 3.67 12699.36 UD3 3.75 12375.69 UD3 3.83 12019.06 UD3 3.92 11618.41 UD3 4.00 11160.40 UD3 4.08 10575.65 UD3 4.17 9676.97 UD3 4.25 8930.38 UD3 4.33 8638.88 UD3 4.42 8373.17 UD3 4.50 8009.41 UD3 4.58 7857.60 UD3 4.67 7857.60 UD3 4.75 7857.60 UD3 4.83 7857.60 UD3 4.92 7857.60 UD3 5.00 7857.60 UD3 5.08 7857.60 UD3 5.17 7857.60 UD3 5.25 7857.60 UD3 5.33 7857.60 UD3 5.42 7857.60 UD3 5.50 7857.60 [TIMESERIES];;Name Date Time Value ;;-------------- ---------- ---------- ----------;Depth over TimeOutfall_Existing_Conditions 6/3/2015 0:01:00 0 Outfall_Existing_Conditions 6/3/2015 0:02:00 0 Outfall_Existing_Conditions 6/3/2015 0:03:00 0 Outfall_Existing_Conditions 6/3/2015 0:04:00 0 Outfall_Existing_Conditions 6/3/2015 0:05:00 0 Outfall_Existing_Conditions 6/3/2015 0:06:00 0 Outfall_Existing_Conditions 6/3/2015 0:07:00 0 Outfall_Existing_Conditions 6/3/2015 0:08:00 0.01 Outfall_Existing_Conditions 6/3/2015 0:09:00 0.01 Outfall_Existing_Conditions 6/3/2015 0:10:00 0.01 Outfall_Existing_Conditions 6/3/2015 0:11:00 0.03 Outfall_Existing_Conditions 6/3/2015 0:12:00 0.05 Outfall_Existing_Conditions 6/3/2015 0:13:00 0.07 Outfall_Existing_Conditions 6/3/2015 0:14:00 0.1 Outfall_Existing_Conditions 6/3/2015 0:15:00 0.15 Outfall_Existing_Conditions 6/3/2015 0:16:00 0.23 Outfall_Existing_Conditions 6/3/2015 0:17:00 0.33 Outfall_Existing_Conditions 6/3/2015 0:18:00 0.41 Page 9 Enclave_Master - Copy.txtOutfall_Existing_Conditions 6/3/2015 0:19:00 0.48 Outfall_Existing_Conditions 6/3/2015 0:20:00 0.54 Outfall_Existing_Conditions 6/3/2015 0:21:00 0.58 Outfall_Existing_Conditions 6/3/2015 0:22:00 0.62 Outfall_Existing_Conditions 6/3/2015 0:23:00 0.65 Outfall_Existing_Conditions 6/3/2015 0:24:00 0.69 Outfall_Existing_Conditions 6/3/2015 0:25:00 0.72 Outfall_Existing_Conditions 6/3/2015 0:26:00 0.75 Outfall_Existing_Conditions 6/3/2015 0:27:00 0.78 Outfall_Existing_Conditions 6/3/2015 0:28:00 0.81 Outfall_Existing_Conditions 6/3/2015 0:29:00 0.84 Outfall_Existing_Conditions 6/3/2015 0:30:00 0.87 Outfall_Existing_Conditions 6/3/2015 0:31:00 0.91 Outfall_Existing_Conditions 6/3/2015 0:32:00 0.95 Outfall_Existing_Conditions 6/3/2015 0:33:00 1.01 Outfall_Existing_Conditions 6/3/2015 0:34:00 1.06 Outfall_Existing_Conditions 6/3/2015 0:35:00 1.11 Outfall_Existing_Conditions 6/3/2015 0:36:00 1.18 Outfall_Existing_Conditions 6/3/2015 0:37:00 1.26 Outfall_Existing_Conditions 6/3/2015 0:38:00 1.35 Outfall_Existing_Conditions 6/3/2015 0:39:00 1.44 Outfall_Existing_Conditions 6/3/2015 0:40:00 1.53 Outfall_Existing_Conditions 6/3/2015 0:41:00 1.58 Outfall_Existing_Conditions 6/3/2015 0:42:00 1.57 Outfall_Existing_Conditions 6/3/2015 0:43:00 1.54 Outfall_Existing_Conditions 6/3/2015 0:44:00 1.5 Outfall_Existing_Conditions 6/3/2015 0:45:00 1.45 Outfall_Existing_Conditions 6/3/2015 0:46:00 1.41 Outfall_Existing_Conditions 6/3/2015 0:47:00 1.37 Outfall_Existing_Conditions 6/3/2015 0:48:00 1.33 Outfall_Existing_Conditions 6/3/2015 0:49:00 1.3 Outfall_Existing_Conditions 6/3/2015 0:50:00 1.26 Outfall_Existing_Conditions 6/3/2015 0:51:00 1.23 Outfall_Existing_Conditions 6/3/2015 0:52:00 1.2 Outfall_Existing_Conditions 6/3/2015 0:53:00 1.17 Outfall_Existing_Conditions 6/3/2015 0:54:00 1.14 Outfall_Existing_Conditions 6/3/2015 0:55:00 1.12 Outfall_Existing_Conditions 6/3/2015 0:56:00 1.09 Outfall_Existing_Conditions 6/3/2015 0:57:00 1.07 Outfall_Existing_Conditions 6/3/2015 0:58:00 1.06 Outfall_Existing_Conditions 6/3/2015 0:59:00 1.04 Outfall_Existing_Conditions 6/3/2015 1:00:00 1.03 Outfall_Existing_Conditions 6/3/2015 1:01:00 1.02 Outfall_Existing_Conditions 6/3/2015 1:02:00 1.01 Outfall_Existing_Conditions 6/3/2015 1:03:00 1 Outfall_Existing_Conditions 6/3/2015 1:04:00 0.99 Outfall_Existing_Conditions 6/3/2015 1:05:00 0.98 Outfall_Existing_Conditions 6/3/2015 1:06:00 0.97 Outfall_Existing_Conditions 6/3/2015 1:07:00 0.96 Outfall_Existing_Conditions 6/3/2015 1:08:00 0.96 Outfall_Existing_Conditions 6/3/2015 1:09:00 0.95 Outfall_Existing_Conditions 6/3/2015 1:10:00 0.95 Outfall_Existing_Conditions 6/3/2015 1:11:00 0.94 Outfall_Existing_Conditions 6/3/2015 1:12:00 0.94 Outfall_Existing_Conditions 6/3/2015 1:13:00 0.94 Outfall_Existing_Conditions 6/3/2015 1:14:00 0.95 Outfall_Existing_Conditions 6/3/2015 1:15:00 0.97 Outfall_Existing_Conditions 6/3/2015 1:16:00 1 Outfall_Existing_Conditions 6/3/2015 1:17:00 1.03 Outfall_Existing_Conditions 6/3/2015 1:18:00 1.08 Outfall_Existing_Conditions 6/3/2015 1:19:00 1.12 Outfall_Existing_Conditions 6/3/2015 1:20:00 1.16 Outfall_Existing_Conditions 6/3/2015 1:21:00 1.21 Page 10 Enclave_Master - Copy.txtOutfall_Existing_Conditions 6/3/2015 1:22:00 1.25 Outfall_Existing_Conditions 6/3/2015 1:23:00 1.3 Outfall_Existing_Conditions 6/3/2015 1:24:00 1.34 Outfall_Existing_Conditions 6/3/2015 1:25:00 1.38 Outfall_Existing_Conditions 6/3/2015 1:26:00 1.43 Outfall_Existing_Conditions 6/3/2015 1:27:00 1.47 Outfall_Existing_Conditions 6/3/2015 1:28:00 1.51 Outfall_Existing_Conditions 6/3/2015 1:29:00 1.55 Outfall_Existing_Conditions 6/3/2015 1:30:00 1.59 Outfall_Existing_Conditions 6/3/2015 1:31:00 1.63 Outfall_Existing_Conditions 6/3/2015 1:32:00 1.66 Outfall_Existing_Conditions 6/3/2015 1:33:00 1.7 Outfall_Existing_Conditions 6/3/2015 1:34:00 1.74 Outfall_Existing_Conditions 6/3/2015 1:35:00 1.77 Outfall_Existing_Conditions 6/3/2015 1:36:00 1.81 Outfall_Existing_Conditions 6/3/2015 1:37:00 1.84 Outfall_Existing_Conditions 6/3/2015 1:38:00 1.87 Outfall_Existing_Conditions 6/3/2015 1:39:00 1.9 Outfall_Existing_Conditions 6/3/2015 1:40:00 1.93 Outfall_Existing_Conditions 6/3/2015 1:41:00 1.96 Outfall_Existing_Conditions 6/3/2015 1:42:00 1.99 Outfall_Existing_Conditions 6/3/2015 1:43:00 2.02 Outfall_Existing_Conditions 6/3/2015 1:44:00 2.05 Outfall_Existing_Conditions 6/3/2015 1:45:00 2.08 Outfall_Existing_Conditions 6/3/2015 1:46:00 2.1 Outfall_Existing_Conditions 6/3/2015 1:47:00 2.13 Outfall_Existing_Conditions 6/3/2015 1:48:00 2.16 Outfall_Existing_Conditions 6/3/2015 1:49:00 2.18 Outfall_Existing_Conditions 6/3/2015 1:50:00 2.21 Outfall_Existing_Conditions 6/3/2015 1:51:00 2.23 Outfall_Existing_Conditions 6/3/2015 1:52:00 2.26 Outfall_Existing_Conditions 6/3/2015 1:53:00 2.28 Outfall_Existing_Conditions 6/3/2015 1:54:00 2.3 Outfall_Existing_Conditions 6/3/2015 1:55:00 2.33 Outfall_Existing_Conditions 6/3/2015 1:56:00 2.35 Outfall_Existing_Conditions 6/3/2015 1:57:00 2.37 Outfall_Existing_Conditions 6/3/2015 1:58:00 2.39 Outfall_Existing_Conditions 6/3/2015 1:59:00 2.41 Outfall_Existing_Conditions 6/3/2015 2:00:00 2.43 Outfall_Existing_Conditions 6/3/2015 2:01:00 2.45 Outfall_Existing_Conditions 6/3/2015 2:02:00 2.47 Outfall_Existing_Conditions 6/3/2015 2:03:00 2.49 Outfall_Existing_Conditions 6/3/2015 2:04:00 2.51 Outfall_Existing_Conditions 6/3/2015 2:05:00 2.53 Outfall_Existing_Conditions 6/3/2015 2:06:00 2.54 Outfall_Existing_Conditions 6/3/2015 2:07:00 2.56 Outfall_Existing_Conditions 6/3/2015 2:08:00 2.57 Outfall_Existing_Conditions 6/3/2015 2:09:00 2.59 Outfall_Existing_Conditions 6/3/2015 2:10:00 2.6 Outfall_Existing_Conditions 6/3/2015 2:11:00 2.61 Outfall_Existing_Conditions 6/3/2015 2:12:00 2.62 Outfall_Existing_Conditions 6/3/2015 2:13:00 2.63 Outfall_Existing_Conditions 6/3/2015 2:14:00 2.64 Outfall_Existing_Conditions 6/3/2015 2:15:00 2.65 Outfall_Existing_Conditions 6/3/2015 2:16:00 2.66 Outfall_Existing_Conditions 6/3/2015 2:17:00 2.67 Outfall_Existing_Conditions 6/3/2015 2:18:00 2.67 Outfall_Existing_Conditions 6/3/2015 2:19:00 2.68 Outfall_Existing_Conditions 6/3/2015 2:20:00 2.69 Outfall_Existing_Conditions 6/3/2015 2:21:00 2.69 Outfall_Existing_Conditions 6/3/2015 2:22:00 2.7 Outfall_Existing_Conditions 6/3/2015 2:23:00 2.7 Outfall_Existing_Conditions 6/3/2015 2:24:00 2.71 Page 11 Enclave_Master - Copy.txtOutfall_Existing_Conditions 6/3/2015 2:25:00 2.71 Outfall_Existing_Conditions 6/3/2015 2:26:00 2.72 Outfall_Existing_Conditions 6/3/2015 2:27:00 2.72 Outfall_Existing_Conditions 6/3/2015 2:28:00 2.72 Outfall_Existing_Conditions 6/3/2015 2:29:00 2.72 Outfall_Existing_Conditions 6/3/2015 2:30:00 2.73 