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HARMONY & STRAUSS CABIN CONVENIENCE SHOPPING CENTER (FORMERLY HARMONY & I-25 NORTH) - FDP - FDP150030 - REPORTS - DRAINAGE REPORT (3)
Project Development Plan (PDP) Final Drainage Report for Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 submitted to: City of Fort Collins, Colorado November 25, 2015 760 Whalers Way Bldg C, Suite 200 Fort Collins, CO 80525 970.226.0557 main 303.595.9103 metro 970.226.0204 fax ideas@tstinc.com www.tstinc.com November 25, 2015 Mr. Mark Taylor, P.E., CFM City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80521 Re: Project Development Plan (PDP) for Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Project No. 993.0004.00 Dear Mr. Taylor: We are pleased to submit this Final Drainage Report for the Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1. This report focuses on the Convenience Shopping Center area where the first phase of development on this overall site is planned. This report analyzes the developed stormwater runoff from the project and provides stormwater infrastructure and water quality management for runoff. The Harmony & Strauss Cabin Convenience Shopping Center project area is within the Limits of Development shown on the ODP and is located within the flood fringe (floodplain) and proposes some utility tie-in work and some cut grading work within the floodway. We recognize that a no-rise certification will be required for any work proposed and completed within the floodway. This report has been prepared based on the City of Fort Collins Stormwater Criteria Manual and complies with the PDP submittal requirements for a final drainage report. Respectfully, TST, INC. CONSULTING ENGINEERS Jon Sweet, P.E. Eric M. Fuhrman, P.E. JFS/EMF/jrm Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report TABLE OF CONTENTS Page 1.0 Introduction 1.1 Scope and Purpose ..................................................................................................... 1 1.2 Project Location and Description ................................................................................. 1 1.3 Previous Studies ......................................................................................................... 3 1.4 Limitations of Future Projections ................................................................................. 3 2.0 Historic/Existing Conditions ......................................................................................... 3 3.0 Developed Conditions Plan 3.1 Design Criteria for Hydrologic Analysis ....................................................................... 7 3.2 Drainage Plan Development ....................................................................................... 8 3.2.1 Street Capacity ................................................................................................... 9 3.2.2 Inlet Design ........................................................................................................ 9 3.2.3 Storm Sewer Design ........................................................................................ 10 3.2.4 Channel Design ................................................................................................ 10 3.2.5 Riprap Design ................................................................................................... 11 3.2.6 Detention Pond Design .................................................................................... 11 3.3 Low Impact Development .......................................................................................... 13 3.4 Floodplain Management ............................................................................................ 14 4.0 Conclusion ....................................................................................................................... 17 5.0 References ....................................................................................................................... 18 Figures Figure 1. Vicinity Map ................................................................................................................... 2 Figure 2. Gravel Pit Information .................................................................................................... 5 Figure 3. Outfall to the Poudre River ............................................................................................ 6 Figure 4. Four-Step Process for Stormwater Quality Management ............................................ 13 Appendices Appendix A: Rational Method Hydrologic Analysis Appendix B: Street Capacity and Inlet Analysis Appendix C: Storm Sewer Design Appendix D: Channel Design Appendix E: Riprap Design Appendix F: Detention Pond Design Appendix G: Low Impact Development Appendix H: FIRM Maps and Original Floodplain Workmap Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 1 1.0 Introduction 1.1 Scope and Purpose This report has been developed in accordance with the City of Fort Collins Stormwater Criteria Manual requirements and complies with Project Development Plan (PDP) submittal requirements which present the results of a final drainage analysis for the CONVENIENCE SHOPPING CENTER area of the Harmony & Strauss Cabin Subdivision Filing No. 1 project. 1.2 Project Location and Description The overall Harmony & Strauss Cabin development is a 266-acre site located at the southwest quadrant of Harmony Road and Interstate 25 in the west half of Section 3, Township 6 North, Range 68 West. The site is generally bounded by the following roadways: Strauss Cabin Road on the west, Harmony Road on the north, I-25 on the east and Kechter Road on the south. Surrounding properties include: the Arapaho Bend Natural Area and the Harmony Road Transportation Transfer Center on the north side of Harmony Road, Island Lake Marina and the Eagle View Natural Area on the south side of Kechter Road, the Chandler property (now under Nine Bridges, LLC ownership) west of Strauss Cabin Road, the Mountain Life Church and the Budurus properties located along Strauss Cabin Road further to the south. East of the property is the interstate and the Town of Timnath. The Fossil Creek Reservoir Inlet Ditch (FCRID) and the Boxelder Ditch are located along the western side of the overall site with the FCRID being further to the west. The Boxelder Ditch crosses Strauss Cabin Road and enters the site approximately 1700’ south of Harmony Road. The CONVENIENCE SHOPPING CENTER project is a commercial development situated on approximately 18 acres and is located at the corner of Strauss Cabin Road and Harmony Road in the area west of the half-foot floodway boundary. The CONVENIENCE SHOPPING CENTER project area is specifically located outside of the half-foot floodway and is not proposing to make any adjustments or changes to the location of the floodway at this time. This development is located within the Cache la Poudre watershed and City of Fort Collins Poudre River drainage basin. This project site sits within the FEMA regulated floodway and floodplain, per FEMA FIRM Maps 08069C0994F & 08069C1013F, dated December 19, 2006. The floodplain and floodways lines are shown in Figure 1 on the next page. Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 2 Figure 1. Vicinity Map Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 3 1.3 Previous Studies WEITZEL POND #1 Drainage Report for Harmony & Strauss Cabin ODP Drainage Report for Harmony & Strauss Cabin North I-25 EIS, August 2011 Poudre River Drainage Basin Master Plan 1.4 Limitations of Future Projections The analysis and proposed stormwater improvements contained in this study are for the CONVENIENCE SHOPPING CENTER project area only and only account for future development areas adjacent to the CONVENIENCE SHOPPING CENTER site where developed flows are routed towards the storm infrastructure we are planning for and designing now. In addition, the stormwater improvements for this site are based on the development of a “pad ready” site, which means that the specific building footprints, specific building uses and/or tenants have not yet been determined. The amount of building square footage has been assumed for this site and is subject to change. However, we believe we have been relatively conservative in estimating the added imperviousness to this site because of the site layout constraints, and thus, have included the largest possible building and parking lot footprints allowable for this site. The grading and drainage plan provided herein assume that the WEITZEL POND #1 project has progressed and has filled the portion of the Existing Gravel Pond #1 shown in the WEITZEL POND #1 plans. Stream stability analysis, open water and wetlands mitigation are beyond the scope of this report and will be addressed separately or in a subsequent design report. 2.0 Historic/Existing Conditions Historically and prior to the 1980’s, this area was grasslands and utilized for farming. Since the early 1980’s, this property had been mined for gravel. Starting in 1981, the Stute Pit (located within the Harmony Gardens parcel) was mined for sand and gravel for the construction industry. Subsequently in the later 1980’s and into the 1990’s, the Weitzel Pits and then the Wellington Downs Pit were also mined for sand and gravel. With the exception of the Harmony Gardens parcel and the constructed pad site at the Harmony Road and Strauss Cabin intersection (the CONVENIENCE SHOPPING CENTER project area), a great majority of this property was mined for gravel. See Figure 2 for gravel pit locations and information. Today, the Stute Pit is a lined and state certified reservoir. This reservoir provides irrigation water for the Harmony Gardens tree nursery. The Wellington Downs Pit is also a lined and state Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 4 certified reservoir. The Weitzel Pits are simply inactive gravel mine pits that have become ponds due to the watertable elevation in the area. The west pit (denoted as Ex. Gravel Pond #1), the largest of the Weitzel Pits, has top of bank elevations that vary from 4838 to 4849 (NAVD 1988), and a varying bottom of pit elevation, with the lowest approximate elevation at 4823. The groundwater surface in this pit is at an approximate 4838 elevation, resulting in a maximum water depth of 15’. The other two Weitzel Pits, denoted as Ex. Gravel Pond #2 and #3 are configured similarly, although the groundwater elevation appears to be closer to 4837 elevation. According to the Natural Resources Conservation Service (NRCS) the project site is characterized by Type B and C soils. Existing slopes within the existing gravel pits/ponds vary from 1:1 to 4:1. The NRCS soils data for this site can be found in the Appendix. Because of the past mining activities on the site, the historic drainage patterns have been modified somewhat because the old gravel pits now act as large retention basins for stormwater. Table 1 shows the previously surveyed groundwater elevations for each pond and the lowest top of bank elevations. Note that the groundwater surface elevation in Pond #1 is above the lowest top of bank elevation. This pond has been observed to spill into Pond #2 across the embankment between #1 and #2 along a path that is approximately 20’ wide. The southeastern finger of Pond #2 this is where this pond would overtop and spill south into an adjacent drainage way in a significant storm event. The drainage way that originates at the south finger of #2 follows the east property boundary between the interstate and the Wellington Downs pit. The drainage way outlets into two culverts under Kechter Road and this is assumed to be the historic stormwater release location for this site. Please refer to Figure 3 for the outfall route to the Poudre River. Table 1. Pond ID Groundwater Surface Elevation Top of Bank Elevation Ex. Gravel Pond #1 4838.23 4837.53 Ex. Gravel Pond #2 4837.12 4837.48 Historic stormwater runoff rates from this site have been calculated based upon the site as it was prior to mining activities. Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 5 Figure 2. Gravel Pit Information Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 6 Figure 3. Outfall to the Poudre River Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 7 3.0 Developed Conditions Plan 3.1 Design Criteria for Hydrologic Analysis The drainage plan presented in this report has been developed in accordance with the City of Fort Collins Stormwater Criteria Manual and the City of Fort Collins submittal requirements for a Project Development Plan (PDP). The drainage plan presented is based upon the allowable developed stormwater release rates prescribed for the Poudre River drainage basin, that being the 2-year historic rate. The drainage basin presented in this report is less than 90 acres, therefore, the method used to analyze drainage for this project will be the Rational Method. Runoff calculations for both the 2-year and 100-year storms will be presented here. The Rational Method is given by: Q = C(Cf)IA where Q is the maximum rate of runoff in cfs C is the runoff coefficient Cf is the runoff coefficient frequency factor adjustment I is the rainfall intensity in inches per hour for a storm duration equal to the time of concentration A is the total area of the basin in acres The runoff coefficient C has different values depending on the design storm recurrence interval. The runoff coefficient is also dependent on land use or surface characteristics/imperviousness. Runoff coefficients were assigned using Table RO-11 from the Fort Collins Stormwater Criteria Manual. The frequency factor adjustment, Cf, varies depending on the storm frequency and can be found in Table RO-12 of the Fort Collins Stormwater Criteria Manual. The rainfall intensity is selected from Rainfall Intensity Duration Frequency Curves for the City of Fort Collins (Tables RA-7 through RA-9 of the Fort Collins Stormwater Criteria Manual). In order to utilize the Rainfall Intensity Duration Curves, the time of concentration is required. The following equation is used to determine the time of concentration tc = ti + tt where tc is the time of concentration in minutes ti is the initial or overland flow time in minutes Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 8 tt is the conveyance travel time in minutes The initial or overland flow time is calculated with the UDFCD equation: 0.33 f i S t 1.87 1.1 * C D C 3.2 Drainage Plan Development The CONVENIENCE SHOPPING CENTER project is proposed to be a commercial site, with a variation of land uses including restaurants, retail and office establishments. These uses are accompanied by parking areas and a new public roadway to access the site. A Neighborhood Commercial land use is located within Lot 1 (6.4 acres) of the Final Plat and an extension of similar land uses is found within Lot 2 (3.3 acres) of the Final Plat. Surrounding Outlots shown on the Final Plat are reserved for future development, except for Outlot A, which is a 3.3 acre parcel along Harmony Road (north of Lot 1) that is reserved for a future drainage channel that will be needed to convey the offsite flows from the north. The offsite flows from the north are a result of the Poudre River split flow condition during a major storm event, where stormwater overtops the banks of the river and flows south toward this project site. The anticipated amount of stormwater flow that overtops Harmony Road and onto this project site in a major storm event is 4000 cfs. Thus, Outlot A, which varies in width from about 130-170’, anticipates a channel with varying dimensions, but generally include a bottom width of 100’, varying side slopes and 6-7’ of depth. Basin N-1, as shown on the Drainage Plan, is located along Harmony Road where the future drainage channel will be located. The grading plan for this CONVENIENCE SHOPPING CENTER site only proposes an interim drainage grassed swale to direct local stormwater flows around the site, but does not propose any ultimate grading or changes to this area because it is being reserved for the future channel to be designed at a future date. Basins N-2 and N-16 are basins that incorporate Strauss Cabin Road. Basin N-15 incorporates Harmony Road and Strauss Cabin Road. Basin N-15 has been analyzed for the interim condition on the west side of Strauss Cabin Road where the west side of the road remains as-is and is not improved. Basin N-15 has also been analyzed for the ultimate condition where Strauss Cabin Road is improved on the west side and more developed runoff makes its way to the low point and inlet south of Hacienda Drive. Basins N-3 through N-14 and N-17 through N-19 are onsite basins that basically include parking areas and building footprints. These basins all provide a similar design pattern for stormwater runoff, that being from the buildings to the pavement areas. Basins N-5, N-6, N-9, and N-11 Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 9 include a rain garden at the low point of the basin. Basins N-1, N-2, N-4, N-7, N-9, N-10, N-14, N-16, N-17, N-18 and N-19 all incorporate permeable pavers within the parking areas. 