Outfall_Existing_Conditions 6/3/2015 2:31:00 2.73 Outfall_Existing_Conditions 6/3/2015 2:32:00 2.73 Outfall_Existing_Conditions 6/3/2015 2:33:00 2.73 Outfall_Existing_Conditions 6/3/2015 2:34:00 2.73 Outfall_Existing_Conditions 6/3/2015 2:35:00 2.73 Outfall_Existing_Conditions 6/3/2015 2:36:00 2.73 Outfall_Existing_Conditions 6/3/2015 2:37:00 2.73 Outfall_Existing_Conditions 6/3/2015 2:38:00 2.72 Outfall_Existing_Conditions 6/3/2015 2:39:00 2.72 Outfall_Existing_Conditions 6/3/2015 2:40:00 2.72 Outfall_Existing_Conditions 6/3/2015 2:41:00 2.72 Outfall_Existing_Conditions 6/3/2015 2:42:00 2.71 Outfall_Existing_Conditions 6/3/2015 2:43:00 2.71 Outfall_Existing_Conditions 6/3/2015 2:44:00 2.71 Outfall_Existing_Conditions 6/3/2015 2:45:00 2.71 Outfall_Existing_Conditions 6/3/2015 2:46:00 2.7 Outfall_Existing_Conditions 6/3/2015 2:47:00 2.7 Outfall_Existing_Conditions 6/3/2015 2:48:00 2.69 Outfall_Existing_Conditions 6/3/2015 2:49:00 2.69 Outfall_Existing_Conditions 6/3/2015 2:50:00 2.68 Outfall_Existing_Conditions 6/3/2015 2:51:00 2.68 Outfall_Existing_Conditions 6/3/2015 2:52:00 2.68 Outfall_Existing_Conditions 6/3/2015 2:53:00 2.67 Outfall_Existing_Conditions 6/3/2015 2:54:00 2.67 Outfall_Existing_Conditions 6/3/2015 2:55:00 2.66 Outfall_Existing_Conditions 6/3/2015 2:56:00 2.65 Outfall_Existing_Conditions 6/3/2015 2:57:00 2.65 Outfall_Existing_Conditions 6/3/2015 2:58:00 2.64 Outfall_Existing_Conditions 6/3/2015 2:59:00 2.64 Outfall_Existing_Conditions 6/3/2015 3:00:00 2.63 Outfall_Existing_Conditions 6/3/2015 3:01:00 2.63 Outfall_Existing_Conditions 6/3/2015 3:02:00 2.62 Outfall_Existing_Conditions 6/3/2015 3:03:00 2.61 Outfall_Existing_Conditions 6/3/2015 3:04:00 2.61 Outfall_Existing_Conditions 6/3/2015 3:05:00 2.6 Outfall_Existing_Conditions 6/3/2015 3:06:00 2.6 Outfall_Existing_Conditions 6/3/2015 3:07:00 2.59 Outfall_Existing_Conditions 6/3/2015 3:08:00 2.58 Outfall_Existing_Conditions 6/3/2015 3:09:00 2.58 Outfall_Existing_Conditions 6/3/2015 3:10:00 2.57 Outfall_Existing_Conditions 6/3/2015 3:11:00 2.56 Outfall_Existing_Conditions 6/3/2015 3:12:00 2.56 Outfall_Existing_Conditions 6/3/2015 3:13:00 2.55 Outfall_Existing_Conditions 6/3/2015 3:14:00 2.54 Outfall_Existing_Conditions 6/3/2015 3:15:00 2.54 Outfall_Existing_Conditions 6/3/2015 3:16:00 2.53 Outfall_Existing_Conditions 6/3/2015 3:17:00 2.52 Outfall_Existing_Conditions 6/3/2015 3:18:00 2.52 Outfall_Existing_Conditions 6/3/2015 3:19:00 2.51 Outfall_Existing_Conditions 6/3/2015 3:20:00 2.5 Outfall_Existing_Conditions 6/3/2015 3:21:00 2.49 Outfall_Existing_Conditions 6/3/2015 3:22:00 2.49 Outfall_Existing_Conditions 6/3/2015 3:23:00 2.48 Outfall_Existing_Conditions 6/3/2015 3:24:00 2.47 Outfall_Existing_Conditions 6/3/2015 3:25:00 2.47 Outfall_Existing_Conditions 6/3/2015 3:26:00 2.46 Outfall_Existing_Conditions 6/3/2015 3:27:00 2.45 Page 12 Enclave_Master - Copy.txtOutfall_Existing_Conditions 6/3/2015 3:28:00 2.44 Outfall_Existing_Conditions 6/3/2015 3:29:00 2.44 Outfall_Existing_Conditions 6/3/2015 3:30:00 2.43 Outfall_Existing_Conditions 6/3/2015 3:31:00 2.42 Outfall_Existing_Conditions 6/3/2015 3:32:00 2.41 Outfall_Existing_Conditions 6/3/2015 3:33:00 2.41 Outfall_Existing_Conditions 6/3/2015 3:34:00 2.4 Outfall_Existing_Conditions 6/3/2015 3:35:00 2.39 Outfall_Existing_Conditions 6/3/2015 3:36:00 2.39 Outfall_Existing_Conditions 6/3/2015 3:37:00 2.38 Outfall_Existing_Conditions 6/3/2015 3:38:00 2.37 Outfall_Existing_Conditions 6/3/2015 3:39:00 2.36 Outfall_Existing_Conditions 6/3/2015 3:40:00 2.36 Outfall_Existing_Conditions 6/3/2015 3:41:00 2.35 Outfall_Existing_Conditions 6/3/2015 3:42:00 2.34 Outfall_Existing_Conditions 6/3/2015 3:43:00 2.33 Outfall_Existing_Conditions 6/3/2015 3:44:00 2.33 Outfall_Existing_Conditions 6/3/2015 3:45:00 2.32 Outfall_Existing_Conditions 6/3/2015 3:46:00 2.31 Outfall_Existing_Conditions 6/3/2015 3:47:00 2.3 Outfall_Existing_Conditions 6/3/2015 3:48:00 2.3 Outfall_Existing_Conditions 6/3/2015 3:49:00 2.29 Outfall_Existing_Conditions 6/3/2015 3:50:00 2.28 Outfall_Existing_Conditions 6/3/2015 3:51:00 2.28 Outfall_Existing_Conditions 6/3/2015 3:52:00 2.27 Outfall_Existing_Conditions 6/3/2015 3:53:00 2.26 Outfall_Existing_Conditions 6/3/2015 3:54:00 2.26 Outfall_Existing_Conditions 6/3/2015 3:55:00 2.25 Outfall_Existing_Conditions 6/3/2015 3:56:00 2.24 Outfall_Existing_Conditions 6/3/2015 3:57:00 2.24 Outfall_Existing_Conditions 6/3/2015 3:58:00 2.23 Outfall_Existing_Conditions 6/3/2015 3:59:00 2.22 Outfall_Existing_Conditions 6/3/2015 4:00:00 2.22 Outfall_Existing_Conditions 6/3/2015 4:01:00 2.21 Outfall_Existing_Conditions 6/3/2015 4:02:00 2.2 Outfall_Existing_Conditions 6/3/2015 4:03:00 2.2 Outfall_Existing_Conditions 6/3/2015 4:04:00 2.19 Outfall_Existing_Conditions 6/3/2015 4:05:00 2.18 Outfall_Existing_Conditions 6/3/2015 4:06:00 2.18 Outfall_Existing_Conditions 6/3/2015 4:07:00 2.17 Outfall_Existing_Conditions 6/3/2015 4:08:00 2.16 Outfall_Existing_Conditions 6/3/2015 4:09:00 2.16 Outfall_Existing_Conditions 6/3/2015 4:10:00 2.15 Outfall_Existing_Conditions 6/3/2015 4:11:00 2.15 Outfall_Existing_Conditions 6/3/2015 4:12:00 2.14 Outfall_Existing_Conditions 6/3/2015 4:13:00 2.13 Outfall_Existing_Conditions 6/3/2015 4:14:00 2.13 Outfall_Existing_Conditions 6/3/2015 4:15:00 2.12 Outfall_Existing_Conditions 6/3/2015 4:16:00 2.12 Outfall_Existing_Conditions 6/3/2015 4:17:00 2.11 Outfall_Existing_Conditions 6/3/2015 4:18:00 2.1 Outfall_Existing_Conditions 6/3/2015 4:19:00 2.1 Outfall_Existing_Conditions 6/3/2015 4:20:00 2.09 Outfall_Existing_Conditions 6/3/2015 4:21:00 2.09 Outfall_Existing_Conditions 6/3/2015 4:22:00 2.08 Outfall_Existing_Conditions 6/3/2015 4:23:00 2.08 Outfall_Existing_Conditions 6/3/2015 4:24:00 2.07 Outfall_Existing_Conditions 6/3/2015 4:25:00 2.07 Outfall_Existing_Conditions 6/3/2015 4:26:00 2.06 Outfall_Existing_Conditions 6/3/2015 4:27:00 2.06 Outfall_Existing_Conditions 6/3/2015 4:28:00 2.05 Outfall_Existing_Conditions 6/3/2015 4:29:00 2.04 Outfall_Existing_Conditions 6/3/2015 4:30:00 2.04 Page 13 Enclave_Master - Copy.txtOutfall_Existing_Conditions 6/3/2015 4:31:00 2.03 Outfall_Existing_Conditions 6/3/2015 4:32:00 2.03 Outfall_Existing_Conditions 6/3/2015 4:33:00 2.02 Outfall_Existing_Conditions 6/3/2015 4:34:00 2.02 Outfall_Existing_Conditions 6/3/2015 4:35:00 2.01 Outfall_Existing_Conditions 6/3/2015 4:36:00 2.01 Outfall_Existing_Conditions 6/3/2015 4:37:00 2 Outfall_Existing_Conditions 6/3/2015 4:38:00 2 Outfall_Existing_Conditions 6/3/2015 4:39:00 1.99 Outfall_Existing_Conditions 6/3/2015 4:40:00 1.99 Outfall_Existing_Conditions 6/3/2015 4:41:00 1.98 Outfall_Existing_Conditions 6/3/2015 4:42:00 1.98 Outfall_Existing_Conditions 6/3/2015 4:43:00 1.98 Outfall_Existing_Conditions 6/3/2015 4:44:00 1.97 Outfall_Existing_Conditions 6/3/2015 4:45:00 1.97 Outfall_Existing_Conditions 6/3/2015 4:46:00 1.96 Outfall_Existing_Conditions 6/3/2015 4:47:00 1.96 Outfall_Existing_Conditions 6/3/2015 4:48:00 1.95 Outfall_Existing_Conditions 6/3/2015 4:49:00 1.95 Outfall_Existing_Conditions 6/3/2015 4:50:00 1.94 Outfall_Existing_Conditions 6/3/2015 4:51:00 1.94 Outfall_Existing_Conditions 6/3/2015 4:52:00 1.94 Outfall_Existing_Conditions 6/3/2015 4:53:00 1.93 Outfall_Existing_Conditions 6/3/2015 4:54:00 1.93 Outfall_Existing_Conditions 6/3/2015 4:55:00 1.92 Outfall_Existing_Conditions 6/3/2015 4:56:00 1.92 Outfall_Existing_Conditions 6/3/2015 4:57:00 1.91 Outfall_Existing_Conditions 6/3/2015 4:58:00 1.91 Outfall_Existing_Conditions 6/3/2015 4:59:00 1.91 Outfall_Existing_Conditions 6/3/2015 5:00:00 1.9 Outfall_Existing_Conditions 6/3/2015 5:01:00 1.9 Outfall_Existing_Conditions 6/3/2015 5:02:00 1.89 Outfall_Existing_Conditions 6/3/2015 5:03:00 1.89 Outfall_Existing_Conditions 6/3/2015 5:04:00 1.89 Outfall_Existing_Conditions 6/3/2015 5:05:00 1.88 Outfall_Existing_Conditions 6/3/2015 5:06:00 1.88 Outfall_Existing_Conditions 6/3/2015 5:07:00 1.87 Outfall_Existing_Conditions 6/3/2015 5:08:00 1.87 Outfall_Existing_Conditions 6/3/2015 5:09:00 1.87 Outfall_Existing_Conditions 6/3/2015 5:10:00 1.86 Outfall_Existing_Conditions 6/3/2015 5:11:00 1.86 Outfall_Existing_Conditions 6/3/2015 5:12:00 1.86 Outfall_Existing_Conditions 6/3/2015 5:13:00 1.85 Outfall_Existing_Conditions 6/3/2015 5:14:00 1.85 Outfall_Existing_Conditions 6/3/2015 5:15:00 1.84 Outfall_Existing_Conditions 6/3/2015 5:16:00 1.84 Outfall_Existing_Conditions 6/3/2015 5:17:00 1.84 Outfall_Existing_Conditions 6/3/2015 5:18:00 1.83 Outfall_Existing_Conditions 6/3/2015 5:19:00 1.83 Outfall_Existing_Conditions 6/3/2015 5:20:00 1.83 Outfall_Existing_Conditions 6/3/2015 5:21:00 1.82 Outfall_Existing_Conditions 6/3/2015 5:22:00 1.82 Outfall_Existing_Conditions 6/3/2015 5:23:00 1.82 Outfall_Existing_Conditions 6/3/2015 5:24:00 1.81 Outfall_Existing_Conditions 6/3/2015 5:25:00 1.81 Outfall_Existing_Conditions 6/3/2015 5:26:00 1.81 Outfall_Existing_Conditions 6/3/2015 5:27:00 1.8 Outfall_Existing_Conditions 6/3/2015 5:28:00 1.8 Outfall_Existing_Conditions 6/3/2015 5:29:00 1.8 Outfall_Existing_Conditions 6/3/2015 5:30:00 1.79 Outfall_Existing_Conditions 6/3/2015 5:31:00 1.79 Outfall_Existing_Conditions 6/3/2015 5:32:00 1.79 Outfall_Existing_Conditions 6/3/2015 5:33:00 1.78 Page 14 Enclave_Master - 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Copy.txtOutfall_Existing_Conditions 6/3/2015 21:19:00 0.75 Outfall_Existing_Conditions 6/3/2015 21:20:00 0.75 Outfall_Existing_Conditions 6/3/2015 21:21:00 0.75 Outfall_Existing_Conditions 6/3/2015 21:22:00 0.75 Outfall_Existing_Conditions 6/3/2015 21:23:00 0.75 Outfall_Existing_Conditions 6/3/2015 21:24:00 0.75 Outfall_Existing_Conditions 6/3/2015 21:25:00 0.75 Outfall_Existing_Conditions 6/3/2015 21:26:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:27:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:28:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:29:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:30:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:31:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:32:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:33:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:34:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:35:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:36:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:37:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:38:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:39:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:40:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:41:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:42:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:43:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:44:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:45:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:46:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:47:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:48:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:49:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:50:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:51:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:52:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:53:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:54:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:55:00 0.74 Outfall_Existing_Conditions 6/3/2015 21:56:00 0.73 Outfall_Existing_Conditions 6/3/2015 21:57:00 0.73 Outfall_Existing_Conditions 6/3/2015 21:58:00 0.73 Outfall_Existing_Conditions 6/3/2015 21:59:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:00:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:01:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:02:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:03:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:04:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:05:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:06:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:07:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:08:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:09:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:10:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:11:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:12:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:13:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:14:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:15:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:16:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:17:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:18:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:19:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:20:00 0.73 Outfall_Existing_Conditions 6/3/2015 22:21:00 0.73 Page 30 Enclave_Master - 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Copy.txtOutfall_Existing_Conditions 6/3/2015 23:25:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:26:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:27:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:28:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:29:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:30:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:31:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:32:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:33:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:34:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:35:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:36:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:37:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:38:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:39:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:40:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:41:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:42:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:43:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:44:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:45:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:46:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:47:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:48:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:49:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:50:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:51:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:52:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:53:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:54:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:55:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:56:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:57:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:58:00 0.71 Outfall_Existing_Conditions 6/3/2015 23:59:00 0.71 Outfall_Existing_Conditions 6/4/2015 0:00:00 0.71 ;100-year 0:00 0 100-year 0:05 1 100-year 0:10 1.14 100-year 0:15 1.33 100-year 0:20 2.23 100-year 0:25 2.84 100-year 0:30 5.49 100-year 0:35 9.95 100-year 0:40 4.12 100-year 0:45 2.48 100-year 0:50 1.46 100-year 0:55 1.22 100-year 1:00 1.06 100-year 1:05 1 100-year 1:10 0.95 100-year 1:15 0.91 100-year 1:20 0.87 100-year 1:25 0.84 100-year 1:30 0.81 100-year 1:35 0.78 100-year 1:40 0.75 100-year 1:45 0.73 100-year 1:50 0.71 100-year 1:55 0.69 100-year 2:00 0.67 ;Page 32 Enclave_Master - Copy.txt2-year 0:00 0 2-year 0:05 0.29 2-year 0:10 0.33 2-year 0:15 0.38 2-year 0:20 0.64 2-year 0:25 0.81 2-year 0:30 1.57 2-year 0:35 2.85 2-year 0:40 1.18 2-year 0:45 0.71 2-year 0:50 0.42 2-year 0:55 0.35 2-year 1:00 0.3 2-year 1:05 0.2 2-year 1:10 0.19 2-year 1:15 0.18 2-year 1:20 0.17 2-year 1:25 0.17 2-year 1:30 0.16 2-year 1:35 0.15 2-year 1:40 0.15 2-year 1:45 0.14 2-year 1:50 0.14 2-year 1:55 0.13 2-year 2:00 0.13 [REPORT];;Reporting OptionsSUBCATCHMENTS ALLNODES ALLLINKS ALL[TAGS][MAP]DIMENSIONS 196399.586 133797.814 200848.306 138500.000Units Feet[COORDINATES];;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------A2_10 197956.880 136643.736 A2_8 198062.410 136395.886 A2_1 197953.007 134903.943 A2_9 