3.2.1 Street Capacity Street capacity was analyzed in two areas for this project. The first being along Strauss Cabin Road on the east side where ultimate roadway improvements are proposed between Harmony Road and Road A, and the second being at the low point of the roadway on Hacienda Drive. Table ST-2 and ST-3 in the City of Fort Collins Stormwater Criteria Manual state inundation standards for the minor and major storms. These standards are summarized in the table below for the two roadway classifications for this project site. Hacienda Drive was modelled as a minor collector even though it has recently been determined that this will be a “street-like private drive”. Table 2. Street ID Street Classification Minor Storm (2-yr) requirements Major Storm (100-yr) requirements Strauss Cabin Road 2-Lane Arterial No curb-overtopping, flow spread must leave at least 12’ wide travel path in each direction Depth of water must not exceed bottom of median gutter, 12” max depth at gutter flowline, flow must be contained within ROW. Hacienda Drive Minor Collector No curb-overtopping, flow spread must leave at least a 6’ wide travel path on each side of the street Depth of water at street crown 6” max, 12” max depth at gutter flowline, flow must be contained with ROW. The streets meet the applicable requirements and will function below the allowed capacities. The results of the street capacity analysis can be found with supporting calculations in Appendix B. 3.2.2 Inlet Design Street capacities and Inlets have been analyzed using the Urban Drainage UD-Inlet spreadsheet, version 3.1. CDOT Type R inlets are proposed to collect runoff in Basins N-4, N- 12, N-13, N-14, N-16, N-17 and N-18. Type R inlets have been placed at the low points of each Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 10 of these basins where infall, vertical curb and gutter is located and have been analyzed for a “sump” condition. CDOT Type 13 Combination inlets are proposed to collect runoff in Basins N-7 and N-19. Combination inlets have been chosen at these locations due to space constraints behind the curb. CDOT Type C Area inlets are proposed to collect 100-year overflow runoff in the rain gardens, Basins N-5, N-6, N-9, and N-11. A CDOT Type D Area inlet is proposed at the low point in Basin N-15 (interim condition only). A concrete sidewalk culvert is proposed to convey runoff from the parking lot area in Basin N-3 to the interim swale in Basin N-1. This concrete sidewalk culvert is to be constructed to meet the City of Fort Collins Stormwater Detail D-12, with a 4’ wide, 8.5” deep conveyance. The results of the inlet and sidewalk culvert analysis are provided in Appendix B. 3.2.3 Storm Sewer Design Storm sewer pipes have been analyzed using UDSEWER 2009, version 1.4. The pipes have all been sized to ensure that the hydraulic grade lines remain below the flowline elevation at inlets and below rim elevations at manholes. All storm pipes on this project site are connected as a part of a single system to convey roadway and parking lot runoff into a series of storm pipes the direct the flow to the existing Weitzel Pond #1 at the southeast corner of the project site. The Weitzel Pond #1 is an existing groundwater fed pond and will also function as the detention basin (along with Existing Gravel Ponds #1 and #2) for detaining stormwater flows. The approximate groundwater elevation in the Weitzel Pond #1 is 4838. This elevation is based upon field surveying shots and observations over the last couple of years. The tailwater elevation input into the UDSEWER model is 4838.40, assuming some potential additional elevation for additional stormwater flows from swales C-C and D-D. The results of the storm sewer analysis is provided in Appendix C. 3.2.4 Channel Design Proposed channels and swales at this project site have been analyzed using Bentley Flowmaster V8i, Select Series 1 software. These swales have been designed to include 1’ of freeboard above the normal water depth in the channel. Where the 1’ criteria is not possible, the swales have been checked to make sure they can pass at least 133% of design flow. Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 11 Swale A-A is a temporary swale along the west side of Strauss Cabin Road that is intended to convey roadside runoff to an area inlet on the west side of the road. Swales B-B and C-C are located in Basin N-1 as a temporary conveyance for stormwater flows around the site to the Weitzel Pond #1 (detention basin). Swale B-B has a 0.50% slope and a concrete bottom. Swale C-C has a minimum 1.00% slope and is intended to be a Triangular Swale Section with a shallow underdrain as detailed in Urban Drainage Volume 3, Figure GS-1. Swale D-D is located in Basin N-19 and conveys flows within that basin toward the Weitzel Pond #1 (detention basin). Similar to Swale C-C, this will be a Triangular Swale Section with a shallow underdrain as detailed in Urban Drainage Volume 3, Figure GS-1. Swale E-E is actually an irrigation lateral and has been included here simply to show the amount of irrigation water that can be conveyed in the lateral that has been designed with a 2’ wide bottom, 2:1 side slopes, a normal water depth of 1’, and minimum swale depth of 1.6’. The results of the channel design are provided in Appendix D. 3.2.5 Riprap Design Riprap has been proposed at the pipe outlet into the Weitzel Pond #1. Although the approximate groundwater elevation is 4838 at this location and the pipe outlet and riprap are anticipated to be underwater during an average day scenario, the groundwater in that pond may be lowered at any given time due to future construction activities at this site, so riprap has been proposed in this area as a ground stabilization measure. The results of riprap sizing is provided in Appendix E. 3.2.6 Detention Pond Design As with the WEITZEL POND #1 site, the remaining portion of the Existing Gravel Pond #1 and Existing Gravel Pond #2 will be utilized as a detention and water quality basin for stormwater runoff from the CONVENIENCE SHOPPING CENTER site. The existing condition for the CONVENIENCE SHOPPING CENTER and WEITZEL POND #1 areas were analyzed to determine the allowable release rate from the site. The 2-yr historic discharge for this area was determined to be 9.0 cfs, which is the allowed release rate from this site and is utilized in a mass-balance procedure to determine required volume for detention There are undeveloped areas adjacent to the CONVENIENCE SHOPPING CENTER site that also drain toward and into the Existing Gravel Ponds #1 and #2. These basins are denoted as PDP-S (WEITZEL POND #1 area in its filled state), O-1 (offsite basin west of Strauss Cabin Road), and O-2 (offsite basin east of the CONVENIENCE SHOPPING CENTER and SOUTH Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 12 sites). Release from these undeveloped areas amounts to 69.8 cfs. This amount will be treated as a pass-through flow. The resulting amount of stormwater passing from the detention basin will be approximately 78.8 cfs (9.0 + 69.8). Stormwater release from the detention basin will be provided at the existing spillway at the southeastern finger of Existing Gravel Pond #2. The required amount of stormwater detention for the combined CONVENIENCE SHOPPING CENTER and WEITZEL POND #1 project areas is 9.64 acre-feet based on the Modified FAA method for determining detention volumes, plus an additional 20% (City criteria), resulting in 11.57 acre-feet. The area of the Existing Gravel Ponds #1 and #2 will constitute the detention basin for this project. The storage capacity for that pond is provided below in Table 3. Table 3. Pond ID Surface Area Groundwater Surface Elevation Detention Surface Elevation Total Storage Ex. Gravel Pond #1 11.0 acres 4838.23 4838.59 3.96 Ac-ft Ex. Gravel Pond #2 14.53 acres 4837.12 4837.64 7.61 Ac-ft Total Required 11.57 Ac-ft The required detention water depth in the ponds is 0.36’ and 0.52’, respectively and will require that the existing spillway location top of bank to be raised to allow for detention capacity. In order to construct fill in the floodway a no-rise certification will be required to prove that the new elevations do not exceed those used in the approved LOMR 14-08-0580P (effective December 15, 2014). A spot elevation indicating 4835.5, located in the vicinity of the proposed improved spillway, is shown on that workmap. The elevations on that workmap are shown in NGVD29 datum, thus the translated elevations to the NAVD88 datum would be 3.18’ higher, resulting in a spot elevation of 4838.68 in this vicinity. This workmap is included in the Appendix for reference. In addition, the detention water surface elevation is still well below the Base Flood Elevations (BFE) as published on the current FEMA maps, the worst case BFE in that area being 4841. A WQCV calculation is provided, however, based on conversations with City stormwater staff, the existing gravel ponds can be used as water quality features for the stormwater releases from this site. In addition, the permeable pavement areas proposed for this project site are capable of storing approximately 0.41 ac-ft of WQCV within the sub-structure of those paved areas. Regardless, the calculated required WQCV for this site is 1.03 ac-ft, resulting in a total detention Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 13 plus water quality pond volume of 12.6 acre-feet (11.57 + 1.03). The WQCV storage would increase the water surface elevation by 0.02’. 3.3 Low Impact Development With the building coverage and parking areas, the amount of new imperviousness introduced to this site will be fairly high. However, the grading design aims to minimize the “directly connected impervious area” (DCIA) as much as possible. Strategies to minimize directly connected impervious areas follow the Four-Step Process for Stormwater Quality Management, as outlined in Volume 3 of the Urban Storm Drainage Criteria Manual. The four-step process is shown below. Figure 4. Four-Step Process for Stormwater Quality Management Step 1: Runoff Reduction Practices for this project site are planned to include parking lot drainage toward depressed landscape islands with rain garden media and plantings for filtration benefit and to extend the time of concentration; and grassed swales located adjacent to parking lot areas to capture and route stormwater drainage toward the Existing Pond #1 located south of the site. These grassed swales are intended to be sloped at less than 2% and may have meandering alignment to increase the aesthetic and the time of concentration. Porous pavement will also likely be employed in areas within the parking lots that we aim to “dress up” Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 14 and provide a higher level of finish, with the added benefit of stormwater filtration. Step 2: BMP’s to Provide WQCV with Slow Release for this project site will employ LID techniques such as permeable pavement systems, rain gardens and grassed swales within the project site. In addition, the large Existing Gravel Pond #1 and #2 will act as a sedimentation basin by allowing for the sediment, fines and pollution suspended in the stormwater to settle out into the existing groundwater fed ponds. The stormwater outlet for these ponds is located near the southeast corner of Ex. Gravel Pond #2. The spillway will be improved to provide for a controlled release and water quality. The City of Fort Collins criteria for low impact development, as outlined in the Stormwater Criteria Manual in Volume 3, Chapter 3, are as follows: No less than 50% of any newly added impervious area must be treated using one or a combination of LID techniques, and No less than 25% of any newly added pavement areas must be treated using a permeable pavement technology that is considered and LID technique Step 3: Stabilized Drainageways will come in the form of seeding, planting and maintaining the rain gardens and grassed swales created for this project site. Step 4: Site Specific Source Control BMP’s may include things like proper maintenance of the permeable pavers, raingardens and grassed swales, absorption of pollutants within the existing wetlands around the perimeter of the Existing Gravel Ponds. The areas where the various LID techniques are planned to be utilized on the site are included in the Utility Plans. LID calculations are included in Appendix G. 3.4 Floodplain Management The CONVENIENCE SHOPPING CENTER project site sits within the FEMA regulated floodway and floodplain, per FEMA FIRM Maps 08069C0994F & 08069C1013F, dated December 19, 2006. More specifically, flood zone designations within this project site are as follows: Flood Zone AE, FLOODWAY AREA: Flood Zone AE is determined to be a Special Flood Hazard Area subject to inundation by the 1% annual chance flood. The 1% annual chance flood has a 1% chance of being equaled or exceeded in any given year. Zone AE is where base flood elevations have been determined. Floodway areas in zone AE show the location of the channel of the stream plus any adjacent floodplain areas that must be kept free of encroachment so that the 1% annual chance flood can be carried without substantial increases in flood heights. Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 15 Flood Zone AE, 100-YEAR FLOODPLAIN: Flood Zone AE is determined to be a Special Flood Hazard Area subject to inundation by the 1% annual chance flood. The 1% annual chance flood has a 1% chance of being equaled or exceeded in any given year. Zone AE is where base flood elevations have been determined. Flood Zone X, Shaded: Areas of 0.2% annual chance flood. Flood Zone X, Unshaded: Areas determined to be outside the 0.2% annual chance floodplain. There exists an approved LOMR-F (Case # 00-08-175A, effective date 12-12-2000) across a portion of the CONVENIENCE SHOPPING CENTER site. The area of this LOMR-F is shown on the Drainage Plan. This is an area where fill was placed by a contractor several years ago. At the time of the fill placement, this project site was not annexed into the City of Fort Collins and was under Larimer County jurisdiction where fill was allowed to be placed up to the 1’ floodway line. Now that this site is within the City of Fort Collins, the fill needs to be removed, prior to any development on this site, where it encroaches into the ½’ floodway boundary because this fill currently violates the City requirements that state that no fill is allowed within the ½’ floodway boundary. There exists an approved CLOMR (Case # 00-08-182C) across a portion of the CONVENIENCE SHOPPING CENTER site. The area of the CLOMR is shown on the Drainage Plan. There is also a new LOMR (Case # 14-08-0580P, effective date 12-15-2014) that just received FEMA approval. This LOMR corrected the floodway and floodplain lines to align with the original floodplain workmap. Information provided in this LOMR was taken into consideration when determining the project limits of the CONVENIENCE SHOPPING CENTER Chapter 10, Flood Prevention and Protection, of the Fort Collins Municipal Code provided guidance and limitations for building and development within the floodway and floodplain. Some of the fundamental flood protection requirements for this project site include: Designing and constructing buildings with a lowest finished floor (FF) being 24” above the FEMA Base Flood Elevation (BFE) as shown on the FEMA FIRM map for the area; Building foundation types anticipated for the buildings on this site include slab-on-grade or crawl space. (Basements are not anticipated for buildings at this project site.) If crawl space foundation type is utilized then they must be built in accordance with the requirements of the City of Fort Collins Municipal Code, safety and venting requirements outlined in Section 10-39, and specific standards for crawl spaces outlined in Section 40; Regulatory Floodproof Elevation (RFPE) being 12” above the BFE; Structures built within the floodplain (or flood fringe) are required to have an Emergency Preparedness Plan (ERPP); No floatable materials are allowed unless they are properly anchored. Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 16 Floodplain Use Permits and floodproofing information will be required to be submitted along with Building Permit Applications for all the proposed buildings on this site since they are all located within the floodplain. Elevation or floodproofing certificates will be required before Certificate of Occupancy is issued for any building. The FF, BFE, and RFPE elevations for each building on this project site have been determined and are shown in the table below. Table 4. BUILDING FLOOD INFORMATION BLDG ID FINISHED FLOOR ELEVATION (FF) BASE FLOOD ELEVATION (BFE) REGULATORY FLOOD PROOF ELEVATION (RFPE) MINIMUM HVAC ELEVATION 1 4851.20 4848.90 4849.90 4850.90 2 4850.80 4848.70 4849.70 4850.70 3 4850.80 4848.70 4849.70 4850.70 4 4850.35 4848.00 4849.00 4850.00 5 4850.30 4848.20 4849.20 4850.20 6 4850.30 4848.20 4850.20 4850.20 7 4850.80 4847.60 4849.60 4849.60 8 4850.35 4847.40 4849.40 4849.40 9 4850.70 4847.00 4849.00 4849.00 This site is situated outside of any City of Fort Collins regulatory floodways and floodplains. The “Limits of Development” as shown on the Grading and Drainage Plan are outside of the half-foot floodway. However, we recognize that a majority of this area still resides within the 100-year floodplain. Land uses proposed within the “Limits of Development” do not include any critical facilities, essential service critical facilities, hazardous materials facilities, government services, residential, or mixed-use. All non-residential structures planned to be built within the “Limits of Development” will be elevated and flood-proofed 2 feet above the 100-year flood elevations (shown as Base Flood elevations on the FIRM maps.) With the eventual development of all areas within the ODP project site, floodplain modeling is anticipated as an integral part of the design process for the planning and layout of this site. The design team for the site understands that a part of standard course for this project, a Conditional Letter of Map Revision will need to be submitted and approved by the City and FEMA to show how the flood may eventually be re-routed and channelized through the site so as to allow for additional building areas to be created within the overall project area. Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 17 4.0 Conclusion The City of Fort Collins Stormwater Criteria Manual has been used to establish the criteria for a developed condition runoff plan within the CONVENIENCE SHOPPING CENTER area of the overall project. This PDP drainage design report has highlighted the following items: Project site development is outside of the effective half-foot floodway boundary. Reservation of space is provided along Harmony Road for a future drainage channel that will capture and route the 4000 cfs of offsite flows around the CONVENIENCE SHOPPING CENTER project development site. The future drainage channel will require a hydraulic model and CLOMR and this work is anticipated in the future to allow for other project sites within the ODP to develop. Stormwater detention and water quality are provided within the Existing Gravel Ponds #1 and #2. The required amount of detention for the 100-yr storm and WQCV will require improvements to the existing spillway; however, the improvements are designed to be below the historical topography in this area. LID techniques are planned to be implemented within the site design that include the use of minimizing directly connected impervious areas. These are rain gardens, grassed swales with underdrains, and permeable pavement. Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Page 18 5.0 References 1. City of Fort Collins Stormwater Criteria Manual, Amendments to the Urban Drainage and Flood Control District Criteria Manual, Adopted December 2011, Last Revision April 2012. 2. Urban Drainage and Flood Control District Criteria Manual, Volume 3, August 2011 3. Federal Emergency Management Agency, 2006, Flood Insurance Rate Map, Larimer County, Colorado, Map Number 08069C0994F 4. Federal Emergency Management Agency, 2006, Flood Insurance Rate Map, Larimer County, Colorado, Map Number 08069C1013F 5. Natural Resources Conservation Services, 2013, Web Soil Survey: Soil Survey Area Larimer County Area, Version 8, Dec 23, 2013 6. Colorado Division of Reclamation, Mining & Safety website, http://mining.state.co.us/Pages/Home.aspx 7. Chapter 10 of the Fort Collins Municipal Code, http://colocode.com/fcmunihtml.html 8. LOMR, Case #14-08-0580P, Letter of Map Revision (LOMR-BD) Based on Better Data on the Cache la Poudre River I-25 Divided Flow Path Southwest of Harmony Road and Interstate 25, Anderson Consulting Engineers, Effective Date December 15, 2014. APPENDIX A Rational Method Hydrologic Analysis +\GURORJLF6RLO*URXS²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²6XPPDU\E\0DS8QLW²/DULPHU&RXQW\$UHD&RORUDGR &2 0DSXQLWV\PERO 0DSXQLWQDPH 5DWLQJ $FUHVLQ$2, 3HUFHQWRI$2, &DUXVRFOD\ORDPWR SHUFHQWVORSH & /DULPJUDYHOO\VDQG\ ORDPWRSHUFHQW VORSHV % /RYHODQGFOD\ORDPWR SHUFHQWVORSHV & 3DROLILQHVDQG\ORDP WRSHUFHQWVORSHV % 6WRQHKDPORDPWR SHUFHQWVORSHV % 6WRQHKDPORDPWR SHUFHQWVORSHV % 7DEOH0RXQWDLQORDP WRSHUFHQWVORSHV % 7RWDOVIRU$UHDRI,QWHUHVW +\GURORJLF6RLO*URXS²/DULPHU&RXQW\$UHD&RORUDGR 2'3/DQG8VHV$UHD2QO\ 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI 'HVFULSWLRQ +\GURORJLFVRLOJURXSVDUHEDVHGRQHVWLPDWHVRIUXQRIISRWHQWLDO6RLOVDUH DVVLJQHGWRRQHRIIRXUJURXSVDFFRUGLQJWRWKHUDWHRIZDWHULQILOWUDWLRQZKHQWKH VRLOVDUHQRWSURWHFWHGE\YHJHWDWLRQDUHWKRURXJKO\ZHWDQGUHFHLYHSUHFLSLWDWLRQ IURPORQJGXUDWLRQVWRUPV 7KHVRLOVLQWKH8QLWHG6WDWHVDUHDVVLJQHGWRIRXUJURXSV $%&DQG' Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Appendix A Developed Runoff Developed condition runoff was evaluated in accordance with the criteria established by the City of Fort Collins Stormwater Criteria Manual dated February 26, 2013. Design guidelines and information were also obtained from the Urban Storm Drainage Criteria Manual (USDCM) where applicable. A full description of this method is available through those manuals. The Rational Method computes only the peak flow at a design point and does not provide hydrograph information. Rational Method City of Fort Collins The Rational Method calculates peak runoff using the equation: Q = CCfIA Where: Q = The maximum rate of runoff (cfs) C = Rational Method Runoff Coefficient for the design storm frequency. City of Fort Collins runoff coefficients are found in Table 3-3 of the SDDC manual. Cf = Storm Frequency Coefficient found in Table 3-4 of the SDDC manual. I = Average intensity of rainfall in inches per hour for a duration equal to the time of concentration, Tc. City of Fort Collins rainfall intensity data are shown in this Appendix. A = Basin Area (acres) Rational Method Runoff Coefficients, C, are a function of the basin land use and the design storm frequency. They are listed in Table 3-3 of the Storm Drainage Design Criteria manual. For basins containing more than one land use, a weighted average runoff coefficient has been computed. Time of Concentration, Tc, is the sum of the overland travel time, to, and the channel or conduit flow time, tt. Time of concentration is used to select the correct rainfall intensity for the rational method equation. T c t i t t where: Tc = Time of Concentration (min), to = Overland Travel Time (min), tt = Channel or Conduit flow time (min). Overland Travel Time, to, is computed using the frequency adjusted runoff coefficient and is applicable to all design storm intervals. Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Appendix A ( ) 3 1 1 . 8 ( 1 . 1 ) 0 . 5 S t CC f L o Where: to = Overland Travel Time (min) C5 = The Rational Method runoff coefficient for the 5 – year storm L = Length of overland flow (ft), Maximum = 400 feet. S = Average basin slope (%) Channel or Conduit Travel Time, tt, is determined from the velocity of flow computed for the hydraulic properties of the channel, ditch, gutter, pipe or sewer. For the purposes of this report, the following equation was used: V tt 60 L * Where: tt = Channel or Conduit Travel Time (min) L = Length of channel or conduit flow (ft) V = Velocity of flow (fps), determined from Figure 3-2 Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Appendix A Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Appendix A City of Fort Collins IDF Curves Duration 2-yr 10-yr 100-yr 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.80 8 2.40 4.10 8.38 9 2.30 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.50 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 16 1.81 3.08 6.30 17 1.75 2.99 6.10 18 1.70 2.90 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.60 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.20 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.40 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.60 30 1.30 2.21 4.52 31 1.27 2.16 4.42 32 1.24 2.12 4.33 33 1.22 2.08 4.24 34 1.19 2.04 4.16 35 1.17 2.00 4.08 36 1.15 1.96 4.01 37 1.13 1.93 3.93 38 1.11 1.89 3.87 39 1.09 1.86 3.80 40 1.07 1.83 3.74 41 1.05 1.80 3.68 42 1.04 1.77 3.62 43 1.02 1.74 3.56 44 1.01 1.72 3.51 45 0.99 1.69 3.46 46 0.98 1.67 3.41 47 0.96 1.64 3.36 48 0.95 1.62 3.31 49 0.94 1.60 3.27 50 0.92 1.58 3.23 51 0.91 1.56 3.18 52 0.90 1.54 3.14 53 0.89 1.52 3.10 54 0.88 1.50 3.07 55 0.87 1.48 3.03 56 0.86 1.47 2.99 Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Appendix A From the Town of Timnath Design Criteria Manual and Construction Specifications y = 2.5665e-0.021x R² = 0.9633 y = 26.332x-0.53 R² = 0.9879 0.00 2.00 4.00 6.00 8.00 10.00 12.00 010203040506070 Rainfall Intensity (in/hr) Storm Duration (min) City of Fort Collins IDF Curves 2-yr 10-yr 100-yr Expon. (2-yr) Power (100-yr) Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Appendix A City of Fort Collins Rational Method Runoff Coefficients Lawn, Heavy, <2% Slope 0.20 Lawn, Heavy, >7% Slope 0.35 Lawn, Heavy, 2-7% Slope 0.25 Lawn, Sandy, <2% Slope 0.10 Lawn, Sandy, >7% Slope 0.20 Lawn, Sandy, 2-7% Slope 0.15 Roofs 0.95 Streets: Permeable Pavers 0.30 Streets: Gravel 0.50 Streets: Paved 0.95 From Table 3-3 of the City of Fort Collins, Stormwater Criteria Runoff Coefficient Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report C2 C10 C100 Streets: Paved 0.33 0.95 Streets: Permeable Pavers 0.12 0.30 Lawn, Heavy, <2% Slope 6.36 0.20 Roofs 0.38 0.95 Streets: Paved 1.16 0.95 Streets: Permeable Pavers 0.05 0.30 Lawn, Heavy, <2% Slope 0.49 0.20 Roofs 0.13 0.95 Streets: Paved 0.24 0.95 Lawn, Heavy, <2% Slope 0.05 0.20 Roofs 0.03 0.95 Streets: Paved 0.19 0.95 Streets: Permeable Pavers 0.05 0.30 Lawn, Heavy, <2% Slope 0.03 0.20 Roofs 0.03 0.95 Streets: Paved 0.29 0.95 Streets: Permeable Pavers 0.00 0.30 Lawn, Heavy, <2% Slope 0.03 0.20 Roofs 0.04 0.95 Streets: Paved 0.28 0.95 Streets: Permeable Pavers 0.00 0.30 Lawn, Heavy, <2% Slope 0.04 0.20 Roofs 0.02 0.95 Streets: Paved 0.44 0.95 Streets: Permeable Pavers 0.21 0.30 Lawn, Heavy, <2% Slope 0.11 0.20 Roofs 0.16 0.95 Streets: Paved 0.18 0.95 Streets: Permeable Pavers 0.00 0.30 Lawn, Heavy, <2% Slope 0.00 0.20 Roofs 0.17 0.95 Streets: Paved 0.51 0.95 Streets: Permeable Pavers 0.21 0.30 Lawn, Heavy, <2% Slope 0.18 0.20 Roofs 0.15 0.95 Streets: Paved 0.36 0.95 Lawn, Heavy, <2% Slope 0.05 0.20 Roofs 0.03 0.95 N-10 0.44 89.4% 0.87 0.87 0.87 1.00 1.00 N-9 1.04 63.0% 0.69 0.69 0.69 0.87 N-8 0.34 100.0% 0.95 0.95 0.95 9.8% 0.28 0.28 0.28 0.89 N-6 0.34 N-7 0.92 65.0% 0.71 0.71 0.71 N-5 0.36 91.7% 0.89 0.89 1.00 0.77 87.6% 0.86 0.86 0.86 0.97 1.00 N-2 1.82 0.89 1.00 N-4 0.30 74.1% 0.77 0.77 Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report C2 C10 C100 Frequency Adjusted Runoff Coefficients (C*Cf) Table A-1 Basin Composite Runoff Coefficients Basin/ Sub- Basin Area (ac) Attribute Attribute Area (ac) Runoff Coefficient, C Percent Impervious Composite C Streets: Paved 0.33 0.95 Streets: Permeable Pavers 0.00 0.30 Lawn, Heavy, <2% Slope 0.01 0.20 Roofs 0.08 0.95 Streets: Paved 0.08 0.95 Streets: Permeable Pavers 0.00 0.30 Lawn, Heavy, <2% Slope 0.02 0.20 Roofs 0.00 0.95 Streets: Paved 0.08 0.95 Streets: Permeable Pavers 0.00 0.30 Lawn, Heavy, <2% Slope 0.02 0.20 Roofs 0.00 0.95 Streets: Paved 0.35 0.95 Streets: Permeable Pavers 0.09 0.30 Lawn, Heavy, <2% Slope 0.18 0.20 Roofs 0.09 0.95 Streets: Paved 0.59 0.95 Lawn, Heavy, <2% Slope 0.54 0.20 Roofs 0.00 0.95 Streets: Paved 2.30 0.95 Lawn, Heavy, <2% Slope 0.54 0.20 Roofs 0.00 0.95 Streets: Paved 0.75 0.95 Streets: Permeable Pavers 0.05 0.30 Lawn, Heavy, <2% Slope 1.04 0.20 Roofs 0.28 0.95 Streets: Paved 0.23 0.95 Streets: Permeable Pavers 0.09 0.30 Lawn, Heavy, <2% Slope 0.04 0.20 Roofs 0.00 0.95 Streets: Paved 0.48 0.95 Streets: Permeable Pavers 0.18 0.30 Lawn, Heavy, <2% Slope 0.16 0.20 Roofs 0.00 0.95 Streets: Paved 0.55 0.95 Streets: Permeable Pavers 0.17 0.30 Lawn, Heavy, <2% Slope 0.51 0.20 Roofs 0.28 0.95 Total 22.07 Total % Imp. 49.8% PDP-S 36.95 20.0% Total 59.02 31.1% Rational Method Frequency Adjustment Factors Min year Max year Frequency Factor, Cf 210 1 Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Drainage Report Overland Flow Average Channelized Channel Channel Channelized Length, D Overland Slope Tov Tov Tov Flow Length Slope Velocity Time (Tt) (ft) (%) 2-year 10-year 100-year (ft) (%) (ft/s) (min) 2-year 10-year 100-year N-1 0.28 0.28 0.34 175 1.3 19 19 17 1150 1 0.5 38.3 57 57 55 N-2 0.73 0.73 0.91 66 4 4 4 2 600 0.7 2.5 4.0 8 8 6 N-3 0.84 0.84 1.00 70 2 3 3 1 98 0.62 1.5 1.1 5 5 5 N-4 0.77 0.77 0.97 68 2.25 4 4 2 83 0.8 1.8 0.8 5 5 5 N-5 0.89 0.89 1.00 46 2.4 2 2 1 28 2.3 3.2 0.1 5 5 5 N-6 0.86 0.86 1.00 47 2.4 2 2 1 20 3 3.5 0.1 5 5 5 N-7 0.71 0.71 0.89 48 2.1 4 4 2 200 0.9 1.8 1.9 6 6 5 N-8 0.95 0.95 1.00 22 2 1 1 1 86 0.5 1.4 1.0 5 5 5 N-9 0.69 0.69 0.87 68 2.2 5 5 3 230 0.9 1.8 2.1 7 7 5 N-10 0.87 0.87 1.00 96 2 3 3 1 243 1.5 2.5 1.6 5 5 5 N-11 0.93 0.93 1.00 50 2.5 2 2 1 20 3 3.5 0.1 5 5 5 N-12 0.77 0.77 0.97 23 3.3 2 2 1 110 1.5 2.5 0.7 5 5 5 N-13 0.78 0.78 0.98 23 2 2 2 1 110 1.7 2.6 0.7 5 5 5 N-14 0.68 0.68 0.85 44 3 4 4 2 122 0.4 1.8 1.1 5 5 5 N-15 0.59 0.59 0.74 24 2 4 4 3 700 0.8 1.7 6.9 11 11 10 N-15 ULT 0.81 0.81 1.00 37 2 3 3 1 1130 0.75 1.7 11.1 14 14 12 N-16 0.57 0.57 0.71 52 2 6 6 4 375 1.4 2.5 2.5 9 9 7 N-17 0.71 0.71 0.89 23 2 3 3 2 206 0.5 1.4 2.5 5 5 5 N-18 0.66 0.66 0.82 62 2.1 5 5 3 233 0.6 1.5 2.6 8 8 6 N-19 0.62 0.62 0.78 46 2 5 5 3 800 0.65 0.6 22.2 27 27 25 PDP-N & S (EX CONDITION FOR N AND PROPOSED FILL CONDITION FOR S 0.20 0.20 0.25 500 1 38 38 36 200 0.5 0.5 6.7 45 45 43 PDP-S 0.2 0.2 0.25 500 1.0 38 38 36 500 1.0 0.7 11.9 50 50 48 O-1 (EX. CONDITIONS OFFSITE) 0.20 0.20 0.25 500 3 26 26 25 1300 0.5 0.5 43.3 69 69 68 O-2 (EX. CONDITIONS OFFSITE) 0.20 0.20 0.25 500 0.5 47 47 45 1300 0.5 0.5 43.3 90 90 88 Basin Table A-2 Basin Time of Concentration Frequency Adj. Runoff Coefficients (C*Cf) C2 C10 C100 Overland Travel Time Time of Concentration Tc = Tov + Tt (min) Appendix A Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Drainage Report 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - Year 10 - Year 100 - Year 2 - Year 10 - Year 100 - Year N-1 7.19 0.28 0.28 0.34 57 57 55 0.85 1.45 3.03 1.7 2.9 7.5 N-2 1.82 0.73 0.73 0.91 8 8 6 2.40 4.10 9.31 3.2 5.5 15.5 N-3 0.32 0.84 0.84 1.00 5 5 5 2.85 4.87 9.95 0.8 1.3 3.2 N-4 0.30 0.77 0.77 0.97 5 5 5 2.85 4.87 9.95 0.7 1.1 2.9 N-5 0.36 0.89 0.89 1.00 5 5 5 2.85 4.87 9.95 0.9 1.6 3.6 N-6 0.34 0.86 0.86 1.00 5 5 5 2.85 4.87 9.95 0.8 1.4 3.4 N-7 0.92 0.71 0.71 0.89 6 6 5 2.67 4.56 9.95 1.7 3.0 8.1 N-8 0.34 0.95 0.95 1.00 5 5 5 2.85 4.87 9.95 0.9 1.6 3.4 N-9 1.04 0.69 0.69 0.87 7 7 5 2.52 4.31 9.95 1.8 3.1 9.0 N-10 0.44 0.87 0.87 1.00 5 5 5 2.85 4.87 9.95 1.1 1.9 4.4 N-11 0.42 0.93 0.93 1.00 5 5 5 2.85 4.87 9.95 1.1 1.9 4.2 N-12 0.10 0.77 0.77 0.97 5 5 5 2.85 4.87 9.95 0.2 0.4 1.0 N-13 0.10 0.78 0.78 0.98 5 5 5 2.85 4.87 9.95 0.2 0.4 1.0 N-14 0.70 0.68 0.68 0.85 5 5 5 2.85 4.87 9.95 1.4 2.3 5.9 N-15 1.13 0.59 0.59 0.74 11 11 10 2.13 3.63 7.72 1.4 2.4 6.4 N-15 ULT 2.84 0.81 0.81 1.00 14 14 12 1.92 3.29 7.16 4.4 7.5 20.3 N-16 2.12 0.57 0.57 0.71 9 9 7 2.30 3.93 8.80 2.8 4.7 13.2 N-17 0.36 0.71 0.71 0.89 5 5 5 2.85 4.87 9.95 0.7 1.3 3.2 N-18 0.82 0.66 0.66 0.82 8 8 6 2.40 4.10 9.31 1.3 2.2 6.3 N-19 1.52 0.62 0.62 0.78 27 27 25 1.37 2.34 4.98 1.3 2.2 5.9 Total 28.5 48.7 128.5 PDP-N & S (EX CONDITION FOR N AND PROPOSED FILL CONDITION FOR S) 59.02 0.20 0.20 0.25 45 45 43 0.99 1.69 3.56 11.7 20.0 52.5 PDP-S 36.95 0.20 0.20 0.25 50 50 48 0.92 1.58 3.31 6.8 11.7 30.6 O-1 (EX. CONDITIONS OFFSITE) 27.2 0.20 0.20 0.25 69 69 68 0.82 1.40 2.86 4.5 7.6 19.4 O-2 (EX. CONDITIONS OFFSITE) 69.3 0.20 0.20 0.25 90 90 88 0.82 1.40 2.86 11.4 19.4 49.5 Pass-through Flow = 49.5+20.3=69.8 Time of Concentration, Tc (min) Table A-3 Basin Peak Discharge Basin Rainfall Intensity (in/hr) Peak Discharge (cfs) Basin Area (ac) Frequency Adj. Runoff Coefficients Appendix A Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 2 - year 10 - year 100 - year 21 N-1, N-3, N-10 7.95 57 57 55 0.33 0.33 0.41 0.85 1.45 2.96 2.2 3.8 9.6 20 N-2, N-4, N-5, N-6, N-7, N- 8, N-9, N-11, N-12, N-13, N-14, N-15 ULT, N-16, N- 17, N-18, N-19 14.12 27 27 25 0.72 0.72 0.88 1.37 2.34 4.78 13.9 23.7 59.6 1 DP 20, DP 21 22.07 57 57 55 0.58 0.58 0.71 0.85 1.45 2.96 10.9 18.5 46.5 2 DP 1, O-1, O-2, PDP-S 155.51 90 90 88 0.25 0.25 0.32 0.82 1.40 2.86 32.4 55.3 140.3 Table A-4 Attenuation of Peak Discharge Time of Concentration, Tc (min) Weighted Runoff Coefficient Rainfall Intensity (in/hr) Peak Discharge (cfs) Area (acres) Contributing Basins & Design Point Design Points Appendix A APPENDIX B Street Capacity and Inlet Analysis Harmony Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Design Point 100-yr Design Flow (cfs) Allowable Ponding Depth (in) Allowable Capacity (cfs) Actual Ponding Depth (in) Inlet Type Length (ft) Grade Condition 4 2.9 6 5.4 6 CDOT Type R 5 Sump 5 3.6 12 13.9 10 Area Inlet, CDOT Type C 3'x3' Sump 6 3.6 12 13.9 10 Area Inlet, CDOT Type C 3'x3' Sump 7 8.1 12 6.8 12 Single Type 13 Combo 3 (2 separate inlets) Sump 9 9.0 12 15.9 12 Area Inlet, CDOT Type C 3'x3' Sump 11 4.2 12 14.5 10 Area Inlet, CDOT Type C 3'x3' Sump 12 1.0 6 3.7 5 CDOT Type R 5 Sump 13 1.0 6 3.7 5 CDOT Type R 5 Sump 14A 4.9 12 6.9 6 CDOT Type R 10 Sump 14B 1.0 6 3.7 5 CDOT Type R 5 Sump 15 INT 6.4 24 21.0 20 Area Inlet, CDOT Type C 3'x3' Sump 15 ULT 20.3 9.8 22.7 6 CDOT Type R 30 Sump 16 28.7 12 24.6 11 CDOT Type R 20 Sump 17 4.9 12 6.9 6 CDOT Type R 10 Sump 18 6.3 12 9.4 6 CDOT Type R 10 Sump 19 5.9 12 6.8 9 Single Type 13 Combo 3 Sump Table B-1 Inlet Summary Appendix B Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.7 2.9 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.7 2.9 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP4 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP4.xlsm, Q-Peak 11/23/2015, 11:27 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 60.