198066.283 136532.397 A2_7 198114.691 136295.197 A2_6 198099.200 135677.507 A2_5 198143.736 135574.882 A2_4 198083.710 135534.219 A2_3 197929.771 135406.421 A2_2 197920.090 134944.606 EX_32 197419.548 138293.974 EX_32a 197318.859 138022.888 EX_34 197307.241 137569.786 EX_79 197353.713 137267.719 RedwoodChannel 197814.560 137124.430 Pond1_Outlet 198610.793 135967.130 Pond1_Bypass 198642.631 135939.232 NECCO_Stub 197989.798 134860.376 RedwoodChannelEnd 200118.003 137051.993 Pond_Redwood 197628.672 136822.363 UD2 198094.844 135100.117 UD1 197688.214 135009.110 Page 33 Enclave_Master - Copy.txtPond1 198671.870 136076.028 UD3 198048.372 136924.141 [VERTICES];;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------EX_256 197539.601 138177.794 EX_256 197497.001 138034.506 EX_257 197462.148 137926.071 EX_257 197454.402 137685.966 EX_106 197466.020 137523.314 EX_106 197493.129 137383.899 EX_104 197276.260 137054.722 EX_104 197419.548 136795.254 Pond1_Orifice2 198618.883 136074.598 Pond1_Orifice2 198584.685 136008.102 Pond1_Orifice_Bypass 198729.551 136016.177 Pond1_Orifice_Bypass 198695.353 135941.132 EX_255 197609.309 137209.629 Pond1_Weir 198700.140 136021.308 Pond1_Weir 198666.872 135964.279 [Polygons];;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------Basin_812 197683.985 137135.089 Basin_812 198038.649 136747.665 Basin_812 197975.978 136616.625 Basin_812 197293.713 136610.927 Basin_812 197156.975 136937.104 Basin_812 197135.610 137014.019 Basin_812 197139.883 137132.240 Basin_113_4 199153.371 137027.504 Basin_113_4 199385.731 137015.886 Basin_113_4 199523.210 137012.013 Basin_113_4 199707.162 136996.523 Basin_113_4 199865.941 136975.223 Basin_113_4 199740.079 136866.789 Basin_113_4 199681.989 136924.879 Basin_113_4 199312.150 136946.178 Basin_113_4 199300.532 136735.118 Basin_113_4 198859.049 136746.736 Basin_113_4 198851.304 136636.365 Basin_113_4 198462.101 136638.302 Basin_113_4 198460.165 136539.549 Basin_113_4 198363.348 136537.612 Basin_113_4 198313.004 136527.931 Basin_113_4 198299.449 136568.594 Basin_113_4 198196.824 136535.676 Basin_113_4 198189.078 136843.553 Basin_113_4 198092.262 136845.489 Basin_113_4 198069.026 136797.081 Basin_113_4 197821.176 137046.867 Basin_113_2 199062.875 136298.155 Basin_113_2 199135.487 136253.619 Basin_113_2 199247.794 136350.436 Basin_113_2 199328.152 136266.205 Basin_113_2 199937.128 136821.932 Basin_113_2 199910.020 136850.009 Basin_113_2 199946.326 136888.978 Basin_113_2 199913.408 136918.991 Basin_113_2 199881.459 136910.278 Basin_113_2 199871.777 136917.055 Page 34 Enclave_Master - Copy.txtBasin_113_2 199908.567 136951.909 Basin_113_2 200242.584 136890.914 Basin_113_2 198106.327 134937.883 Basin_113_2 197941.739 134946.596 Basin_113_2 197945.612 135158.624 Basin_113_2 198016.288 135165.401 Basin_113_2 198001.766 135208.969 Basin_113_2 198326.101 135502.323 Basin_113_2 198297.056 135548.795 Basin_113_2 198268.011 135610.758 Basin_113_2 198255.425 135671.752 Basin_113_2 198340.624 135685.306 Basin_113_2 198340.624 135843.117 Basin_113_2 198518.766 135840.213 Basin_113_2 198572.983 135792.773 Basin_113_2 198602.028 135804.391 Basin_113_2 198652.373 135811.168 Basin_113_2 199050.289 136179.071 Basin_113_2 198985.422 136239.097 Basin_113_2 198997.040 136252.651 Basin_113_2 198996.071 136295.250 Basin_113_2 198956.377 136331.073 Basin_113_2 198969.931 136333.977 Basin_113_2 198981.549 136346.563 Basin_113_2 198996.071 136333.977 Basin_113_2 199024.148 136345.595 Basin_213 197296.284 136577.028 Basin_213 197641.690 136567.770 Basin_213 197987.095 136558.512 Basin_213 197984.959 136439.222 Basin_213 198049.055 136289.665 Basin_213 198031.963 135652.979 Basin_213 197805.490 135446.448 Basin_213 197278.480 135459.267 Basin_213 197306.255 136445.988 Basin_413 197773.896 134664.322 Basin_413 197578.327 134459.071 Basin_413 197526.046 134366.127 Basin_413 197498.937 134360.318 Basin_413 197411.802 134127.958 Basin_413 197278.196 133976.925 Basin_413 197223.978 133978.861 Basin_413 197249.151 134699.176 Basin_113_1 198074.701 135648.459 Basin_113_1 198096.109 135570.408 Basin_113_1 198212.288 135614.943 Basin_113_1 198235.524 135547.172 Basin_113_1 198274.111 135500.326 Basin_113_1 198047.700 135293.513 Basin_113_1 197952.820 135208.314 Basin_113_1 197960.565 135171.524 Basin_113_1 197896.666 135171.524 Basin_113_1 197892.794 134937.228 Basin_113_1 197272.791 134983.286 Basin_113_1 197287.034 135429.109 Basin_113_1 197818.318 135416.289 Basin_113_1 198055.446 135636.243 Basin_113_1 198069.000 136275.232 Basin_113_1 198049.637 136327.513 Basin_113_1 198083.247 136349.240 Basin_113_1 198093.218 136330.724 Basin_113_3 198375.633 136497.632 Basin_113_3 198438.563 136499.085 Page 35 Enclave_Master - Copy.txtBasin_113_3 198501.494 136500.537 Basin_113_3 198497.621 136601.226 Basin_113_3 198893.601 136594.449 Basin_113_3 198896.506 136711.597 Basin_113_3 199337.989 136702.884 Basin_113_3 199341.862 136906.198 Basin_113_3 199676.847 136888.771 Basin_113_3 199746.555 136822.936 Basin_113_3 199853.053 136908.135 Basin_113_3 199910.175 136898.453 Basin_113_3 199881.130 136861.663 Basin_113_3 199900.493 136827.777 Basin_113_3 199330.244 136303.999 Basin_113_3 199246.981 136390.166 Basin_113_3 199134.674 136288.509 Basin_113_3 199031.081 136395.007 Basin_113_3 199002.036 136370.803 Basin_113_3 198967.182 136394.039 Basin_113_3 198920.710 136345.630 Basin_113_3 198970.086 136293.350 Basin_113_3 198948.787 136252.687 Basin_113_3 199022.367 136182.011 Basin_113_3 198644.783 135845.089 Basin_113_3 198599.279 135837.344 Basin_113_3 198577.979 135829.598 Basin_113_3 198526.666 135878.007 Basin_113_3 198317.543 135879.943 Basin_113_3 198313.670 135712.450 Basin_113_3 198230.408 135702.769 Basin_113_3 198227.503 135683.405 Basin_113_3 198224.599 135664.042 Basin_113_3 198137.464 135623.379 Basin_113_3 198119.069 135682.437 Basin_113_3 198137.464 136347.567 Basin_113_3 198110.355 136383.389 Basin_113_3 198064.852 136371.771 Basin_113_3 198035.807 136441.479 Basin_113_3 198038.711 136574.118 Basin_113_3 198028.061 136588.640 Basin_113_3 198119.069 136804.541 Basin_113_3 198177.159 136804.541 Basin_113_3 198180.063 136491.823 Basin_113_3 198291.402 136524.741 Basin_113_3 198294.307 136482.142 EX_118 197861.032 138468.244 EX_118 197857.159 138297.847 EX_118 197605.436 138301.719 EX_118 197617.054 138487.607 EX_112 198205.699 138038.378 EX_112 198217.317 137833.127 EX_112 197884.268 137794.401 EX_112 197892.013 138057.742 [SYMBOLS];;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------RG1 196889.796 136485.086 [BACKDROP]FILE "K:\201013\Documents\Drainage\SWMM\No Redwood Regrade\Background.jpg"DIMENSIONS 196515.770 133829.734 200884.129 137281.273Page 36 Enclave_Master - Copy.txt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- Model Created by Jericho Rapp for Harris Kocher Smith Project #201013 on 7/21/2021. WARNING 04: minimum elevation drop used for Conduit EX_252 WARNING 02: maximum depth increased for Node A2_10 WARNING 02: maximum depth increased for Node EX_32 WARNING 02: maximum depth increased for Node EX_32a WARNING 02: maximum depth increased for Node EX_34 WARNING 02: maximum depth increased for Node EX_79 WARNING 02: maximum depth increased for Node Pond_Redwood ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ YES Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Surcharge Method ......... EXTRAN Starting Date ............ 06/03/2015 00:00:00 Ending Date .............. 06/04/2015 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 1.00 sec Variable Time Step ....... YES Maximum Trials ........... 8 Number of Threads ........ 1 Head Tolerance ........... 0.005000 ft ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 27.611 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 8.956 1.190 Surface Runoff ........... 18.549 2.465 Final Storage ............ 0.227 0.030 Continuity Error (%) ..... -0.437 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.549 6.045 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000Page 1 Enclave_Master - Copy.txt External Inflow .......... 