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP4 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP4.xlsm, Q-Allow 11/23/2015, 11:28 AM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 5.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.7 2.9 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP4 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP4.xlsm, Inlet In Sump 11/23/2015, 11:29 AM UD-Inlet_v3.14 DP5, DP6.xlsm, Q-Peak 8/17/2015, 12:19 PM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.9 3.6 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.9 3.6 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP 5, DP6 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP5, DP6.xlsm, Q-Allow 8/17/2015, 12:19 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.010 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP 5, DP6 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP5, DP6.xlsm, Area Inlet 8/17/2015, 12:19 PM Grass Type Limiting Manning's n A 0.06 B 0.04 C 0.033 D 0.03 E 0.024 Analysis of Trapezoidal Grass-Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E C Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below Channel Invert Slope SO = 0.0135 ft/ft Bottom Width B = 3.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (F MAX) Sandy 5.0 fps 0.50 Non-Sandy 7.0 fps 0.80 Minor Storm Major Storm Max. Allowable Top Width of Channel for Minor & Major Storm TMAX = 20.00 20.00 feet Max. Allowable Water Depth in Channel for Minor & Major Storm dMAX = 1.00 1.00 feet Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qallow = 9.74 9.74 cfs MAJOR STORM Allowable Capacity is based on Depth Criterion dallow = 1.00 1.00 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo = 0.90 3.60 cfs Water Depth d = 0.66 0.83 feet AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL HARMONY & STRAUSS CABIN DP 5, DP6 Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Choose One: Sandy Non-Sandy UD-Inlet_v3.14 DP5, DP6.xlsm, Area Inlet 8/17/2015, 12:19 PM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL HARMONY & STRAUSS CABIN DP 5, DP6 Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 3.00 feet Length of Grate L = 3.00 feet Open Area Ratio ARATIO = 0.70 Height of Inclined Grate HB = 0.00 feet Clogging Factor Cf = 0.50 Grate Discharge Coefficient Cd = 0.96 Orifice Coefficient Co = 0.64 Weir Coefficient Cw = 2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 0.66 0.83 Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.97 13.93 cfs Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb = 0.00 0.00 cfs Capture Percentage = Qa/Q o = C% 100 100 % CDOT Type C Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.7 8.1 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.7 8.1 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP7 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP7.xlsm, Q-Peak 11/23/2015, 11:33 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.180 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP7 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP7.xlsm, Q-Allow 11/23/2015, 11:34 AM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.7 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.6 6.8 cfs WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 1.7 8.1 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP7 CDOT/Denver 13 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP7.xlsm, Inlet In Sump 11/23/2015, 11:34 AM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.8 9.0 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.8 9.0 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP 9 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP9.xlsm, Q-Peak 11/23/2015, 11:35 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.010 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP 9 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP9.xlsm, Q-Allow 11/23/2015, 11:35 AM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 6 6 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.2 5.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.0 22.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.8 9.0 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP 9 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP9.xlsm, Inlet In Sump 11/23/2015, 11:35 AM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.1 4.2 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.1 4.2 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP 11 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP11.xlsm, Q-Peak 11/23/2015, 2:34 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.010 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP11.xlsm, Q-Allow 11/23/2015, 2:35 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 6 6 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.2 5.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.0 22.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.1 4.2 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP 11 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP11.xlsm, Inlet In Sump 11/23/2015, 2:35 PM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.2 1.0 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.2 1.0 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP12, DP13 or 14B Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP12, 13, or 14B.xlsm, Q-Peak 11/23/2015, 2:36 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 15.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP12, DP13 or 14B (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP12, 13, or 14B.xlsm, Q-Allow 11/23/2015, 2:36 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.1 5.1 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.7 3.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.2 1.0 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP12, DP13 or 14B CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP12, 13, or 14B.xlsm, Inlet In Sump 11/23/2015, 2:48 PM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.4 4.9 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.4 4.9 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP14A, DP17 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP14, 17.xlsm, Q-Peak 11/23/2015, 2:38 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 17.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 9.0 17.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP14A, DP17 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP14, 17.xlsm, Q-Allow 11/23/2015, 2:38 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 3.7 5.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 1.8 6.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.4 4.9 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP14A, DP17 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP14, 17.xlsm, Inlet In Sump 11/23/2015, 2:38 PM UD-Inlet_v3.14 DP 15 INT.xlsm, Q-Peak 8/17/2015, 12:11 PM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.4 6.4 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.4 6.4 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP 15 INT Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP 15 INT.xlsm, Q-Allow 8/17/2015, 12:11 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.010 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP 15 INT (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP 15 INT.xlsm, Area Inlet 8/17/2015, 12:11 PM Grass Type Limiting Manning's n A 0.06 B 0.04 C 0.033 D 0.03 E 0.024 Analysis of Trapezoidal Grass-Lined Channel Using SCS Method NRCS Vegetal Retardance (A, B, C, D, or E) A, B, C, D or E B Manning's n (Leave cell D16 blank to manually enter an n value) n = see details below Channel Invert Slope SO = 0.0135 ft/ft Bottom Width B = 0.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2 = 4.00 ft/ft Check one of the following soil types: Soil Type: Max. Velocity (VMAX) Max Froude No. (F MAX) Sandy 5.0 fps 0.50 Non-Sandy 7.0 fps 0.80 Minor Storm Major Storm Max. Allowable Top Width of Channel for Minor & Major Storm TMAX = 8.00 8.00 feet Max. Allowable Water Depth in Channel for Minor & Major Storm dMAX = 1.00 1.00 feet Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Depth Criterion Qallow = 1.32 1.32 cfs MAJOR STORM Allowable Capacity is based on Depth Criterion dallow = 1.00 1.00 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo = 1.40 6.40 cfs Warning 05 Water Depth d = 1.02 1.69 feet AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL HARMONY & STRAUSS CABIN DP 15 INT WARNING: MINOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak' WARNING: MAJOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak' Choose One: Sandy Non-Sandy UD-Inlet_v3.14 DP 15 INT.xlsm, Area Inlet 8/17/2015, 12:11 PM AREA INLET IN A TRAPEZOIDAL GRASS-LINED CHANNEL HARMONY & STRAUSS CABIN DP 15 INT Inlet Design Information (Input) Type of Inlet Inlet Type = Angle of Inclined Grate (must be <= 30 degrees) θ = 0.00 degrees Width of Grate W = 3.00 feet Length of Grate L = 3.00 feet Open Area Ratio ARATIO = 0.70 Height of Inclined Grate HB = 0.00 feet Clogging Factor Cf = 0.50 Grate Discharge Coefficient Cd = 0.96 Orifice Coefficient Co = 0.64 Weir Coefficient Cw = 2.05 MINOR MAJOR Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = 1.02 1.69 Total Inlet Interception Capacity (assumes clogged condition) Qa = 16.35 21.01 cfs Inlet Capacity IS GOOD for Minor and Major Storms (> Q PEAK) Bypassed Flow, Qb = 0.00 0.00 cfs Capture Percentage = Qa/Q o = C% 100 100 % Warning 05: Depth (d) exceeds max allowable depth (dmax). Warning 06: Top Width (T) exceeds max allowable top width (Tmax). CDOT Type C UD-Inlet_v3.14 DP15 ULT.xlsm, Q-Peak 8/17/2015, 12:17 PM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 4.4 20.3 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 4.4 20.3 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP15 ULT Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP15 ULT.xlsm, Q-Allow 8/17/2015, 12:17 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 16.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.010 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.8 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP15 ULT (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP15 ULT.xlsm, Inlet In Sump 8/17/2015, 12:17 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 6 6 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.2 5.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.0 22.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 4.4 20.3 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP15 ULT CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 6.0 28.7 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 6.0 28.7 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP16 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP16.xlsm, Q-Peak 11/23/2015, 2:40 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 40.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 12.0 40.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP16 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP16.xlsm, Q-Allow 11/23/2015, 2:40 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 4 4 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.4 11.1 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 7.2 50.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 6.0 28.7 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP16 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP16.xlsm, Inlet In Sump 11/23/2015, 2:41 PM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.3 6.3 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.3 6.3 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP18 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP18.xlsm, Q-Peak 11/23/2015, 2:41 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 20.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP18 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP18.xlsm, Q-Allow 11/23/2015, 2:42 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.3 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 10.00 10.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 8.3 9.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.3 6.3 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP18 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP18.xlsm, Inlet In Sump 11/23/2015, 2:42 PM Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.3 5.9 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P 1 / ( C2 + Tc ) ^ C 3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.3 5.9 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD HARMONY & STRAUSS CABIN DP19 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: UD-Inlet_v3.14 DP19.xlsm, Q-Peak 11/23/2015, 2:43 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 4.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.030 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 60.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 20.0 30.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) HARMONY & STRAUSS CABIN DP19 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' UD-Inlet_v3.14 DP19.xlsm, Q-Allow 11/23/2015, 2:43 PM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.7 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.6 6.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.3 5.9 cfs INLET IN A SUMP OR SAG LOCATION HARMONY & STRAUSS CABIN DP19 CDOT/Denver 13 Combination H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths UD-Inlet_v3.14 DP19.xlsm, Inlet In Sump 11/23/2015, 2:44 PM APPENDIX C Storm Sewer Design Harmony Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Storm ID From (Downstream) To (Upstream) UD Sewer Pipe ID Design Flow (cfs) Pipe Diameter (in) Pipe Material ST-A FES-3 FES-2 N/A 2.9 15" DIP FES-1 MH-1 B1 111.6 54" ADS MH-1 MH-2 B2 97.4 54" ADS MH-2 MH-3 B3 73.7 48" ADS MH-3 MH-4 B4 53.7 42" ADS MH-4 10' TYPE R-1 B5 53.7 42" RCP 10' TYPE R-1 TYPE D-1 B6-PIPE UNDER STRAUSS CABIN 25.0 29"x45" RCP MH-1 MH-5 CI 14.2 24" ADS MH-5 TYPE C-1 C2 13.2 24" ADS TYPE C-1 TYPE C-2 C3 4.2 15" ADS MH-2 TYPE 13 COMBO-1 D1 23.7 30" ADS TYPE 13 COMBO-1 10' TYPE R-2 D2 17.8 24" ADS 10' TYPE R-2 5' TYPE R-1 D3 11.5 15" ADS 5' TYPE R-1 5' TYPE R-2 D4 8.3 15" ADS MH-3 MH-6 E1 20.0 30" ADS MH-6 MH-7 E2 18.0 30" ADS MH-7 5' TYPE R-3 E3 2.9 15" ADS MH-7 TYPE 13 COMBO-2 E6 8.1 15" ADS TYPE 13 COMBO-2 TYPE 13 COMBO-3 E7 3.7 15" ADS MH-7 TYPE C-3 E4 7.0 18" ADS TYPE C-3 TYPE C-4 E5 3.6 15" ADS ST-H MH-6 5' TYPE R-5 E1-2 1.0 15" ADS ST-I MH-6 5' TYPE R-4 E1-1 1.0 15" ADS ST-J MH-5 5' TYPE R-6 C1-1 1.0 15" ADS ST-K N/A N/A N/A 30.0 36" RCP ST-L N/A N/A N/A 2.9 15" ADS ST-F ST-G Table C-1 Storm Sewer Summary ST-B ST-C ST-D ST-E Appendix C Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Appendix C System Input Summary Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method: Formula One Hour Depth (in): Rainfall Constant "A": 28.5 Rainfall Constant "B": 10 Rainfall Constant "C": 0.786 Rational Method Constraints Minimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. (ft): 500 Maximum Urban Overland Len. (ft): 300 Used UDFCD Tc. Maximum: Yes Sizer Constraints Minimum Sewer Size (in): 12.00 Maximum Depth to Rise Ratio: 0.90 Maximum Flow Velocity (fps): 18.0 Minimum Flow Velocity (fps): 2.0 Backwater Calculations: Tailwater Elevation (ft): 4838.40 Manhole Input Summary: Given Flow Sub Basin Information Element Name Ground Elevation (ft) Total Known Flow (cfs) Local Contribution (cfs) Drainage Area (Ac.) Runoff Coefficient 5yr Coefficient Overland Length (ft) Overland Slope (%) Gutter Length (ft) Gutter Velocity (fps) OUTFALL 1 4838.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B1 4847.45 111.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C1 4848.53 14.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C1-1 4848.38 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C1 - TYPE R INLET 4848.38 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C2 4848.42 13.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C2 - AREA INLET 4848.42 9.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C3 4847.50 4.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C3 - AREA INLET 4847.50 4.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B2 4846.16 97.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B3 4848.17 73.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B4 4843.65 53.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B5 4844.47 53.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B6 - PIPE UNDER STRAUSS 4843.69 25.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B6 - AREA INLET 4843.69 25.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B5 - TYPE R INLET 4844.47 28.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E1 4848.45 20.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E1-2 4848.14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E1-2 TYPE R INLET 4848.14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E1-1 4848.14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E1-1 TYPE R INLET 4848.14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E2 4848.25 18.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E4 4847.10 7.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E5 4847.94 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E5 - AREA INLET 4847.94 3.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E4 - AREA INLET 4847.10 3.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E3 4848.68 2.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E3 - TYPE R INLET 4848.68 2.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E6 4847.45 8.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E6 - COMBO INLET 4847.45 4.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E7 4848.07 3.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E7 - COMBO INLET 4848.07 3.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D1 4846.65 23.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D2 4846.35 17.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D2 - TYPE R INLET 4846.35 6.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D3 4848.03 11.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D4 4848.03 8.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D4 - TYPE R INLET 4848.03 8.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D3 - TYPE R INLET 4848.03 3.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D1 - COMBO INLET 4846.65 5.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary: Local Contribution Total Design Flow Element Name Overland Time (min) Gutter Time (min) Basin Tc (min) Intensity (in/hr) Local Contrib (cfs) Coeff. Area Intensity (in/hr) Manhole Tc (min) Peak Flow (cfs) Comment OUTFALL 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surface Water Present (Upstream) B1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 111.60 Surface Water Present (Downstream) C1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14.20 C1-1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 C1 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 C2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13.20 C2 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.00 C3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.20 C3 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.20 B2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 97.40 B3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 73.70 B4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53.70 B5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 53.70 B6 - PIPE UNDER STRAUSS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.00 Surface Water Present (Upstream) B6 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.00 Surface Water Present (Downstream) B5 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28.70 E1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20.00 E1-2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 E1-2 TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 E1-1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 E1-1 TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 E2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18.00 E4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.00 E5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.60 E5 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.60 E4 - AREA INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.40 E3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.90 E3 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.90 E6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.10 E6 - COMBO INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.40 E7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.70 E7 - COMBO INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.70 D1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23.70 D2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17.80 D2 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.30 D3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.50 D4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.30 D4 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.30 D3 - TYPE R INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.20 D1 - COMBO INLET 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.90 Sewer Input Summary: Elevation Loss Coefficients Given Dimensions Element Name Sewer Length (ft) Downstream Invert (ft) Slope (%) Upstream Invert (ft) Mannings n Bend Loss Lateral Loss Cross Section Rise (ft or in) Span (ft or in) B1 294.96 4835.50 0.3 4836.24 0.013 0.03 0.00 CIRCULAR 60.00 in 60.00 in C1 252.68 4839.24 1.6 4843.16 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in C1-1 7.00 4842.40 1.0 4842.47 0.013 0.05 0.00 CIRCULAR 12.00 in 12.00 in C1 - TYPE R INLET 1.00 4842.47 0.1 4842.47 0.013 0.25 0.00 CIRCULAR 12.00 in 12.00 in C2 118.77 4843.16 0.5 4843.77 0.013 0.05 0.25 CIRCULAR 24.00 in 24.00 in C2 - AREA INLET 1.00 4843.02 0.1 4843.02 0.013 0.25 0.00 CIRCULAR 30.00 in 30.00 in C3 153.50 4843.77 0.5 4844.54 0.013 1.32 0.00 CIRCULAR 15.00 in 15.00 in C3 - AREA INLET 1.00 4844.29 0.1 4844.29 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in B2 147.83 4836.24 0.3 4836.61 0.013 0.05 0.25 CIRCULAR 54.00 in 54.00 in B3 192.17 4836.61 0.2 4837.09 0.013 0.05 0.25 CIRCULAR 48.00 in 48.00 in B4 233.68 4837.09 0.2 4837.67 0.013 0.05 0.25 CIRCULAR 42.00 in 42.00 in B5 31.59 4837.67 0.3 4837.75 0.013 0.38 0.00 CIRCULAR 42.00 in 42.00 in B6 - PIPE UNDER STRAUSS 68.55 4837.75 0.2 4837.92 0.013 0.38 0.00 ELLIPSE 29.00 in 45.00 in B6 - AREA INLET 1.00 4837.92 0.1 4837.92 0.013 0.25 0.00 ELLIPSE 29.00 in 45.00 in B5 - TYPE R INLET 1.00 4837.72 0.1 4837.72 0.013 0.25 0.00 CIRCULAR 36.00 in 36.00 in E1 259.74 4838.09 0.5 4839.39 0.013 1.32 0.00 CIRCULAR 30.00 in 30.00 in E1-2 32.00 4842.54 3.0 4843.50 0.013 1.32 0.00 CIRCULAR 12.00 in 12.00 in E1-2 TYPE R INLET 1.00 4843.50 0.1 4843.50 0.013 0.25 0.00 CIRCULAR 12.00 in 12.00 in E1-1 6.00 4842.54 3.0 4842.72 0.013 1.32 0.00 CIRCULAR 12.00 in 12.00 in E1-1 TYPE R INLET 1.00 4842.72 0.1 4842.72 0.013 0.25 0.00 CIRCULAR 12.00 in 12.00 in E2 111.72 4839.39 2.6 4842.25 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in E4 74.50 4843.25 0.5 4843.62 0.013 1.32 0.44 CIRCULAR 18.00 in 18.00 in E5 81.15 4843.87 0.5 4844.28 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in E5 - AREA INLET 1.00 4843.90 0.1 4843.90 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in E4 - AREA INLET 1.00 4843.49 0.1 4843.49 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in E3 103.14 4843.50 1.1 4844.65 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in E3 - TYPE R INLET 1.00 4844.95 0.1 4844.95 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in E6 32.39 4843.50 1.5 4843.99 0.013 1.32 0.44 CIRCULAR 15.00 in 15.00 in E6 - COMBO INLET 1.00 4843.60 0.1 4843.60 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in E7 4.00 4844.03 0.5 4844.05 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in E7 - COMBO INLET 1.00 4843.62 0.1 4843.62 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in D1 8.75 4838.61 2.6 4838.84 0.013 0.05 0.00 CIRCULAR 30.00 in 30.00 in D2 126.67 4839.34 2.2 4842.16 0.013 0.05 0.00 CIRCULAR 24.00 in 24.00 in D2 - TYPE R INLET 1.00 4842.05 0.1 4842.05 0.013 0.25 0.00 CIRCULAR 27.00 in 27.00 in D3 42.06 4842.91 2.2 4843.85 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in D4 34.00 4843.85 2.0 4844.53 0.013 0.05 0.00 CIRCULAR 15.00 in 15.00 in D4 - TYPE R INLET 1.00 4844.30 0.1 4844.30 0.013 0.25 0.00 CIRCULAR 27.00 in 27.00 in D3 - TYPE R INLET 1.00 4843.96 0.1 4843.96 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in D1 - COMBO INLET 1.00 4840.84 0.1 4840.84 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow Element Name Flow (cfs) Velocity (fps) Depth (in) Velocity (fps) Depth (in) Velocity (fps) Froude Number Flow Condition Flow (cfs) Surcharged Length (ft) Comment B1 130.82 6.66 36.17 9.02 42.61 7.48 0.73 Subcritical 111.60 0.00 C1 28.25 8.99 16.29 6.26 12.04 9.00 1.79 Supercritical 14.20 0.00 C1-1 3.57 4.55 5.04 3.20 4.34 3.90 1.33 Pressurized 1.00 7.00 C1 - TYPE R INLET 1.13 1.44 5.04 3.20 8.78 1.62 0.34 Pressurized 1.00 1.00 Velocity is Too Low C2 16.25 5.17 15.69 6.07 16.42 5.76 0.92 Subcritical 13.20 0.00 C2 - AREA INLET 13.01 2.65 12.00 4.91 18.35 2.86 0.44 Pressurized 9.00 1.00 C3 4.59 3.74 9.96 4.86 11.29 4.24 0.78 Pressurized 4.20 153.50 C3 - AREA INLET 7.17 2.28 8.63 4.13 13.20 2.37 0.44 Pressurized 4.20 1.00 B2 98.60 6.20 34.78 9.00 43.68 7.07 0.63 Subcritical 97.40 0.00 B3 71.98 5.73 48.00 5.86 48.00 5.86 0.00 Pressurized 73.70 192.17 B4 50.26 5.22 42.00 5.58 42.00 5.58 0.00 Pressurized 53.70 233.68 B5 50.79 5.28 42.00 5.58 42.00 5.58 0.00 Pressurized 53.70 31.59 B6 - PIPE UNDER STRAUSS 34.29 5.46 19.19 6.39 22.76 5.19 0.72 Pressurized 25.00 68.55 B6 - AREA INLET 21.78 3.47 29.00 3.98 29.00 3.98 0.00 Pressurized 25.00 1.00 B5 - TYPE R INLET 21.15 2.99 36.00 4.06 36.00 4.06 0.00 Pressurized 28.70 1.00 E1 29.10 5.93 18.21 6.41 18.27 6.39 0.99 Pressurized 20.00 259.74 E1-2 6.19 7.88 5.04 3.20 3.26 5.79 2.32 Supercritical 1.00 0.00 E1-2 TYPE R INLET 1.13 1.44 5.04 3.20 8.78 1.62 0.34 Subcritical 1.00 0.00 Velocity is Too Low E1-1 6.19 7.88 5.04 3.20 3.26 5.79 2.32 Supercritical 1.00 0.00 E1-1 TYPE R INLET 1.13 1.44 5.04 3.20 8.78 1.62 0.34 Subcritical 1.00 0.00 Velocity is Too Low E2 65.80 13.41 17.24 6.17 10.72 11.42 2.48 Supercritical Jump 18.00 52.91 E4 7.42 4.20 12.29 5.45 13.91 4.78 0.78 Subcritical 7.00 0.00 E5 4.60 3.75 9.19 4.57 9.99 4.15 0.85 Subcritical 3.60 0.00 E5 - AREA INLET 7.17 2.28 7.97 3.95 12.03 2.29 0.45 Subcritical 3.60 0.00 E4 - AREA INLET 7.17 2.28 7.74 3.88 11.63 2.25 0.46 Subcritical 3.40 0.00 E3 6.84 5.57 8.21 4.22 6.82 5.34 1.43 Supercritical 2.90 0.00 E3 - TYPE R INLET 3.33 1.88 7.76 3.98 12.99 2.12 0.37 Subcritical 2.90 0.00 E6 7.97 6.49 15.00 6.60 15.00 6.60 0.00 Pressurized 8.10 32.39 E6 - COMBO INLET 7.17 2.28 8.84 4.19 13.59 2.40 0.44 Pressurized 4.40 1.00 E7 4.58 3.73 9.32 4.61 10.22 4.15 0.84 Pressurized 3.70 4.00 E7 - COMBO INLET 7.17 2.28 8.08 3.98 12.22 2.30 0.45 Pressurized 3.70 1.00 D1 66.68 13.58 19.89 6.86 12.36 12.43 2.49 Supercritical 23.70 0.00 D2 33.85 10.77 18.24 6.95 12.36 10.91 2.13 Supercritical Jump 17.80 22.51 D2 - TYPE R INLET 9.82 2.47 10.29 4.53 15.72 2.62 0.44 Pressurized 6.30 1.00 D3 9.68 7.89 15.00 9.37 15.00 9.37 0.00 Pressurized 11.50 42.06 D4 9.16 7.46 13.54 7.12 11.19 8.45 1.57 Pressurized 8.30 34.00 D4 - TYPE R INLET 9.82 2.47 11.88 4.93 19.04 2.77 0.40 Pressurized 8.30 1.00 D3 - TYPE R INLET 3.33 1.88 8.17 4.10 14.16 2.15 0.34 Pressurized 3.20 1.00 D1 - COMBO INLET 7.17 2.28 10.30 4.58 16.58 2.55 0.40 Subcritical 5.90 0.00 A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Name Peak Flow (cfs) Cross Section Rise Span Rise Span Rise Span Area (ft^2) Comment B1 111.60 CIRCULAR 60.00 in 60.00 in 60.00 in 60.00 in 60.00 in 60.00 in 19.63 C1 14.20 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 C1-1 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79 C1 - TYPE R INLET 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79 C2 13.20 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 C2 - AREA INLET 9.00 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91 C3 4.20 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23 C3 - AREA INLET 4.20 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 B2 97.40 CIRCULAR 54.00 in 54.00 in 54.00 in 54.00 in 54.00 in 54.00 in 15.90 B3 73.70 CIRCULAR 48.00 in 48.00 in 54.00 in 54.00 in 48.00 in 48.00 in 12.57 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise B4 53.70 CIRCULAR 42.00 in 42.00 in 48.00 in 48.00 in 42.00 in 42.00 in 9.62 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise B5 53.70 CIRCULAR 42.00 in 42.00 in 48.00 in 48.00 in 42.00 in 42.00 in 9.62 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise B6 - PIPE UNDER STRAUSS 25.00 ELLIPSE 29.00 in 45.00 in 33.00 in 33.00 in 29.00 in 45.00 in 6.28 Existing height is smaller than the suggested height. B6 - AREA INLET 25.00 ELLIPSE 29.00 in 45.00 in 42.00 in 42.00 in 29.00 in 45.00 in 6.28 Existing height is smaller than the suggested height. Exceeds max. Depth/Rise B5 - TYPE R INLET 28.70 CIRCULAR 36.00 in 36.00 in 42.00 in 42.00 in 36.00 in 36.00 in 7.07 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise E1 20.00 CIRCULAR 30.00 in 30.00 in 27.00 in 27.00 in 30.00 in 30.00 in 4.91 E1-2 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79 E1-2 TYPE R INLET 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79 E1-1 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79 E1-1 TYPE R INLET 1.00 CIRCULAR 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 12.00 in 0.79 E2 18.00 CIRCULAR 30.00 in 30.00 in 21.00 in 21.00 in 30.00 in 30.00 in 4.91 E4 7.00 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 E5 3.60 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23 E5 - AREA INLET 3.60 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 E4 - AREA INLET 3.40 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 E3 2.90 CIRCULAR 15.00 in 15.00 in 12.00 in 12.00 in 15.00 in 15.00 in 1.23 E3 - TYPE R INLET 2.90 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 E6 8.10 CIRCULAR 15.00 in 15.00 in 18.00 in 18.00 in 15.00 in 15.00 in 1.23 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise E6 - COMBO INLET 4.40 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 E7 3.70 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23 E7 - COMBO INLET 3.70 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 D1 23.70 CIRCULAR 30.00 in 30.00 in 21.00 in 21.00 in 30.00 in 30.00 in 4.91 D2 17.80 CIRCULAR 24.00 in 24.00 in 21.00 in 21.00 in 24.00 in 24.00 in 3.14 D2 - TYPE R INLET 6.30 CIRCULAR 27.00 in 27.00 in 24.00 in 24.00 in 27.00 in 27.00 in 3.98 D3 11.50 CIRCULAR 15.00 in 15.00 in 18.00 in 18.00 in 15.00 in 15.00 in 1.23 Existing height is smaller than the suggested height. Existing width is smaller than the suggested width. Exceeds max. Depth/Rise D4 8.30 CIRCULAR 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 15.00 in 1.23 D4 - TYPE R INLET 8.30 CIRCULAR 27.00 in 27.00 in 27.00 in 27.00 in 27.00 in 27.00 in 3.98 D3 - TYPE R INLET 3.20 CIRCULAR 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 18.00 in 1.77 D1 - COMBO INLET 5.90 CIRCULAR 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 24.00 in 3.14 Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. Sewer sizes should not decrease downstream. All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4838.40 Invert Elev. Downstream Manhole Losses HGL EGL Element Name Downstream (ft) Upstream (ft) Bend Loss (ft) Lateral Loss (ft) Downstream (ft) Upstream (ft) Downstream (ft) Friction Loss (ft) Upstream (ft) B1 4835.50 4836.24 0.00 0.00 4838.51 4839.89 4839.78 0.93 4840.71 C1 4839.24 4843.16 0.02 