0.000 0.000 External Outflow ......... 17.525 5.711 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.346 0.113 Final Stored Volume ...... 1.360 0.443 Continuity Error (%) ..... 0.058 ************************* Highest Continuity Errors ************************* Node EX_32a (-11.76%) Node EX_34 (1.01%) *************************** Time-Step Critical Elements *************************** None ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.50 sec Average Time Step : 1.00 sec Maximum Time Step : 1.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.11 Percent Not Converging : 1.75 Time Step Frequencies : 1.000 - 0.871 sec : 99.52 % 0.871 - 0.758 sec : 0.14 % 0.758 - 0.660 sec : 0.11 % 0.660 - 0.574 sec : 0.10 % 0.574 - 0.500 sec : 0.13 % *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ Basin_812 3.67 0.00 0.00 1.78 0.07 1.82 1.89 0.19 7.21 0.516 Basin_113_4 3.67 0.00 0.00 0.45 2.44 0.74 3.18 0.48 50.65 0.868 Basin_113_2 3.67 0.00 0.00 0.79 1.80 1.05 2.85 0.61 50.32 0.777 Basin_213 3.67 0.00 0.00 0.36 2.70 0.57 3.26 0.69 67.65 0.889 Basin_413 3.67 0.00 0.00 1.53 0.25 1.90 2.15 0.13 6.62 0.585 Basin_113_1 3.67 0.00 0.00 0.63 1.98 1.03 3.01 0.35 36.15 0.820 Basin_113_3 3.67 0.00 0.00 0.50 2.34 0.80 3.13 0.83 84.07 0.854 EX_118 3.67 0.00 0.00 0.83 1.44 1.39 2.83 0.10 10.73 0.771 EX_112 3.67 0.00 0.00 1.62 0.33 1.72 2.05 2.66 117.37 0.559 Page 2 Enclave_Master - Copy.txt ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- A2_10 JUNCTION 1.04 6.26 4959.36 0 02:21 6.21 A2_8 JUNCTION 0.60 3.75 4956.29 0 00:40 3.73 A2_1 JUNCTION 0.93 3.57 4950.26 0 00:42 3.56 A2_9 JUNCTION 0.75 3.52 4956.34 0 00:40 3.50 A2_7 JUNCTION 0.54 3.32 4955.40 0 00:41 3.31 A2_6 JUNCTION 0.64 4.17 4954.21 0 00:41 4.16 A2_5 JUNCTION 0.65 4.01 4953.58 0 00:41 4.01 A2_4 JUNCTION 0.59 3.64 4952.91 0 00:42 3.64 A2_3 JUNCTION 0.55 3.51 4952.00 0 00:42 3.50 A2_2 JUNCTION 0.77 3.97 4950.97 0 00:42 3.96 EX_32 JUNCTION 0.17 4.60 4969.70 0 00:45 4.60 EX_32a JUNCTION 0.05 0.51 4965.61 0 01:49 0.51 EX_34 JUNCTION 0.92 3.45 4965.60 0 01:53 3.45 EX_79 JUNCTION 0.48 3.08 4962.67 0 01:53 3.08 RedwoodChannel JUNCTION 0.00 0.00 4959.00 0 00:00 0.00 Pond1_Outlet JUNCTION 0.08 2.65 4960.13 0 00:47 2.65 Pond1_Bypass JUNCTION 0.08 1.75 4959.23 0 00:48 1.75 NECCO_Stub OUTFALL 0.74 2.58 4949.16 0 00:42 2.57 RedwoodChannelEnd OUTFALL 0.00 0.00 4954.00 0 00:00 0.00 Pond_Redwood STORAGE 0.47 2.34 4959.34 0 02:19 2.34 UD2 STORAGE 7.11 10.50 4957.26 0 02:21 10.50 UD1 STORAGE 1.90 5.31 4956.71 0 02:09 5.31 Pond1 STORAGE 0.40 2.66 4960.14 0 00:47 2.66 UD3 STORAGE 1.73 4.60 4960.41 0 02:09 4.60 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- A2_10 JUNCTION 0.00 29.71 0 02:19 0 2.95 -0.221 A2_8 JUNCTION 67.65 76.09 0 00:40 0.693 4.17 0.021 A2_1 JUNCTION 0.00 72.65 0 00:42 0 5.59 -0.000 A2_9 JUNCTION 0.00 27.12 0 02:21 0 3.47 -0.027 A2_7 JUNCTION 0.00 75.66 0 00:40 0 4.17 0.009 A2_6 JUNCTION 0.00 72.38 0 00:40 0 4.17 -0.010 A2_5 JUNCTION 0.00 73.03 0 00:40 0 4.22 0.026 A2_4 JUNCTION 0.00 72.45 0 00:40 0 4.22 0.004 A2_3 JUNCTION 0.00 71.81 0 00:41 0 4.22 -0.012 A2_2 JUNCTION 0.00 71.12 0 00:42 0 4.6 0.012 EX_32 JUNCTION 10.73 10.73 0 00:40 0.0968 0.0969 -0.229 EX_32a JUNCTION 0.00 26.84 0 01:11 0 0.249 -10.521 EX_34 JUNCTION 117.37 120.27 0 00:40 2.66 2.94 1.022 EX_79 JUNCTION 0.00 30.89 0 01:53 0 2.76 0.014 RedwoodChannel JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal Pond1_Outlet JUNCTION 0.00 6.26 0 00:40 0 0.0567 -0.128 Pond1_Bypass JUNCTION 0.00 35.88 0 00:44 0 0.79 -0.031 NECCO_Stub OUTFALL 6.62 79.10 0 00:42 0.128 5.71 0.000 RedwoodChannelEnd OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal Pond_Redwood STORAGE 7.21 33.23 0 01:53 0.193 2.95 0.202 UD2 STORAGE 50.32 83.48 0 00:40 0.609 1.44 0.677Page 3 Enclave_Master - Copy.txt UD1 STORAGE 36.15 36.15 0 00:40 0.349 0.376 -0.072 Pond1 STORAGE 84.07 84.07 0 00:40 0.83 0.847 -0.000 UD3 STORAGE 50.65 50.65 0 00:40 0.483 0.522 -0.087 ********************** 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 --------------------------------------------------------------------- A2_9 JUNCTION 0.08 0.519 5.441 A2_6 JUNCTION 0.03 0.074 10.466 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- Pond_Redwood 2.126 0 0 0 29.511 5 0 02:19 29.71 UD2 117.126 66 0 0 177.384 100 0 02:21 1.57 UD1 15.257 30 0 0 43.219 86 0 02:09 0.86 Pond1 1.078 1 0 0 26.935 32 0 00:47 40.76 UD3 22.874 34 0 0 60.510 89 0 02:09 1.12 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- NECCO_Stub 99.99 8.85 79.10 5.710 RedwoodChannelEnd 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 50.00 8.85 79.10 5.710 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth -----------------------------------------------------------------------------Page 4 Enclave_Master - Copy.txt A2_10 CONDUIT 26.00 0 02:21 10.81 3.53 1.00 A2_8 CONDUIT 75.66 0 00:40 6.66 0.74 0.87 A2_1 CONDUIT 72.65 0 00:42 7.01 0.83 0.77 A2_9 CONDUIT 27.01 0 02:41 5.43 0.85 1.00 A2_7 CONDUIT 72.38 0 00:40 6.16 0.71 0.92 A2_6 CONDUIT 71.08 0 00:40 5.68 0.70 0.99 A2_5 CONDUIT 72.45 0 00:40 5.97 0.71 0.94 A2_4 CONDUIT 71.81 0 00:41 6.38 0.71 0.88 A2_3 CONDUIT 70.26 0 00:42 5.84 0.69 0.92 A2_2 CONDUIT 71.08 0 00:42 5.84 0.69 0.93 EX_252 CONDUIT 5.27 0 00:53 7.13 41.50 0.58 EX_256 CHANNEL 0.16 0 00:45 0.12 0.00 0.05 EX_253 CONDUIT 25.74 0 01:11 0.16 0.01 0.58 EX_257 CHANNEL 0.00 0 00:00 0.00 0.00 0.07 EX_254 CONDUIT 11.38 0 01:15 3.67 1.48 1.00 EX_106 CHANNEL 22.64 0 01:53 2.14 0.01 0.13 EX_104 CONDUIT 25.86 0 01:36 8.27 1.05 1.00 RedwoodChannel CONDUIT 0.00 0 00:00 0.00 0.00 0.00 Pond1_Bypass CONDUIT 35.76 0 00:44 9.63 0.73 0.89 Pond1_Outfall CONDUIT 1.95 0 00:38 3.46 0.13 1.00 UD1_Outlet CONDUIT 0.86 0 00:00 3.44 0.04 1.00 UD2_Outlet CONDUIT 1.57 0 00:24 1.87 0.65 1.00 UD3_Outlet CONDUIT 1.12 0 00:00 4.11 0.10 1.00 Pond1_Orifice1 ORIFICE 0.16 0 00:37 Pond1_Orifice2 ORIFICE 0.13 0 00:40 Pond1_Orifice_Bypass ORIFICE 35.88 0 00:44 Redwood_Spillway1 WEIR 0.00 0 00:00 0.00 EX_255 WEIR 6.36 0 01:53 0.08 Redwood_Spillway2 WEIR 0.00 0 00:00 0.00 Pond1_Weir WEIR 6.10 0 00:40 0.86 Redwood_Outlet DUMMY 29.71 0 02:19 *************************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- A2_10 1.00 0.00 0.00 0.00 0.77 0.00 0.00 0.23 0.05 0.00 A2_8 1.00 0.00 0.00 0.00 0.09 0.00 0.00 0.91 0.00 0.00 A2_1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 A2_9 1.00 0.00 0.00 0.00 0.09 0.00 0.00 0.91 0.00 0.00 A2_7 1.00 0.00 0.00 0.00 0.18 0.16 0.00 0.67 0.00 0.00 A2_6 1.00 0.00 0.00 0.00 0.35 0.00 0.00 0.64 0.00 0.00 A2_5 1.00 0.00 0.00 0.00 0.29 0.00 0.00 0.71 0.00 0.00 A2_4 1.00 0.00 0.00 0.00 0.11 0.00 0.00 0.89 0.00 0.00 A2_3 1.00 0.00 0.00 0.00 0.79 0.08 0.00 0.14 0.29 0.00 A2_2 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.01 0.00 0.00 EX_252 1.00 0.00 0.00 0.00 0.98 0.02 0.00 0.00 0.00 0.00 EX_256 1.00 0.98 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 EX_253 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.90 0.00 EX_257 1.00 0.88 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EX_254 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.09 0.00 EX_106 1.00 0.88 0.00 0.00 0.00 0.00 0.00 0.12 0.00 0.00 EX_104 1.00 0.00 0.00 0.00 0.12 0.87 0.00 0.00 0.00 0.00 RedwoodChannel 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pond1_Bypass 1.00 0.00 0.79 0.00 0.18 0.02 0.00 0.00 0.96 0.00 Pond1_Outfall 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.98 0.00 UD1_Outlet 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.34 0.00 UD2_Outlet 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 UD3_Outlet 1.00 0.00 0.00 0.00 0.86 0.14 0.00 0.00 0.30 0.00 Page 5 Enclave_Master - Copy.txt ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- A2_10 2.52 5.52 2.53 6.88 2.48 A2_9 0.08 0.08 0.09 0.01 0.01 A2_7 0.01 0.01 0.03 0.01 0.01 A2_6 0.01 0.05 0.01 0.01 0.01 A2_5 0.01 0.01 0.01 0.01 0.01 EX_252 0.01 0.60 0.01 1.90 0.01 EX_253 0.01 0.01 2.66 0.01 0.01 EX_254 1.32 6.41 1.32 6.68 1.32 EX_104 0.93 1.15 1.33 0.27 0.87 Pond1_Bypass 0.01 0.01 23.41 0.01 0.01 Pond1_Outfall 0.41 0.41 2.88 0.01 0.20 UD1_Outlet 5.78 