0.00 4840.24 4844.52 4841.50 3.62 4845.12 C1-1 4842.40 4842.47 0.00 0.00 4845.10 4845.11 4845.13 0.01 4845.13 C1 - TYPE R INLET 4842.47 4842.47 0.01 0.00 4845.11 4845.11 4845.14 0.00 4845.14 C2 4843.16 4843.77 0.01 0.25 4845.11 4845.41 4845.39 0.38 4845.77 C2 - AREA INLET 4843.02 4843.02 0.01 0.00 4845.73 4845.73 4845.78 0.00 4845.78 C3 4843.77 4844.54 0.24 0.00 4845.82 4846.47 4846.01 0.65 4846.65 C3 - AREA INLET 4844.29 4844.29 0.01 0.00 4846.63 4846.63 4846.66 0.00 4846.66 B2 4836.24 4836.61 0.03 0.36 4840.49 4840.79 4841.10 0.31 4841.41 B3 4836.61 4837.09 0.03 0.45 4841.35 4841.85 4841.88 0.50 4842.39 B4 4837.09 4837.67 0.02 0.41 4842.34 4843.00 4842.82 0.66 4843.49 B5 4837.67 4837.75 0.18 0.00 4843.19 4843.28 4843.67 0.09 4843.76 B6 - PIPE UNDER STRAUSS 4837.75 4837.92 0.09 0.00 4843.61 4843.70 4843.85 0.09 4843.94 B6 - AREA INLET 4837.92 4837.92 0.06 0.00 4843.76 4843.76 4844.01 0.00 4844.01 B5 - TYPE R INLET 4837.72 4837.72 0.06 0.00 4843.57 4843.57 4843.82 0.00 4843.83 E1 4838.09 4839.39 0.34 0.00 4842.47 4843.08 4842.73 0.61 4843.34 E1-2 4842.54 4843.50 0.03 0.00 4843.34 4843.92 4843.37 0.70 4844.08 E1-2 TYPE R INLET 4843.50 4843.50 0.01 0.00 4843.96 4843.97 4844.08 0.00 4844.09 E1-1 4842.54 4842.72 0.03 0.00 4843.34 4843.34 4843.37 0.03 4843.40 E1-1 TYPE R INLET 4842.72 4842.72 0.01 0.00 4843.35 4843.35 4843.41 0.00 4843.41 E2 4839.39 4842.25 0.01 0.00 4843.14 4843.69 4843.35 0.93 4844.28 E4 4843.25 4843.62 0.32 0.10 4844.27 4844.83 4844.73 0.42 4845.16 E5 4843.87 4844.28 0.01 0.00 4845.02 4845.21 4845.16 0.26 4845.42 E5 - AREA INLET 4843.90 4843.90 0.01 0.00 4845.40 4845.40 4845.43 0.00 4845.43 E4 - AREA INLET 4843.49 4843.49 0.00 0.00 4845.14 4845.14 4845.16 0.00 4845.16 E3 4843.50 4844.65 0.00 0.00 4844.07 4845.33 4844.51 1.10 4845.61 E3 - TYPE R INLET 4844.95 4844.95 0.01 0.00 4845.60 4845.63 4845.84 0.00 4845.85 E6 4843.50 4843.99 0.89 0.00 4844.75 4845.26 4845.43 0.51 4845.93 E6 - COMBO INLET 4843.60 4843.60 0.01 0.00 4845.91 4845.91 4845.94 0.00 4845.94 E7 4844.03 4844.05 0.01 0.00 4845.80 4845.81 4845.94 0.01 4845.95 E7 - COMBO INLET 4843.62 4843.62 0.01 0.00 4845.94 4845.94 4845.96 0.00 4845.96 D1 4838.61 4838.84 0.02 0.00 4840.80 4841.68 4842.04 0.00 4842.04 D2 4839.34 4842.16 0.02 0.00 4841.70 4843.68 4842.20 2.23 4844.43 D2 - TYPE R INLET 4842.05 4842.05 0.01 0.00 4844.40 4844.40 4844.44 0.00 4844.44 D3 4842.91 4843.85 0.07 0.00 4844.16 4845.49 4845.52 1.33 4846.85 D4 4843.85 4844.53 0.04 0.00 4846.17 4846.73 4846.89 0.56 4847.44 D4 - TYPE R INLET 4844.30 4844.30 0.02 0.00 4847.39 4847.39 4847.46 0.00 4847.46 D3 - TYPE R INLET 4843.96 4843.96 0.01 0.00 4846.81 4846.81 4846.86 0.00 4846.86 D1 - COMBO INLET 4840.84 4840.84 0.01 0.00 4841.83 4841.83 4842.05 0.00 4842.06 Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a sewer. Bend loss = Bend K * V_fi ^ 2/(2*g) Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The minimum trench width is 2.00 ft Downstream Upstream Element Name Length (ft) Wall (in) Bedding (in) Bottom Width (ft) Top Width (ft) Trench Depth (ft) Cover (ft) Top Width (ft) Trench Depth (ft) Cover (ft) Volume (cu. yd) Comment B1 294.96 6.00 8.00 9.00 0.00 3.67 0.00 18.42 12.38 5.71 909.88 Sewer Too Shallow C1 252.68 3.00 4.00 5.50 15.42 8.79 5.96 9.74 5.95 3.12 515.66 C1-1 7.00 2.00 4.00 4.33 12.26 6.63 4.96 11.82 6.41 4.74 11.18 C1 - TYPE R INLET 1.00 2.00 4.00 4.33 11.82 6.41 4.74 11.82 6.41 4.74 1.55 C2 118.77 3.00 4.00 5.50 9.74 5.95 3.12 8.30 5.23 2.40 149.52 C2 - AREA INLET 1.00 3.50 6.00 6.08 9.30 6.19 2.61 9.30 6.19 2.61 1.49 C3 153.50 2.25 4.00 4.63 9.05 5.17 3.21 5.67 3.48 1.52 128.43 C3 - AREA INLET 1.00 3.00 4.00 5.50 0.00 3.79 0.96 5.50 3.79 0.96 0.58 Sewer Too Shallow B2 147.83 5.50 8.00 8.42 18.92 12.33 6.25 15.60 10.68 4.59 640.98 B3 192.17 5.00 6.00 7.83 16.10 10.47 5.13 19.16 12.00 6.66 801.14 B4 233.68 4.50 6.00 7.25 19.66 11.96 7.21 9.46 6.86 2.11 762.04 B5 31.59 4.50 6.00 7.25 9.46 6.86 2.11 10.94 7.60 2.85 63.99 B6 - PIPE UNDER STRAUSS 68.55 4.75 6.00 7.54 13.36 7.62 3.91 11.46 6.67 2.96 152.32 B6 - AREA INLET 1.00 4.75 6.00 7.54 11.46 6.67 2.96 11.46 6.67 2.96 2.00 B5 - TYPE R INLET 1.00 4.00 6.00 6.67 11.50 7.58 3.42 11.50 7.58 3.42 2.09 E1 259.74 3.50 6.00 6.08 18.66 10.87 7.29 16.62 9.85 6.27 930.11 E1-2 32.00 2.00 4.00 4.33 11.82 6.41 4.74 9.28 5.14 3.47 41.59 E1-2 TYPE R INLET 1.00 2.00 4.00 4.33 9.28 5.14 3.47 9.28 5.14 3.47 1.05 E1-1 6.00 2.00 4.00 4.33 11.82 6.41 4.74 10.84 5.92 4.25 8.67 E1-1 TYPE R INLET 1.00 2.00 4.00 4.33 10.84 5.92 4.25 10.84 5.92 4.25 1.34 E2 111.72 3.50 6.00 6.08 16.62 9.85 6.27 10.50 6.79 3.21 276.98 E4 74.50 2.50 4.00 4.92 9.50 5.54 3.29 6.46 4.02 1.77 72.94 E5 81.15 2.25 4.00 4.63 6.21 3.75 1.79 7.07 4.18 2.22 58.31 E5 - AREA INLET 1.00 3.00 4.00 5.50 7.08 4.62 1.79 7.08 4.62 1.79 0.97 E4 - AREA INLET 1.00 3.00 4.00 5.50 6.22 4.19 1.36 6.22 4.19 1.36 0.86 E3 103.14 2.25 4.00 4.63 9.25 5.27 3.31 7.81 4.55 2.59 101.82 E3 - TYPE R INLET 1.00 2.50 4.00 4.92 6.96 4.27 2.02 6.96 4.27 2.02 0.82 E6 32.39 2.25 4.00 4.63 9.25 5.27 3.31 6.67 3.98 2.02 29.50 E6 - COMBO INLET 1.00 3.00 4.00 5.50 6.70 4.43 1.60 6.70 4.43 1.60 0.92 E7 4.00 2.25 4.00 4.63 6.59 3.94 1.98 7.79 4.54 2.58 3.16 E7 - COMBO INLET 1.00 3.00 4.00 5.50 7.90 5.03 2.20 7.90 5.03 2.20 1.08 D1 8.75 3.50 6.00 6.08 13.60 8.34 4.76 14.12 8.60 5.02 21.61 D2 126.67 3.00 4.00 5.50 13.62 7.89 5.06 7.38 4.77 1.94 204.17 D2 - TYPE R INLET 1.00 3.25 6.00 5.79 7.35 5.07 1.78 7.35 5.07 1.78 1.11 D3 42.06 2.25 4.00 4.63 6.63 3.96 2.00 8.11 4.70 2.74 34.35 D4 34.00 2.25 4.00 4.63 8.11 4.70 2.74 6.75 4.02 2.06 28.02 D4 - TYPE R INLET 1.00 3.25 6.00 5.79 6.21 4.50 1.21 6.21 4.50 1.21 0.97 D3 - TYPE R INLET 1.00 2.50 4.00 4.92 7.64 4.61 2.36 7.64 4.61 2.36 0.91 D1 - COMBO INLET 1.00 3.00 4.00 5.50 10.62 6.39 3.56 10.62 6.39 3.56 1.55 Total earth volume for sewer trenches = 5966 cubic yards. The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 inches. If the calculated width of the trench bottom is less than the minimum acceptable width, the minimum acceptable width was used. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 inches The sewer bedding thickness is equal to: o Four inches for pipes less than 33 inches. o Six inches for pipes less than 60 inches. o Eight inches for all larger sizes. Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.010 Channel Slope 0.00100 ft/ft Normal Depth 0.90 ft Diameter 15.00 in Results Discharge 2.29 ft³/s Flow Area 0.94 ft² Wetted Perimeter 2.52 ft Hydraulic Radius 0.37 ft Top Width 1.13 ft Critical Depth 0.60 ft Percent Full 71.7 % Critical Slope 0.00333 ft/ft Velocity 2.43 ft/s Velocity Head 0.09 ft Specific Energy 0.99 ft Froude Number 0.47 Maximum Discharge 2.86 ft³/s Discharge Full 2.66 ft³/s Slope Full 0.00074 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 71.67 % Downstream Velocity Infinity ft/s Worksheet for (ST-A and ST-L) Basin N-1 irrigation pipe 8/17/2015 2:58:58 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.90 ft Critical Depth 0.60 ft Channel Slope 0.00100 ft/ft Critical Slope 0.00333 ft/ft Worksheet for (ST-A and ST-L) Basin N-1 irrigation pipe 8/17/2015 2:58:58 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00190 ft/ft Diameter 36.00 in Discharge 30.00 ft³/s Results Normal Depth 2.56 ft Flow Area 6.41 ft² Wetted Perimeter 7.05 ft Hydraulic Radius 0.91 ft Top Width 2.13 ft Critical Depth 1.77 ft Percent Full 85.2 % Critical Slope 0.00468 ft/ft Velocity 4.68 ft/s Velocity Head 0.34 ft Specific Energy 2.90 ft Froude Number 0.48 Maximum Discharge 31.27 ft³/s Discharge Full 29.07 ft³/s Slope Full 0.00202 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 85.17 % Downstream Velocity Infinity ft/s Worksheet for (ST-K) Basin N-1 irrigation pipe 11/23/2015 4:24:11 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 2.56 ft Critical Depth 1.77 ft Channel Slope 0.00190 ft/ft Critical Slope 0.00468 ft/ft Worksheet for (ST-K) Basin N-1 irrigation pipe 11/23/2015 4:24:11 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 APPENDIX D Channel Design Harmony Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Channel ID 100-yr Design Flow (cfs) Slope (%) Bottom Width (ft) Side Slope (H:V) Flow Depth (ft) Max Velocity (fps) Temporary or Permanent? Protection Required? A-A 6.4 1.35% 0 4 0.86 2.15 temporary no B-B 10.7 0.50% 0 4 0.79 4.27 temporary no C-C* 15.1 1.00% 0 4 1.26 2.38 temporary no D-D* 6.7 0.65% 0 4 0.65 3.92 temporary no E-E** 2.9 0.09% 2 2 1.00 0.72 permanent no SIDEWALK CULVERT N-1 3.2 1.00% 4 vertical 0.21 3.79 permanent no SIDEWALK CULVERT N-16*** 1.4 0.06% 2 vertical 0.24 2.95 permanent no * Swale C-C and D-D are a Triangular Swale Section as detailed in Urban Drainage Vol 3 GS-1. Refer to construction details for this swale. ***Sidewalk Culvert N-16 has been modelled with the 2-yr design flow. Table D-1 Channel Summary ** Swale E-E is an irrigation lateral. 2.9 cfs is the amount of irrigation flow that can be conveyed by this channel when the channel is flowing full. Appendix D Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.045 Channel Slope 0.01350 ft/ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Discharge 6.40 ft³/s Results Normal Depth 0.86 ft Flow Area 2.98 ft² Wetted Perimeter 7.12 ft Hydraulic Radius 0.42 ft Top Width 6.91 ft Critical Depth 0.69 ft Critical Slope 0.04376 ft/ft Velocity 2.15 ft/s Velocity Head 0.07 ft Specific Energy 0.93 ft Froude Number 0.58 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.86 ft Critical Depth 0.69 ft Channel Slope 0.01350 ft/ft Critical Slope 0.04376 ft/ft Worksheet for A-A swale in basin N-15 INT 8/17/2015 3:15:07 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Discharge 10.70 ft³/s Results Normal Depth 0.79 ft Flow Area 2.51 ft² Wetted Perimeter 6.53 ft Hydraulic Radius 0.38 ft Top Width 6.33 ft Critical Depth 0.85 ft Critical Slope 0.00341 ft/ft Velocity 4.27 ft/s Velocity Head 0.28 ft Specific Energy 1.07 ft Froude Number 1.20 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.79 ft Critical Depth 0.85 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00341 ft/ft Worksheet for B-B swale in basin N-1 11/24/2015 7:01:27 AM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.045 Channel Slope 0.01000 ft/ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Discharge 15.10 ft³/s Results Normal Depth 1.26 ft Flow Area 6.35 ft² Wetted Perimeter 10.39 ft Hydraulic Radius 0.61 ft Top Width 10.08 ft Critical Depth 0.98 ft Critical Slope 0.03902 ft/ft Velocity 2.38 ft/s Velocity Head 0.09 ft Specific Energy 1.35 ft Froude Number 0.53 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.26 ft Critical Depth 0.98 ft Channel Slope 0.01000 ft/ft Critical Slope 0.03902 ft/ft Worksheet for C-C swale in basin N-1 11/23/2015 4:55:09 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.045 Channel Slope 0.06500 ft/ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Discharge 6.70 ft³/s Results Normal Depth 0.65 ft Flow Area 1.71 ft² Wetted Perimeter 5.39 ft Hydraulic Radius 0.32 ft Top Width 5.23 ft Critical Depth 0.71 ft Critical Slope 0.04349 ft/ft Velocity 3.92 ft/s Velocity Head 0.24 ft Specific Energy 0.89 ft Froude Number 1.21 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.65 ft Critical Depth 0.71 ft Channel Slope 0.06500 ft/ft Critical Slope 0.04349 ft/ft Worksheet for D-D swale in basin N-19 8/17/2015 3:14:45 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.045 Channel Slope 0.00090 ft/ft Normal Depth 1.00 ft Left Side Slope 2.00 ft/ft (H:V) Right Side Slope 2.00 ft/ft (H:V) Bottom Width 2.00 ft Results Discharge 2.88 ft³/s Flow Area 4.00 ft² Wetted Perimeter 6.47 ft Hydraulic Radius 0.62 ft Top Width 6.00 ft Critical Depth 0.35 ft Critical Slope 0.04805 ft/ft Velocity 0.72 ft/s Velocity Head 0.01 ft Specific Energy 1.01 ft Froude Number 0.16 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.00 ft Critical Depth 0.35 ft Channel Slope 0.00090 ft/ft Worksheet for E-E irrigation lateral 8/17/2015 3:15:51 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for E-E irrigation lateral GVF Output Data Critical Slope 0.04805 ft/ft 8/17/2015 3:15:51 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.01000 ft/ft Bottom Width 4.00 ft Discharge 3.20 ft³/s Results Normal Depth 0.21 ft Flow Area 0.84 ft² Wetted Perimeter 4.42 ft Hydraulic Radius 0.19 ft Top Width 4.00 ft Critical Depth 0.27 ft Critical Slope 0.00451 ft/ft Velocity 3.79 ft/s Velocity Head 0.22 ft Specific Energy 0.43 ft Froude Number 1.45 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.21 ft Critical Depth 0.27 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00451 ft/ft Worksheet for Sidewalk Culvert Basin N-1 8/17/2015 3:13:01 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00600 ft/ft Bottom Width 2.00 ft Discharge 1.40 ft³/s Results Normal Depth 0.24 ft Flow Area 0.48 ft² Wetted Perimeter 2.48 ft Hydraulic Radius 0.19 ft Top Width 2.00 ft Critical Depth 0.25 ft Critical Slope 0.00527 ft/ft Velocity 2.95 ft/s Velocity Head 0.13 ft Specific Energy 0.37 ft Froude Number 1.07 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.24 ft Critical Depth 0.25 ft Channel Slope 0.00600 ft/ft Critical Slope 0.00527 ft/ft Worksheet for Sidewalk Chase N-16 11/23/2015 8:31:01 AM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 APPENDIX E Riprap Design Harmony Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Storm Flow Velocity Pipe Depth @ Depth in Froude Minimum Expansion Extra Length Length Width Riprap Sewer Dia. Outlet Pipe # Yt/D c or Q/D 1.5 or Q/D 2.5 or Da = (Dc+Y n)/2 Yt /Da or Q/D a 1.5 or Q/Da 2.5 or Diameter Factor if Q/Da 2.5 Lp W p Type (cfs) (fps) (ft) Yt (ft) Yn (ft) Y t/H Q/WH 0.5 Q/WH 1.5 (ft) Yt /Ha Q/WH a 0.5 Q/WHa 1.5 d50 (ft) 1/(2Tanθ) > 6 (ft) (ft) ST-B 111.60 7.48 5.0 2.90 3.55 0.18 0.58 9.98 2.00 0.44 2 0.00 15.00 20.0 TYPE L EMER SPILL 140 2.53 TYPE M Figures and equations from Urban Drainage & Flood Control District, Urban Drainage Criteria Manual, Volume 1, Major Drainage, 2001 (Froude # < 1, Subcritical Flow) (Froude # > 1, Supercritical Flow ) Table E-1 Riprap Design SEE DETAIL SHEET Appendix E Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Appendix E Required Rock Size The required rock size may be selected from Figure MD-21 for circular conduits and from Figure MD-22 for rectangular conduits. Figure MD-21 is valid for Q/Dc 2.5 of 6 or less and Figure MD-22 is valid for Q/WH1.5 of 8.0 or less. The parameters in these two figures are: 1. Q/D 1.5 or Q/W 0.5 in which Q is the design discharge in cfs, Dc is the diameter of a circular conduit in feet,and W and H are the width and height of a rectangular conduit in feet. 2. Yt/Dc or Yt/H in which Yt is the tailwater depth in feet, Dc is the diameter of a circular conduit in feet, and H is the height of a rectangular conduit in feet. In cases where Yt is unknown or a hydraulic jump is suspected downstream of the outlet, use Yt/Dt = Yt/H = 0.40 when using Figures MD-21 and MD-22. 3. The riprap size requirements in Figures MD-21 and MD-22 are based on the non-dimensional parametric Equations MD-18 and MD-19 (Steven, Simons, and Lewis 1971 and Smith 1975). Circular culvert: 0 . 023 Q D D Y D d 2 . 5 c 1 . 2 c t c 50 ¸¸ ¹ · ¨¨ © § ¸¸ ¹ · ¨¨ © § ¸¸ ¹ · ¨¨ © § (MD-18) Rectangular culvert: 0 . 