12.99 5.88 0.01 5.54 UD2_Outlet 6.82 23.51 6.83 0.01 6.77 UD3_Outlet 6.66 13.25 6.71 0.01 6.48 Analysis begun on: Tue Oct 19 08:55:41 2021 Analysis ended on: Tue Oct 19 08:55:44 2021 Total elapsed time: 00:00:03Page 6 Enclave at Redwood Page F October 19, 2021 Appendix F – Low Impact Development PROPOSED LID CALCULATIONSProject:Enclave at RedwoodDate:8/16/2021Date Revised:10/19/2021By:JMRBasinArea (sq-ft)Calculated Imperviousness (%)*Utilized Imperviousness (%)Impervious Area (sq-ft)120% WQCV (12-Hour Drain Time) (cu-ft)FAA WQCV (cu-ft)LID TreatmentProvided Volume in LID (cu-ft)IR-1305956.7371.1275217596.437331.484322.62Isolator Rows 17350IR-2143024.9065.597093810.033146.891787.29Isolator Rows 2 - UD13252IR-3141648.4172.5375102737.593394.251935.36Isolator Rows 3 - UD23414.6IR-4198045.5479.2980157030.315201.782408.87Isolator Rows 4 - UD35250Total LID Treated Area788675.5872.42571174.36Total Site Area1292085.4351.91670721.55Standard WQCV Treatment Area100771.7031.5431783.3985.16%Total LID Treated Impervious Area/Total Site Impervious Area (Must be > 75%)LOW IMPACT DEVELOPMENT SUMMARY TABLE**Isolator Rows were sized by comparing 120% of the WQCV based on a 12-Hour drain time and the City of Fort Collins Modified FAA Method*In some cases imperviousness was rounded up to be more conservative in sizing LID facilities, exact imperviousness was used to prove 75% of new impervious areas treated by LID DS DSDSDSDS DSDS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DSDSDSDSDSDSDS DS DS DS DSDS DS DSDS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DSDSDS DSDS DSDSDS DSDSDSDSDSDS DSDS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDSDSDS DSDS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DSDS DS DS DSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DSDSDS DSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDSDSDS DSDSDSDSDSDSDSDS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DS DSDSDSDSDSDSDSDSDS DS DSDSDS DSDSDSDSDSDSDSDSDSDSDSDSDSACBASINAREAIMP%IR-23.2870%ACBASINAREAIMP%IR-33.2575%ACBASINAREAIMP%IR-44.5580%ACBASINAREAIMP%IR-17.0275%ACBASINAREAIMP%IR-17.0275%ACBASINAREAIMP%IR-17.0275%ACBASINAREAIMP%IR-17.0275%ACBASINAREAIMP%IR-17.0275%ACBASINAREAIMP%IR-33.2575%ACBASINAREAIMP%IR-33.2575%ACBASINAREAIMP%IR-44.5580%SHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\FINAL DRAINAGE PLAN.DWG LAYOUT: LID MAP8 XREFs: dhi_logo[U], e-base, e-legal[U], e-offsite, e-util, p-base, p-legal, p-utilPLOTTED: TUE 10/19/21 9:48:55A BY: JERICHO RAPP 201013ENCLAVE AT REDWOODLOW IMPACT DEVELOPMENT MAP11OF1DHI COMMUNITIES2021-08-18JMRMAWJMR########################################################NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0SCALE: 1" =808016080'BASINDESIGNATIONBASIN SIZEIN ACRESC COEFFICIENTOS 10.671.23ACBASINAREAC100-YR SWMMLOW IMPACT DEVELOPMENT SUMMARY TABLEBasinArea (sq-ft)CalculatedImperviousness(%)*UtilizedImperviousness(%)ImperviousArea (sq-ft)120% WQCV(12-Hour DrainTime) (cu-ft)FAA WQCV(cu-ft)LID TreatmentProvidedVolume in LID(cu-ft)IR-1305956.7371.1275217596.437331.484322.62Isolator Rows 17350IR-2143024.9065.597093810.033146.891787.29Isolator Rows 2 - UD13252IR-3141648.4172.5375102737.593394.251935.36Isolator Rows 3 - UD23414.6IR-4198045.5479.2980157030.315201.782408.87Isolator Rows 4 - UD35250Total LID TreatedArea788675.5872.42571174.36Total Site Area1292085.4351.91670721.55Standard WQCVTreatment Area100771.7031.5431783.39Total LID Treated Impervious Area/Total Site Impervious Area (Must be > 75%)85.16%*In some cases imperviousness was rounded up to be more conservative in sizing LID facilities, exact imperviousness was used to prove 75% of new impervious areastreated by LID**Isolator Rows were sized by comparing 120% of the WQCV based on a 12-Hour drain time and the City of Fort Collins Modified FAA Method Sheet 1 of 2Designer:Company:Date:Project:Location:1.Basin Storage VolumeA) Effective Imperviousness of Tributary Area, IaIa =75.0% (100% if all paved and roofed areas upstream of rain garden)B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.750C) Water Quality Capture Volume (WQCV) for a 12-hour Drain TimeWQCV =0.24watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)D) Contributing Watershed Area (including rain garden area)Area =305,957sq ftE) Water Quality Capture Volume (WQCV) Design VolumeVWQCV =6,109.57cu ft Vol = (WQCV / 12) * AreaDesign Procedure Form: Rain Garden (RG)JMRHKSOctober 19, 2021Enclave at RedwoodIR1 - Isolator RowsUD-BMP (Version 3.07, March 2018)IR1 MHFD.xlsm, RG10/19/2021, 9:16 AM IR1 ISOLATOR ROW VOLUME CALCULATION: MODIFIED FAA METHOD FROM FORT COLLINS IDF Project #201013 Project Name Enclave at Redwood *Unused Designer JMR Date 10/12/2021 0.7549 7.0238 1.51 Time (min)WQCV Intensity (1/2 of 2-Year Intensity) (in/hr) Volume In (cu-ft) Out Factor* Adjusted Release (CFS) Volume Out (cu-ft) Storage (cu-ft) 5 1.425 2266.719 1.00 1.5100 453.000 1813.72 10 1.105 3515.403 1.00 1.5100 906.000 2609.40 15 0.935 4461.857 1.00 1.5100 1359.000 3102.86 20 0.805 5121.990 0.95 1.4345 1721.400 3400.59 25 0.715 5686.681 0.86 1.2986 1947.900 3738.78 30 0.65 6203.652 0.80 1.2080 2174.400 4029.25 35 0.585 6513.835 0.76 1.1476 2409.960 4103.87 40 0.535 6808.110 0.73 1.1023 2645.520 4162.59 45 0.495 7086.479 0.70 1.0570 2853.900 4232.58 50 0.46 7317.128 0.68 1.0268 3080.400 4236.73 55 0.435 7611.404 0.66 0.9966 3288.780 4322.62 60 0.41 7826.146 0.65 0.9815 3533.400 4292.75 65 0.39 8064.748 0.64 0.9664 3768.960 4295.79 70 0.365 8128.375 0.63 0.9513 3995.460 4132.91 75 0.35 8351.070 0.62 0.9362 4212.900 4138.17 80 0.33 8398.790 0.61 0.9211 4421.280 3977.51 85 0.32 8653.299 0.61 0.9211 4697.610 3955.69 90 0.305 8732.833 0.60 0.9060 4892.400 3840.43 95 0.29 8764.647 0.59 0.8909 5078.130 3686.52 100 0.28 8907.808 0.59 0.8909 5345.400 3562.41 105 0.27 9019.156 0.59 0.8909 5612.670 3406.49 110 0.26 9098.690 0.58 0.8758 5780.280 3318.41 115 0.255 9329.338 0.58 0.8758 6043.020 3286.32 120 0.245 9353.198 0.58 0.8758 6305.760 3047.44 4322.62 Qout (From ADS maximum chamber flow rate)(CFS) FAA Method Table Maximum Storage Represents Required WQCV C (From Fort Collins Storm Criteria Manual) Area (ac) ABC DEFGHIJKLMNVAULT IDTOTAL REQUIRED WQCV(CF)WQ FLOW (CFS)CHAMBER TYPERELEASE RATE/CHAMBER(CFS)CHAMBER VOLUME(CF)CHAMBER VOLUME + AGGREGATE(CF)NUMBER OF CHAMBERSCOMBINED RELEASE RATE WQCV METHOD(CFS)FAA REQUIRED STORAGE VOLUME (CF)NUMBER OF CHAMBERS (FAA)TOTAL VOLUME (CHAMBERS ONLY)(CF)COMBINED RELEASE RATE FAA METHOD (CFS)TOTAL NUMBER OF CHAMBERS REQUIREDTOTAL SYSTEM VOLUME (CF)7331.4840MC-35000.036109.9175.0421.514322.624043961.43427350CONFIRMCONFIRMAMHFD Rain Garden UD-BMP WQCV * 120%B1/2 of the 2-year developed flow rate for the basin being sizedCChamber type based on site constraintsDFlwo rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below)EVolume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec)FVolume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec)GNumber of chambers required to provide full WQCV within total installed system, include aggregate = A / FHRelease rate per chamber times number of chambers = D * G IFAA calc based on Flow, WQ and Total Release RateJNumber of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / EKVolume provided in chambers only (no aggregate storage). This must meet or excheed the required FAA storage volume. Greater of G or J * E LRelease rate per chamber times number of chambers = D * J MTotal number of chambers (Greater of J or G)NTotal system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCVMC-4500MC-3500SC-740SC-310SC-160LP60.045.030.016.012.0100.077.051.034.025.048.386.085.485.485.433.546.030.220.214.8106.5109.985.914.76.9162.6175.074.931.015.0CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)0.35GPM/SF1 CF=7.48052GAL1 GALLON=0.133681CF 1 GPM=0.002228CFS*FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORTMC-4500MC-3500SC-740SC-310SC-160LP0.02620.0360.0240.0160.012(COLUMN D)FLOW RATE / CHAMBER (CFS)STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONSFLOOR AREA (SF)CHAMBER VOLUME (CF)CHAMBER/AGGREGATE VOLUME (CF)STORMTECH CHAMBER DATAFLOW RATE*CHAMBER FLOW RATECHAMBER DIMENSIONSWIDTH (IN)INSTALLED LENGTH (IN)HEIGHT (IN) Sheet 1 of 2Designer:Company:Date:Project:Location:1.Basin Storage VolumeA) Effective Imperviousness of Tributary Area, IaIa =70.0% (100% if all paved and roofed areas upstream of rain garden)B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.700C) Water Quality Capture Volume (WQCV) for a 12-hour Drain TimeWQCV =0.22watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)D) Contributing Watershed Area (including rain garden area)Area =143,025sq ftE) Water Quality Capture Volume (WQCV) Design VolumeVWQCV =2,622.41cu ft Vol = (WQCV / 12) * AreaDesign Procedure Form: Rain Garden (RG)JMRHKSOctober 19, 2021Enclave at RedwoodUD1 - Isolator RowsUD-BMP (Version 3.07, March 2018)UD1 MHFD.xlsm, RG10/19/2021, 9:20 AM UD1 ISOLATOR ROW VOLUME CALCULATION: MODIFIED FAA METHOD FROM FORT COLLINS IDF Project #201013 Project Name Enclave at Redwood *Unused Designer JMR Date 10/12/2021 0.7089 3.2834 0.52 Time (min)WQCV Intensity (1/2 of 2-Year Intensity) (in/hr) Volume In (cu-ft) Out Factor* Adjusted Release (CFS) Volume Out (cu-ft) Storage (cu-ft) 5 1.425 995.050 1.00 0.5200 156.000 839.05 10 1.105 1543.200 1.00 0.5200 312.000 1231.20 15 0.935 1958.677 1.00 0.5200 468.000 1490.68 20 0.805 2248.464 0.95 0.4940 624.000 1624.46 25 0.715 2496.353 0.86 0.4472 780.000 1716.35 30 0.65 2723.295 0.80 0.4160 936.000 1787.29 35 0.585 2859.459 0.76 0.3952 1092.000 1767.46 40 0.535 2988.641 0.73 0.3796 1248.000 1740.64 45 0.495 3110.840 0.70 0.3640 1404.000 1706.84 50 0.46 3212.091 0.68 0.3536 1560.000 1652.09 55 0.435 3341.273 0.66 0.3432 1716.000 1625.27 60 0.41 3435.541 0.65 0.3380 1872.000 1563.54 65 0.39 3540.283 0.64 0.3328 2028.000 1512.28 70 0.365 3568.214 0.63 0.3276 2184.000 1384.21 75 0.35 3665.974 0.62 0.3224 2340.000 1325.97 80 0.33 3686.922 0.61 0.3172 2496.000 1190.92 85 0.32 3798.647 0.61 0.3172 2652.000 1146.65 90 0.305 3833.561 0.60 0.3120 2808.000 1025.56 95 0.29 3847.527 0.59 0.3068 2964.000 883.53 100 0.28 3910.372 0.59 0.3068 3120.000 790.37 105 0.27 3959.251 0.59 0.3068 3276.000 683.25 110 0.26 3994.165 0.58 0.3016 3432.000 562.17 115 0.255 4095.416 0.58 0.3016 3588.000 507.42 120 0.245 4105.890 0.58 0.3016 3744.000 361.89 1787.29 Qout (From ADS maximum chamber flow rate)(CFS) FAA Method Table Maximum Storage Represents Required WQCV C (From Fort Collins Storm Criteria Manual) Area (ac) ABC DEFGHIJKLMNVAULT IDTOTAL REQUIRED WQCV(CF)WQ FLOW (CFS)CHAMBER TYPERELEASE RATE/CHAMBER(CFS)CHAMBER VOLUME(CF)CHAMBER VOLUME + AGGREGATE(CF)NUMBER OF CHAMBERSCOMBINED RELEASE RATE WQCV METHOD(CFS)FAA REQUIRED STORAGE VOLUME (CF)NUMBER OF CHAMBERS (FAA)TOTAL VOLUME (CHAMBERS ONLY)(CF)COMBINED RELEASE RATE FAA METHOD (CFS)TOTAL NUMBER OF CHAMBERS REQUIREDTOTAL SYSTEM VOLUME (CF)3146.8920MC-45000.026106.5162.6200.521787.291718110.44203252CONFIRMCONFIRMAMHFD Rain Garden UD-BMP WQCV * 120%B1/2 of the 2-year developed flow rate for the basin being sizedCChamber type based on site constraintsDFlwo rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below)EVolume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec)FVolume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec)GNumber of chambers required to provide full WQCV within total installed system, include aggregate = A / FHRelease rate per chamber times number of chambers = D * G IFAA calc based on Flow, WQ and Total Release RateJNumber of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / EKVolume provided in chambers only (no aggregate storage). This must meet or excheed the required FAA storage volume. Greater of G or J * E LRelease rate per chamber times number of chambers = D * J MTotal number of chambers (Greater of J or G)NTotal system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCVMC-4500MC-3500SC-740SC-310SC-160LP60.045.030.016.012.0100.077.051.034.025.048.386.085.485.485.433.546.030.220.214.8106.5109.985.914.76.9162.6175.074.931.015.0CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)0.35GPM/SF1 CF=7.48052GAL1 GALLON=0.133681CF 1 GPM=0.002228CFS*FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORTMC-4500MC-3500SC-740SC-310SC-160LP0.02620.0360.0240.0160.012(COLUMN D)FLOW RATE / CHAMBER (CFS)STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONSFLOOR AREA (SF)CHAMBER VOLUME (CF)CHAMBER/AGGREGATE VOLUME (CF)STORMTECH CHAMBER DATAFLOW RATE*CHAMBER FLOW RATECHAMBER DIMENSIONSWIDTH (IN)INSTALLED LENGTH (IN)HEIGHT (IN) Sheet 1 of 2Designer:Company:Date:Project:Location:1.Basin Storage VolumeA) Effective Imperviousness of Tributary Area, IaIa =75.0% (100% if all paved and roofed areas upstream of rain garden)B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.750C) Water Quality Capture Volume (WQCV) for a 12-hour Drain TimeWQCV =0.24watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)D) Contributing Watershed Area (including rain garden area)Area =141,648sq ftE) Water Quality Capture Volume (WQCV) Design VolumeVWQCV =2,828.54cu ft Vol = (WQCV / 12) * AreaDesign Procedure Form: Rain Garden (RG)JMRHKSOctober 19, 2021Enclave at RedwoodUD2 - Isolator RowsUD-BMP (Version 3.07, March 2018)UD2 MHFD.xlsm, RG10/19/2021, 9:27 AM UD2 ISOLATOR ROW VOLUME CALCULATION: MODIFIED FAA METHOD FROM FORT COLLINS IDF Project #201013 Project Name Enclave at Redwood *Unused Designer JMR Date 10/12/2021 0.7689 3.2518 0.55 Time (min)WQCV Intensity (1/2 of 2-Year Intensity) (in/hr) Volume In (cu-ft) Out Factor* Adjusted Release (CFS) Volume Out (cu-ft) Storage (cu-ft) 5 1.425 1068.882 1.00 0.5500 165.000 903.88 10 1.105 1657.705 1.00 0.5500 330.000 1327.70 15 0.935 2104.010 1.00 0.5500 495.000 1609.01 20 0.805 2415.299 0.95 0.5225 660.000 1755.30 25 0.715 2681.581 0.86 0.4730 825.000 1856.58 30 0.65 2925.362 0.80 0.4400 990.000 1935.36 35 0.585 3071.630 0.76 0.4180 1155.000 1916.63 40 0.535 3210.397 0.73 0.4015 1320.000 1890.40 45 0.495 3341.663 0.70 0.3850 1485.000 1856.66 50 0.46 3450.426 0.68 0.3740 1650.000 1800.43 55 0.435 3589.194 0.66 0.3630 1815.000 1774.19 60 0.41 3690.456 0.65 0.3575 1980.000 1710.46 65 0.39 3802.970 0.64 0.3520 2145.000 1657.97 70 0.365 3832.974 0.63 0.3465 2310.000 1522.97 75 0.35 3937.987 0.62 0.3410 2475.000 1462.99 80 0.33 3960.489 0.61 0.3355 2640.000 1320.49 85 0.32 4080.504 0.61 0.3355 2805.000 1275.50 90 0.305 4118.009 0.60 0.3300 2970.000 1148.01 95 0.29 4133.011 0.59 0.3245 3135.000 998.01 100 0.28 4200.519 0.59 0.3245 3300.000 900.52 105 0.27 4253.026 0.59 0.3245 3465.000 788.03 110 0.26 4290.530 0.58 0.3190 3630.000 660.53 115 0.255 4399.294 0.58 0.3190 3795.000 604.29 120 0.245 4410.545 0.58 0.3190 3960.000 450.55 1935.36 Qout (From ADS maximum chamber flow rate)(CFS) FAA Method Table Maximum Storage Represents Required WQCV C (From Fort Collins Storm Criteria Manual) Area (ac) ABC DEFGHIJKLMNVAULT IDTOTAL REQUIRED WQCV(CF)WQ FLOW (CFS)CHAMBER TYPERELEASE RATE/CHAMBER(CFS)CHAMBER VOLUME(CF)CHAMBER VOLUME + AGGREGATE(CF)NUMBER OF CHAMBERSCOMBINED RELEASE RATE WQCV METHOD(CFS)FAA REQUIRED STORAGE VOLUME (CF)NUMBER OF CHAMBERS (FAA)TOTAL VOLUME (CHAMBERS ONLY)(CF)COMBINED RELEASE RATE FAA METHOD (CFS)TOTAL NUMBER OF CHAMBERS REQUIREDTOTAL SYSTEM VOLUME (CF)3394.2480MC-45000.026106.5162.6210.551935.361920240.50213414.6CONFIRMCONFIRMAMHFD Rain Garden UD-BMP WQCV * 120%B1/2 of the 2-year developed flow rate for the basin being sizedCChamber type based on site constraintsDFlwo rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below)EVolume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec)FVolume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec)GNumber of chambers required to provide full WQCV within total installed system, include aggregate = A / FHRelease rate per chamber times number of chambers = D * G IFAA calc based on Flow, WQ and Total Release RateJNumber of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / EKVolume provided in chambers only (no aggregate storage). This must meet or excheed the required FAA storage volume. Greater of G or J * E LRelease rate per chamber