014 Q H H WH Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 PDP Final Drainage Report Appendix E The length of the riprap protection downstream from the outlet depends on the degree of protection desired. If it is necessary to prevent all erosion, the riprap must be continued until the velocity has been reduced to an acceptable value. For purposes of outlet protection during major floods, the acceptable velocity is set at 5.5 ft/sec for very erosive soils and at 7.7 ft/sec for erosion resistant soils. The rate at which the velocity of a jet from a conduit outlet decreases is not well known. For the procedure recommended here, it is assumed to be related to the angle of lateral expansion, ș, of the jet. The velocity is related to the expansion factor, (1/(2tanș)), which can be determined directly using Figure MD-23 or Figure MD-24, assuming that the expanding jet has a rectangular shape: ¸¸ ¹ · ¨¨ © § ¸ ¹ · ¨ © § T W 2 ta n 1 Y L A t t p (MD-22) where: Lp = length of protection (ft) W = width of the conduit in (ft) (use diameter for circular conduits) Yt = tailwater depth (ft) ș= the expansion angle of the culvert flow and: V Q At (MD-23) where: Q = design discharge (cfs) V = the allowable non-eroding velocity in the downstream channel (ft/sec) At = required area of flow at allowable velocity (ft²) In certain circumstances, Equation MD-22 may yield unreasonable results. Therefore, in no case should Lp be less than 3H or 3D, nor does Lp need to be greater than 10H or 10D whenever the Froude parameter, Q/WH1.5 or Q/D2.5, is less than 8.0 or 6.0, respectively. Whenever the Froude parameter is greater than these maximums, increase the maximum Lp required by ¼ Dc or ¼ H for circular or rectangular culverts, respectively, for each whole number by which the Froude parameter is greater than 8.0 or 6.0, respectively. APPENDIX F Detention Pond Design UD-Detention_v2.34 PDP NORTH.xlsx, Modified FAA 8/17/2015, 3:31 PM Project: Basin ID: Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness Ia = 31.00 percent Catchment Drainage Imperviousness Ia = 31.00 percent Catchment Drainage Area A = 59.000 acres Catchment Drainage Area A = 59.000 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 48 minutes Time of Concentration of Watershed Tc = 48 minutes Allowable Unit Release Rate q = 0.04 cfs/acre Allowable Unit Release Rate q = 0.16 cfs/acre One-hour Precipitation P1 = 0.95 inches One-hour Precipitation P1 = 2.61 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0.789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.34 Runoff Coefficient C = 0.60 Inflow Peak Runoff Qp-in = 22.06 cfs Inflow Peak Runoff Qp-in = 106.94 cfs Allowable Peak Outflow Rate Qp-out = 2.36 cfs Allowable Peak Outflow Rate Qp-out = 9.62 cfs Mod. FAA Minor Storage Volume = 81,532 cubic feet Mod. FAA Major Storage Volume = 419,878 cubic feet Mod. FAA Minor Storage Volume = 1.872 acre-ft Mod. FAA Major Storage Volume = 9.639 acre-ft 20 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 20 1.85 1.022 1.00 2.36 0.065 0.957 20 5.08 4.956 1.00 9.62 0.265 4.691 40 1.24 1.366 1.00 2.36 0.130 1.236 40 3.40 6.624 1.00 9.62 0.530 6.094 60 0.95 1.572 0.90 2.12 0.176 1.396 60 2.60 7.619 0.90 8.66 0.715 6.904 80 0.78 1.719 0.80 1.89 0.208 1.510 80 2.14 8.332 0.80 7.69 0.848 7.484 100 0.66 1.834 0.74 1.75 0.241 1.593 100 1.82 8.890 0.74 7.12 0.980 7.910 120 0.58 1.929 0.70 1.65 0.273 1.656 120 1.60 9.350 0.70 6.73 1.113 8.238 140 0.52 2.010 0.67 1.58 0.306 1.704 140 1.43 9.744 0.67 6.46 1.245 8.499 160 0.47 2.081 0.65 1.53 0.338 1.743 160 1.29 10.089 0.65 6.25 1.378 8.711 180 0.43 2.144 0.63 1.49 0.371 1.774 180 1.18 10.397 0.63 6.09 1.510 8.886 200 0.40 2.202 0.62 1.46 0.403 1.799 200 1.09 10.675 0.62 5.96 1.643 9.032 220 0.37 2.254 0.61 1.44 0.436 1.819 220 1.02 10.929 0.61 5.86 1.775 9.154 240 0.35 2.302 0.60 1.42 0.468 1.834 240 0.95 11.163 0.60 5.77 1.908 9.256 260 0.33 2.347 0.59 1.40 0.501 1.847 260 0.90 11.381 0.59 5.70 2.040 9.341 280 0.31 2.389 0.59 1.38 0.533 1.856 280 0.85 11.585 0.59 5.63 2.172 9.412 300 0.29 2.429 0.58 1.37 0.566 1.863 300 0.81 11.776 0.58 5.58 2.305 9.471 320 0.28 2.466 0.58 1.36 0.598 1.868 320 0.77 11.956 0.58 5.53 2.437 9.519 340 0.27 2.501 0.57 1.35 0.631 1.871 340 0.73 12.127 0.57 5.49 2.570 9.557 360 0.25 2.535 0.57 1.34 0.663 1.872 360 0.70 12.290 0.57 5.45 2.702 9.587 380 0.24 2.567 0.56 1.33 0.696 1.871 380 0.67 12.445 0.56 5.42 2.835 9.610 400 0.24 2.597 0.56 1.32 0.728 1.869 400 0.65 12.593 0.56 5.39 2.967 9.626 420 0.23 2.627 0.56 1.31 0.761 1.866 420 0.62 12.735 0.56 5.36 3.100 9.635 440 0.22 2.655 0.55 1.31 0.793 1.862 440 0.60 12.871 0.55 5.33 3.232 9.639 460 0.21 2.682 0.55 1.30 0.826 1.856 460 0.58 13.002 0.55 5.31 3.365 9.638 480 0.20 2.708 0.55 1.30 0.858 1.850 480 0.56 13.129 0.55 5.29 3.497 9.632 500 0.20 2.733 0.55 1.29 0.891 1.842 500 0.54 13.251 0.55 5.27 3.630 9.621 520 0.19 2.757 0.55 1.29 0.923 1.834 520 0.53 13.369 0.55 5.25 3.762 9.607 540 0.19 2.781 0.54 1.28 0.956 1.825 540 0.51 13.483 0.54 5.24 3.894 9.589 560 0.18 2.804 0.54 1.28 0.988 1.816 560 0.50 13.594 0.54 5.22 4.027 9.567 580 0.18 2.826 0.54 1.28 1.021 1.805 580 0.48 13.702 0.54 5.21 4.159 9.542 600 0.17 2.848 0.54 1.27 1.053 1.794 600 0.47 13.806 0.54 5.19 4.292 9.514 620 0.17 2.869 0.54 1.27 1.086 1.783 620 0.46 13.908 0.54 5.18 4.424 9.484 640 0.16 2.889 0.54 1.27 1.118 1.771 640 0.45 14.007 0.54 5.17 4.557 9.450 660 0.16 2.909 0.54 1.27 1.151 1.758 660 0.44 14.103 0.54 5.16 4.689 9.414 UD-Detention_v2.34 PDP NORTH.xlsx, Modified FAA 8/17/2015, 3:31 PM Project: Basin ID: UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 DETENTION VOLUME BY THE MODIFIED FAA METHOD Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 0 2 4 6 8 10 12 14 16 18 0 200 400 600 800 1000 1200 1400 Volume (acre-feet) Duration (Minutes) Inflow and Outflow Volumes vs. Rainfall Duration Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume UD-Detention_v2.34 PDP NORTH.xlsx, Basin 8/17/2015, 3:31 PM Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': 1.87 9.64 acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': 2.70 5.38 acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) groundwater surface 4837.12 (input) 632,907 0 14.530 0.000 4837.64 0.00 0.00 651,894 334,048 14.965 7.669 4838.10 0.00 0.00 671,451 638,418 15.414 14.656 4838.23 0.00 0.00 691,594 727,016 15.877 16.690 4838.30 0.00 0.00 712,342 776,153 16.353 17.818 4838.32 0.00 0.00 733,712 790,614 16.844 18.150 4838.40 0.00 0.00 755,724 850,191 17.349 19.518 4838.50 0.00 0.00 788,395 927,397 18.099 21.290 4838.59 0.00 0.00 801,747 998,954 18.406 22.933 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A UD-Detention_v2.34 PDP NORTH.xlsx, Basin 8/17/2015, 3:31 PM Project: Basin ID: STAGE-STORAGE SIZING FOR DETENTION BASINS 4837.00 4837.50 4838.00 4838.50 4839.00 0.00 5.00 10.00 15.00 20.00 25.00 Stage (ft. elev.) Storage (acre-feet) STAGE-STORAGE CURVE FOR THE POND Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Appendix F V=1/3D(A1+A2+(A1xA2).5) where: D = depth of storage (stage) ID Elevation (ft) Area (sf) Volume (Ac-ft) Total Storage (Ac-ft) 4838.23 479331 3.96 3.96 4838.59 479331 4837.12 632907 7.61 7.61 4837.64 632907 Total 11.57 Total Required* 11.57 Elevation 4838.23 is the groundwater surface elevation in Ex. Gravel Pond #1 Elevation 4837.12 is the groundwater surface elevation in Ex. Gravel Pond #2 *Total required volume is provided on the PDP NS Detention Requirements for the Major storm spreadsheet Ex. Gravel Pond #1 Ex. Gravel Pond #2 Table F-1 Detention Capacity UD-Detention_v2.34 PDP NORTH.xlsx, Spillway 8/17/2015, 3:31 PM Project: Basin ID: 75.96 4.00000 Design Information (input): Bottom Length of Weir L = 80.00 feet Angle of Side Slope Weir Angle = 78.25 degrees Elev. for Weir Crest EL. Crest = 4,837.64 feet Coef. for Rectangular Weir Cw = 2.95 Coef. for Trapezoidal Weir Ct = 2.95 Calculation of Spillway Capacity (output): Water Rect. Triangle Total Total Surface Weir Weir Spillway Pond Elevation Flowrate Flowrate Release Release ft. cfs cfs cfs cfs (linked) (output) (output) (output) (output) 4837.12 0.00 0.00 0.00 0.00 4837.64 0.00 0.00 0.00 0.00 4838.10 73.63 2.04 75.66 75.66 4838.23 106.95 3.79 110.74 110.74 4838.30 126.54 5.02 131.56 131.56 4838.32 132.34 5.41 137.74 137.74 4838.40 156.36 7.14 163.50 163.50 4838.50 188.22 9.73 197.94 197.94 4838.59 218.52 12.48 231.00 231.00 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A UD-Detention_v2.34 PDP NORTH.xlsx, Spillway 8/17/2015, 3:31 PM Project: Basin ID: STAGE-DISCHARGE SIZING OF THE SPILLWAY Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 0 5 10 15 20 25 4837.12 4837.32 4837.52 4837.72 4837.92 4838.12 4838.32 4838.52 4838.72 4838.92 0 50 100 150 200 250 Storage (Acre-Feet) Stage (feet, elev.) Pond Discharge (cfs) STAGE-STORAGE-DISCHARGE CURVES FOR THE POND TOTAL DISCHARGE SPILLWAY DISCHARGE POND STORAGE Project Description Solve For Discharge Input Data Discharge 8.90 ft³/s Headwater Elevation 4837.64 ft Crest Elevation 4837.39 ft Tailwater Elevation 4836.00 ft Crest Surface Type Paved Crest Breadth 10.00 ft Crest Length 24.00 ft Cross Section Image Cross Section for 9 cfs release rate spillway 8/17/2015 3:34:36 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Discharge Input Data Headwater Elevation 4837.64 ft Crest Elevation 4837.39 ft Tailwater Elevation 4836.00 ft Crest Surface Type Paved Crest Breadth 10.00 ft Crest Length 24.00 ft Results Discharge 8.90 ft³/s Headwater Height Above Crest 0.25 ft Tailwater Height Above Crest -1.39 ft Weir Coefficient 2.97 US Submergence Factor 1.00 Adjusted Weir Coefficient 2.97 US Flow Area 6.00 ft² Velocity 1.48 ft/s Wetted Perimeter 24.50 ft Top Width 24.00 ft Worksheet for 9 cfs release rate spillway 8/17/2015 3:35:06 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Discharge Input Data Discharge 139.62 ft³/s Headwater Elevation 4838.33 ft Crest Elevation 4837.64 ft Tailwater Elevation 4836.00 ft Crest Surface Type Paved Crest Breadth 10.00 ft Crest Length 80.00 ft Cross Section Image Cross Section for emergency spillway 8/17/2015 3:35:42 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description Solve For Discharge Input Data Headwater Elevation 4838.33 ft Crest Elevation 4837.64 ft Tailwater Elevation 4836.00 ft Crest Surface Type Paved Crest Breadth 10.00 ft Crest Length 80.00 ft Results Discharge 139.62 ft³/s Headwater Height Above Crest 0.69 ft Tailwater Height Above Crest -1.64 ft Weir Coefficient 3.03 US Submergence Factor 1.00 Adjusted Weir Coefficient 3.03 US Flow Area 55.44 ft² Velocity 2.52 ft/s Wetted Perimeter 81.39 ft Top Width 80.00 ft Worksheet for emergency spillway 8/17/2015 3:36:04 PM Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Calculating the WQCV and Volume Reduction Chapter 3 3-6 Urban Drainage and Flood Control District August 2011 Urban Storm Drainage Criteria Manual Volume 3 Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2, the required BMP storage volume in acre-feet can be calculated as follows: ܸ = ൬ WQCV 12 ൰ ܣEquation 3-3 Where: V = required storage volume (acre-ft) A = tributary catchment area upstream (acres) WQCV = Water Quality Capture Volume (watershed inches) Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report % Imperviousness 49.77% WQCV (inches)* 0.21 inches Volume = (WQCV/12)xA 1.03 ac-ft *WQCV in 40-hr drain time from Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time UDFCD Storm Drainage Criteria Manual Volume 3 Table F-2 Water Quality Capture Volume (WQCV) Appendix F APPENDIX G Low Impact Development Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Low Impact Development (LID) Table G-1 Volume 3, Chapter 3, Section 3.1 Low Impact Development Criteria Basin Newly Added Impervious Area (acres) Overall Area (acres) Impervious Area routed to LID (acres) LID Technique to be Applied N-1 0.70 7.19 0.33 Permeable Pavers N-2 0.32 0.74 0.11 Permeable Pavers N-3 0.27 0.32 0.00 None N-4 0.22 0.30 0.14 Permeable Pavers N-5 0.33 0.36 0.33 Raingarden N-6 0.30 0.34 0.30 Raingarden N-7 0.60 0.92 0.23 Permeable Pavers N-8 0.34 0.34 0.00 None N-9 0.66 1.04 0.66 Permeable Pavers, Raingarden N-10 0.40 0.44 0.40 Permeable Pavers N-11 0.41 0.42 0.41 Raingarden N-12 0.08 0.10 0.00 None N-13 0.08 0.10 0.00 None N-14 0.43 0.70 0.21 Permeable Pavers N-15 0.00 0.00 0.00 N/A(Public ROW) N-16 0.47 1.03 0.21 Permeable Pavers N-17 0.23 0.36 0.06 Permeable Pavers N-18 0.48 0.82 0.14 Permeable Pavers N-19 0.84 1.52 0.14 Permeable Pavers Total 7.16 17.05 3.66 51.09% * Basin areas N-2 and N-16 shown here are for the area within the site only and does not include area within the public ROW ** Basin N-15 is not included in these calculations because it resides entirely within the public ROW No less than 50% of any newly added impervious area must be treated using one or a combination of LID techniques Appendix G Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Table G-2 Volume 3, Chapter 3, Section 3.1 Low Impact Development Criteria Basin Newly Added Pavement Area (acres) Permeable Pavement Area (acres) % of Permeable Pavement N-1 0.33 0.12 36.54% N-2 0.19 0.05 26.19% N-3 0.24 0.00 0.00% N-4 0.19 0.05 26.23% N-5 0.29 0.00 0.00% N-6 0.28 0.00 0.00% N-7 0.44 0.21 48.20% N-8 0.00 0.00 0.00% N-9 0.51 0.21 41.00% N-10 0.36 0.08 22.12% N-11 0.33 0.00 0.00% N-12 0.08 0.00 0.00% N-13 0.08 0.00 0.00% N-14 0.35 0.09 25.83% N-15 0.00 0.00 0.00% N-16 0.19 0.05 26.48% N-17 0.23 0.09 38.38% N-18 0.48 0.19 39.70% N-19 0.55 0.17 30.71% Total 5.12 1.31 25.60% No less than 25% of any newly added pavement areas must be treated using a permeable pavement technology that is considered an LID technique Appendix G Harmony and Strauss Cabin Subdivision Filing No. 1 Convenience Shopping Center PDP Final Drainage Report Table G-3 Permeable Pavement Reservoirs Sloped Installations V = P[(D-6sL-1)/12]A Basin Slope of Permeable Pavement (ft/ft) Length Between Lateral Flow Barriers (ft) Permeable Pavement Area (ft2) Volume Available in Reservoir (ft3) Length Between Lateral Flow Barriers (ft) N-1 0.0126 20.2 5270 1899 8.5 N-2 0.0134 20.2 2149 635 26.5 N-4 0.0232 15.0 1980 473 27.5 N-7 0.0309 55.0 8935 2890 7.0 N-9 0.0311 55.0 9207 3033 6.0 N-10 0.0207 38.0 3402 874 26.5 N-14 0.0202 20.2 3813 1190 13.5 N-16 0.0130 20.2 2149 634 27.5 N-17 0.0103 20.2 3813 1292 13.5 N-18 0.0208 16.0 8448 2623 13.5 N-19 0.0210 16.0 7517 2472 9.0 Total (ft 3 ) 18015 Total (acre-ft) 0.41 where P (porosity) ~ 0.4 D (depth in inches) = 12 s (slope in ft/ft) varies, see table L (Length between flow barriers) varies, see table A (Area in ft 2 ) varies, see table UDFCD Design Procedure Form for Permeable Pavement Systems (PPS) Appendix G Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 9.8 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.098 C) Tributary Watershed Area ATotal = 26,765 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 5,270 sq ft (Minimum recommended permeable pavement area = 1250 sq ft) E) Impervious Tributary Ratio RT = 0.4 (Contributing Imperviuos Area / Permeable Pavement Ratio) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 118 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.013 ft / ft E) Length Between Lateral Flow Barriers (max = 8.85 ft.) L = 2.5 ft F) Volume Provided Based on Depth of Base Course V = 1,899 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 0.86 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.40 inches (Use a minimum orifice diameter of 3/8-inches) Notes: N-1 Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-1.xlsm, PPS 11/24/2015, 9:51 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 70.5 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.705 C) Tributary Watershed Area ATotal = 8,370 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 2,149 sq ft (Minimum recommended permeable pavement area = 2181 sq ft) E) Impervious Tributary Ratio RT = 2.0 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 155 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.013 ft / ft E) Length Between Lateral Flow Barriers (max = 26.87 ft.) L = 26.5 ft F) Volume Provided Based on Depth of Base Course V = 635 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-2 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 4.29 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.46 inches (Use a minimum orifice diameter of 3/8-inches) Notes: Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 N-2 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-2.xlsm, PPS 11/24/2015, 9:52 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 74.1 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.741 C) Tributary Watershed Area ATotal = 13,068 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 1,980 sq ft (Minimum recommended permeable pavement area = 3533 sq ft) E) Impervious Tributary Ratio RT = 4.1 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 257 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.023 ft / ft E) Length Between Lateral Flow Barriers (max = 27.96 ft.) L = 27.5 ft F) Volume Provided Based on Depth of Base Course V = 473 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-4 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 7.72 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.59 inches (Use a minimum orifice diameter of 3/8-inches) Notes: N-4 Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-4.xlsm, PPS 11/24/2015, 9:52 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 65.