times number of chambers = D * J MTotal number of chambers (Greater of J or G)NTotal system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCVMC-4500MC-3500SC-740SC-310SC-160LP60.045.030.016.012.0100.077.051.034.025.048.386.085.485.485.433.546.030.220.214.8106.5109.985.914.76.9162.6175.074.931.015.0CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)0.35GPM/SF1 CF=7.48052GAL1 GALLON=0.133681CF 1 GPM=0.002228CFS*FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORTMC-4500MC-3500SC-740SC-310SC-160LP0.02620.0360.0240.0160.012(COLUMN D)FLOW RATE / CHAMBER (CFS)STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONSFLOOR AREA (SF)CHAMBER VOLUME (CF)CHAMBER/AGGREGATE VOLUME (CF)STORMTECH CHAMBER DATAFLOW RATE*CHAMBER FLOW RATECHAMBER DIMENSIONSWIDTH (IN)INSTALLED LENGTH (IN)HEIGHT (IN) Sheet 1 of 2Designer:Company:Date:Project:Location:1.Basin Storage VolumeA) Effective Imperviousness of Tributary Area, IaIa =80.0% (100% if all paved and roofed areas upstream of rain garden)B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.800C) Water Quality Capture Volume (WQCV) for a 12-hour Drain TimeWQCV =0.26watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)D) Contributing Watershed Area (including rain garden area)Area =198,046sq ftE) Water Quality Capture Volume (WQCV) Design VolumeVWQCV =4,334.82cu ft Vol = (WQCV / 12) * AreaDesign Procedure Form: Rain Garden (RG)JMRHKSOctober 19, 2021Enclave at RedwoodUD3 - Isolator RowsUD-BMP (Version 3.07, March 2018)UD3 MHFD.xlsm, RG10/19/2021, 9:29 AM UD3 ISOLATOR ROW VOLUME CALCULATION: MODIFIED FAA METHOD FROM FORT COLLINS IDF Project #201013 Project Name Enclave at Redwood *Unused Designer JMR Date 10/12/2021 0.8183 4.5465 1.08 Time (min)WQCV Intensity (1/2 of 2-Year Intensity) (in/hr) Volume In (cu-ft) Out Factor* Adjusted Release (CFS) Volume Out (cu-ft) Storage (cu-ft) 5 1.425 1590.471 1.00 1.0800 324.000 1266.47 10 1.105 2466.626 1.00 1.0800 648.000 1818.63 15 0.935 3130.717 1.00 1.0800 972.000 2158.72 20 0.805 3593.907 0.95 1.0260 1296.000 2297.91 25 0.715 3990.130 0.86 0.9288 1620.000 2370.13 30 0.65 4352.869 0.80 0.8640 1944.000 2408.87 35 0.585 4570.513 0.76 0.8208 2268.000 2302.51 40 0.535 4776.995 0.73 0.7884 2592.000 2184.99 45 0.495 4972.316 0.70 0.7560 2916.000 2056.32 50 0.46 5134.153 0.68 0.7344 3240.000 1894.15 55 0.435 5340.636 0.66 0.7128 3564.000 1776.64 60 0.41 5491.312 0.65 0.7020 3888.000 1603.31 65 0.39 5658.730 0.64 0.6912 4212.000 1446.73 70 0.365 5703.375 0.63 0.6804 4536.000 1167.37 75 0.35 5859.631 0.62 0.6696 4860.000 999.63 80 0.33 5893.115 0.61 0.6588 5184.000 709.12 85 0.32 6071.694 0.61 0.6588 5508.000 563.69 90 0.305 6127.500 0.60 0.6480 5832.000 295.50 95 0.29 6149.823 0.59 0.6372 6156.000 -6.18 100 0.28 6250.274 0.59 0.6372 6480.000 -229.73 105 0.27 6328.402 0.59 0.6372 6804.000 -475.60 110 0.26 6384.208 0.58 0.6264 7128.000 -743.79 115 0.255 6546.045 0.58 0.6264 7452.000 -905.95 120 0.245 6562.787 0.58 0.6264 7776.000 -1213.21 2408.87 Qout (From ADS maximum chamber flow rate)(CFS) FAA Method Table Maximum Storage Represents Required WQCV C (From Fort Collins Storm Criteria Manual) Area (ac) ABC DEFGHIJKLMNVAULT IDTOTAL REQUIRED WQCV(CF)WQ FLOW (CFS)CHAMBER TYPERELEASE RATE/CHAMBER(CFS)CHAMBER VOLUME(CF)CHAMBER VOLUME + AGGREGATE(CF)NUMBER OF CHAMBERSCOMBINED RELEASE RATE WQCV METHOD(CFS)FAA REQUIRED STORAGE VOLUME (CF)NUMBER OF CHAMBERS (FAA)TOTAL VOLUME (CHAMBERS ONLY)(CF)COMBINED RELEASE RATE FAA METHOD (CFS)TOTAL NUMBER OF CHAMBERS REQUIREDTOTAL SYSTEM VOLUME (CF)5201.7840MC-35000.036109.9175.0301.082408.872224180.79305250CONFIRMCONFIRMAMHFD Rain Garden UD-BMP WQCV * 120%B1/2 of the 2-year developed flow rate for the basin being sizedCChamber type based on site constraintsDFlwo rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below)EVolume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec)FVolume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec)GNumber of chambers required to provide full WQCV within total installed system, include aggregate = A / FHRelease rate per chamber times number of chambers = D * G IFAA calc based on Flow, WQ and Total Release RateJNumber of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / EKVolume provided in chambers only (no aggregate storage). This must meet or excheed the required FAA storage volume. Greater of G or J * E LRelease rate per chamber times number of chambers = D * J MTotal number of chambers (Greater of J or G)NTotal system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCVMC-4500MC-3500SC-740SC-310SC-160LP60.045.030.016.012.0100.077.051.034.025.048.386.085.485.485.433.546.030.220.214.8106.5109.985.914.76.9162.6175.074.931.015.0CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)0.35GPM/SF1 CF=7.48052GAL1 GALLON=0.133681CF 1 GPM=0.002228CFS*FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORTMC-4500MC-3500SC-740SC-310SC-160LP0.02620.0360.0240.0160.012(COLUMN D)FLOW RATE / CHAMBER (CFS)STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONSFLOOR AREA (SF)CHAMBER VOLUME (CF)CHAMBER/AGGREGATE VOLUME (CF)STORMTECH CHAMBER DATAFLOW RATE*CHAMBER FLOW RATECHAMBER DIMENSIONSWIDTH (IN)INSTALLED LENGTH (IN)HEIGHT (IN) Enclave at Redwood Page G October 19, 2021 Appendix G – Drainage Map DS DSDSDSDS DSDS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DSDSDSDSDSDSDS DS DS DS DSDS DS DSDS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DSDSDS DSDS DSDSDS DSDSDSDSDSDS DSDS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDSDSDS DSDS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DSDS DS DS DSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DSDSDS DSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDSDSDS DSDSDSDSDSDSDSDS DS DS DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS DS DS DS DSDSDSDSDSDSDSDSDS DS DSDSDS DSDSDSDSDSDSDSDSDSDSDSDSDSACBASINAREAC2137.820.889ACBASINAREAC8123.750.516ACBASINAREAC113_14.280.820ACBASINAREAC113_27.860.777ACBASINAREAC113_45.580.868ACBASINAREAC113_39.750.854ACBASINAREAC113_27.860.777ACBASINAREAC113_39.750.854ACBASINAREAC4132.190.585SHEET NUMBERISSUE DATE:DATEREVISION COMMENTSDESIGNED BY:CHECKED BY:DRAWN BY:PROJECT #:1120 Lincoln Street, Suite 1000Denver, Colorado 80203P: 303.623.6300 F: 303.623.6311HarrisKocherSmith.comKnow what's below.Call before you dig.®FILEPATH: K:\201013\ENGINEERING\DRAINAGE\FINAL DRAINAGE PLAN.DWG LAYOUT: FOR UTILITY PLANS8 XREFs: dhi_logo[U], e-base, e-legal[U], e-offsite, e-util, p-base, p-legal, p-utilPLOTTED: TUE 10/19/21 7:53:01A BY: JERICHO RAPP 201013ENCLAVE AT REDWOODFINAL DRAINAGE PLAN2929OF29DHI COMMUNITIES2021-08-18JMRMAWJMR              NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0SCALE: 1" =808016080'BASINDESIGNATIONBASIN SIZEIN ACRESC COEFFICIENTOS 10.671.23ACBASINAREAC100-YR SWMMPond Subcatchment Summary TableBasinOutfall IDArea (ac)CalculatedImperviousness(%)UtilizedImperviousness(%)100-Year TotalRunoff Volume(ac-ft)2-YearPeakRunoff(CFS)100-YearPeakRunoff(CFS)2-Year SWMMCalculatedRunoffCoefficient100-Year SWMMCalculatedRunoffCoefficient113_1UD14.2852.73551.156.6536.150.5160.820113_2UD27.8641.08501.959.9350.320.4610.777113_3Pond19.7562.05652.6517.2184.070.6030.854113_4UD35.5866.84681.5510.5150.650.6320.868213NECCO A2 StormLine7.82N/A752.1214.4167.650.6890.889413Existing NECCOStub2.19N/A70.400.456.620.0740.585812Redwood Pond3.75N/A20.580.227.210.0250.516Detention Pond Summary TablePond100-YearVolume(cu-ft)100-YearVolume(ac-ft)100-YearWSELWQCV(cu-ft)WQCVWSELMax ReleaseRate (CFS)100-Year RunoffBypassing DetentionFacility (ac-ft)UD143,2190.9924956.713252.00*4952.150.86N/AUD2177,3844.0724957.263414.60*4947.091.57N/APond130,4880.7004960.251,812.104958.651.952.03**UD360,5101.3894960.415250.00*4956.481.12N/A*WQCV in Underground Chamber Systems Explored Further in LID Exhibit and Calculations Found in Appendix F ofPreliminary Drainage Report**Pond1 Outlet Structure Configured Preliminarily to Detain and Release Maximum of 1.95 CFS, and BypassAdditional 100-Year Runoff to UD2. SWMM Model, Inputs, and Outputs Found in Appendix E of PreliminaryDrainage Report