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.650 C) Tributary Watershed Area ATotal = 22,910 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 8,935 sq ft (Minimum recommended permeable pavement area = 5619 sq ft) E) Impervious Tributary Ratio RT = 1.0 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 388 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.031 ft / ft E) Length Between Lateral Flow Barriers (max = 7.03 ft.) L = 7.0 ft F) Volume Provided Based on Depth of Base Course V = 2,890 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-7 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 2.60 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.73 inches (Use a minimum orifice diameter of 3/8-inches) Notes: Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 N-7 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-7.xlsm, PPS 11/24/2015, 9:53 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 63.0 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.630 C) Tributary Watershed Area ATotal = 21,964 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 9,208 sq ft (Minimum recommended permeable pavement area = 5261 sq ft) E) Impervious Tributary Ratio RT = 0.9 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 361 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.031 ft / ft E) Length Between Lateral Flow Barriers (max = 6.31 ft.) L = 6.0 ft F) Volume Provided Based on Depth of Base Course V = 3,033 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-9 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 2.30 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.70 inches (Use a minimum orifice diameter of 3/8-inches) Notes: Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 N-9 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-9.xlsm, PPS 11/24/2015, 9:53 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 89.4 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.894 C) Tributary Watershed Area ATotal = 14,236 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 3,402 sq ft (Minimum recommended permeable pavement area = 4398 sq ft) E) Impervious Tributary Ratio RT = 2.8 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 376 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.021 ft / ft E) Length Between Lateral Flow Barriers (max = 26.71 ft.) L = 26.5 ft F) Volume Provided Based on Depth of Base Course V = 874 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-10 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 6.61 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.72 inches (Use a minimum orifice diameter of 3/8-inches) Notes: Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 N-10 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-10.xlsm, PPS 11/24/2015, 9:53 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 62.1 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.621 C) Tributary Watershed Area ATotal = 13,032 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 3,813 sq ft (Minimum recommended permeable pavement area = 3088 sq ft) E) Impervious Tributary Ratio RT = 1.5 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 211 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.020 ft / ft E) Length Between Lateral Flow Barriers (max = 13.73 ft.) L = 13.5 ft F) Volume Provided Based on Depth of Base Course V = 1,190 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-14 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 3.30 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.54 inches (Use a minimum orifice diameter of 3/8-inches) Notes: Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 N-14 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-14.xlsm, PPS 11/24/2015, 9:54 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 48.6 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.486 C) Tributary Watershed Area ATotal = 11,506 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 2,149 sq ft (Minimum recommended permeable pavement area = 2249 sq ft) E) Impervious Tributary Ratio RT = 2.1 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 155 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.013 ft / ft E) Length Between Lateral Flow Barriers (max = 27.8 ft.) L = 27.5 ft F) Volume Provided Based on Depth of Base Course V = 634 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-16 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 4.31 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.46 inches (Use a minimum orifice diameter of 3/8-inches) Notes: Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 N-16 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-16.xlsm, PPS 11/24/2015, 9:54 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 64.8 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.648 C) Tributary Watershed Area ATotal = 6,337 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 3,813 sq ft (Minimum recommended permeable pavement area = 1551 sq ft) E) Impervious Tributary Ratio RT = 0.4 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 107 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.010 ft / ft E) Length Between Lateral Flow Barriers (max = 13.63 ft.) L = 13.5 ft F) Volume Provided Based on Depth of Base Course V = 1,292 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-17 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 1.68 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.38 inches (Use a minimum orifice diameter of 3/8-inches) Notes: Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 N-17 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-17.xlsm, PPS 11/24/2015, 9:55 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 48.3 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.483 C) Tributary Watershed Area ATotal = 35,719 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 8,448 sq ft (Minimum recommended permeable pavement area = 6948 sq ft) E) Impervious Tributary Ratio RT = 1.6 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 480 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.021 ft / ft E) Length Between Lateral Flow Barriers (max = 13.66 ft.) L = 13.5 ft F) Volume Provided Based on Depth of Base Course V = 2,623 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-18 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 3.39 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.81 inches (Use a minimum orifice diameter of 3/8-inches) Notes: N-18 Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-18.xlsm, PPS 11/24/2015, 9:55 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Type of Permeable Pavement Section A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.) B) What type of wearing course? 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia I a = 55.1 % B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.551 C) Tributary Watershed Area ATotal = 19,856 sq ft (including area of permeable pavement system) D) Area of Permeable Pavement System APPS = 7,517 sq ft (Minimum recommended permeable pavement area = 4289 sq ft) E) Impervious Tributary Ratio RT = 0.9 IMPERVIOUS TRIBUTARY RATIO (Contributing Imperviuos Area / Permeable Pavement Ratio) EXCEEDS 2.0 F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 292 cu ft (WQCV = (0.8 * (0.91 * i 3 - 1.19 * i 2 + 0.78 * i) / 12) * Area) G) Is flood control volume being added? H) Total Volume Needed VTotal = cu ft 3. Depth of Reservoir A) Minimum Depth of Reservoir Dmin = 12.0 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40 D) Slope of the Base Course/Subgrade Interface S = 0.021 ft / ft E) Length Between Lateral Flow Barriers (max = 9.25 ft.) L = 9.0 ft F) Volume Provided Based on Depth of Base Course V = 2,472 cu ft Flat or Stepped: V = P * ((Dmin-1)/12) * Area Sloped: V = P * [(Dmin - (D min - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing. Calculate the volume of each cell individually when this varies. 4. Lateral Flow Barriers A) Type of Lateral Flow Barriers B) Number of Permeable Pavement Cells Cells = 1 5. Perimeter Barrier A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.) Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 N-19 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 Sheet 2 of 2 Designer: Company: Date: Project: Location: 6. Filter Material and Underdrain System A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material? B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) C) Distance from the Lowest Elevation of the Storage Volume y = 0.2 ft (i.e. the bottom of the base course to the center of the orifice) 7. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course? B) CDOT Class B Separator Fabric 8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cells individually where this varies.) A) Depth of WQCV in the Reservoir DWQCV = 2.30 inches (Elevation of the Flood Control Outlet) B) Diameter of Orifice for 12-hour Drain Time DOrifice = 0.63 inches (Use a minimum orifice diameter of 3/8-inches) Notes: Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Design Procedure Form: Permeable Pavement Systems (PPS) Jon Sweet TST, Inc. Consulting Engineers November 24, 2015 N-19 Choose One YES NO Choose One 4-inch 6-inch Choose One Choose One YES NO Placed above the liner Placed above and below the liner N/A Copy of UD-BMP_v3.03 N-19.xlsm, PPS 11/24/2015, 9:55 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 91.7 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.917 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.33 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 15,681 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 435 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 8in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 2.00 ft / ft Z < 4:1 (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 290 sq ft D) Actual Flat Surface Area AActual = 300 sq ft E) Area at Design Depth (Top Surface Area) ATop = 420 sq ft F) Rain Garden Total Volume VT= 240 cu ft TOTAL VOLUME < DESIGN VOLUME (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 12.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 435 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.33 in MINIMUM DIAMETER = 3/8" Design Procedure Form: Rain Garden (RG) Jon Sweet TST Consulting Engineers November 24, 2015 Harmony & Strauss Cabin Convience Shopping Center Subdivision Filing No. 1 N-5 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 1.xlsm, RG 11/24/2015, 11:51 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Jon Sweet TST Consulting Engineers November 24, 2015 Harmony & Strauss Cabin Convience Shopping Center Subdivision Filing No. 1 N-5 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 1.xlsm, RG 11/24/2015, 11:51 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 87.6 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.876 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.31 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 14,810 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 377 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 6in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 2.00 ft / ft Z < 4:1 (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 251 sq ft D) Actual Flat Surface Area AActual = 175 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area) ATop = 245 sq ft F) Rain Garden Total Volume VT= 105 cu ft TOTAL VOLUME < DESIGN VOLUME (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 16.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 377 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.29 in MINIMUM DIAMETER = 3/8" Design Procedure Form: Rain Garden (RG) Jon Sweet TST Consulting Engineers November 24, 2015 Harmony & Strauss Cabin Convience Shopping Center Subdivision Filing No. 1 N-6 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 2.xlsm, RG 11/24/2015, 11:50 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Jon Sweet TST Consulting Engineers November 24, 2015 Harmony & Strauss Cabin Convience Shopping Center Subdivision Filing No. 1 N-6 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 2.xlsm, RG 11/24/2015, 11:50 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 63.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.630 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.20 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 45,300 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 745 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 2.00 ft / ft Z < 4:1 (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 497 sq ft D) Actual Flat Surface Area AActual = 1040 sq ft E) Area at Design Depth (Top Surface Area) ATop = 1480 sq ft F) Rain Garden Total Volume VT= 1,260 cu ft (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 40.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 435 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.26 in MINIMUM DIAMETER = 3/8" Design Procedure Form: Rain Garden (RG) Jon Sweet TST Consulting Engineers November 24, 2015 Harmony & Strauss Cabin Convience Shopping Center Subdivision Filing No. 1 N-9 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 3.xlsm, RG 11/24/2015, 11:58 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Jon Sweet TST Consulting Engineers November 24, 2015 Harmony & Strauss Cabin Convience Shopping Center Subdivision Filing No. 1 N-9 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 3.xlsm, RG 11/24/2015, 11:58 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia I a = 96.8 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.968 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.37 watershed inches (WQCV= 0.8 * (0.91* i 3 - 1.19 * i 2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 18,295 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 568 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 5in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 2.00 ft / ft Z < 4:1 (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 378 sq ft D) Actual Flat Surface Area AActual = 180 sq ft E) Area at Design Depth (Top Surface Area) ATop = 270 sq ft F) Rain Garden Total Volume VT= 94 cu ft TOTAL VOLUME < DESIGN VOLUME (VT= ((A Top + AActual ) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 18.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 435 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.31 in MINIMUM DIAMETER = 3/8" Design Procedure Form: Rain Garden (RG) Jon Sweet TST Consulting Engineers November 25, 2015 Harmony & Strauss Cabin Convience Shopping Center Subdivision Filing No. 1 N-11 Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO RG 4.xlsm, RG 11/25/2015, 12:02 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Jon Sweet TST Consulting Engineers November 25, 2015 Harmony & Strauss Cabin Convience Shopping Center Subdivision Filing No. 1 N-11 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO RG 4.xlsm, RG 11/25/2015, 12:02 AM APPENDIX H FIRM Maps and Original Floodplain Workmap 825' ROOKERY BUFFER (FOR REFERENCE ONLY) 760 Whalers Way Bldg C, Suite 200 Fort Collins, CO 80525 ideas@tstinc.com 970.226.0557 main 303.595.9103 metro 970.226.0204 fax www.tstinc.com Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-19.xlsm, PPS 11/24/2015, 9:55 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-18.xlsm, PPS 11/24/2015, 9:55 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-17.xlsm, PPS 11/24/2015, 9:55 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-16.xlsm, PPS 11/24/2015, 9:54 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-14.xlsm, PPS 11/24/2015, 9:54 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-10.xlsm, PPS 11/24/2015, 9:53 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-9.xlsm, PPS 11/24/2015, 9:53 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-7.xlsm, PPS 11/24/2015, 9:53 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-4.xlsm, PPS 11/24/2015, 9:52 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-2.xlsm, PPS 11/24/2015, 9:52 AM Choose One No Infiltration Partial Infiltration Section Full Infiltration Section Choose One YES NO Choose One YES- Flat or Stepped Installation NO- Sloped Installation Choose One Concrete Walls PVC geomembrane installed normal to flow N/A- Flat installation Other (Describe): Choose One YES NO Choose One PICP Concrete Grid Pavement Pervious Concrete Porous Gravel Copy of UD-BMP_v3.03 N-1.xlsm, PPS 11/24/2015, 9:51 AM #N/A #N/A #N/A #N/A #N/A STAGE-DISCHARGE SIZING OF THE SPILLWAY Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 100-yr developed flow rate from Convenience Shopping Center Site #N/A #N/A #N/A #N/A #N/A #N/A STAGE-STORAGE SIZING FOR DETENTION BASINS Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 Check Basin Shape 11.57 acre-ft at elevation 4837.64 680 0.16 2.928 0.54 1.26 1.183 1.745 680 0.43 14.197 0.54 5.15 4.822 9.376 700 0.15 2.947 0.53 1.26 1.216 1.731 700 0.42 14.289 0.53 5.14 4.954 9.335 720 0.15 2.966 0.53 1.26 1.248 1.717 720 0.41 14.379 0.53 5.13 5.087 9.292 740 0.15 2.984 0.53 1.26 1.281 1.703 740 0.40 14.466 0.53 5.12 5.219 9.247 760 0.14 3.001 0.53 1.25 1.313 1.688 760 0.39 14.552 0.53 5.11 5.352 9.200 780 0.14 3.019 0.53 1.25 1.346 1.673 780 0.38 14.636 0.53 5.10 5.484 9.152 800 0.14 3.036 0.53 1.25 1.378 1.657 800 0.38 14.718 0.53 5.10 5.617 9.101 820 0.13 3.052 0.53 1.25 1.411 1.641 820 0.37 14.798 0.53 5.09 5.749 9.049 840 0.13 3.069 0.53 1.25 1.443 1.625 840 0.36 14.877 0.53 5.08 5.881 8.996 860 0.13 3.084 0.53 1.25 1.476 1.609 860 0.36 14.954 0.53 5.08 6.014 8.940 880 0.13 3.100 0.53 1.24 1.508 1.592 880 0.35 15.030 0.53 5.07 6.146 8.884 900 0.13 3.115 0.53 1.24 1.541 1.575 900 0.34 15.105 0.53 5.06 6.279 8.826 920 0.12 3.131 0.53 1.24 1.573 1.557 920 0.34 15.178 0.53 5.06 6.411 8.766 940 0.12 3.145 0.53 1.24 1.606 1.539 940 0.33 15.250 0.53 5.05 6.544 8.706 960 0.12 3.160 0.53 1.24 1.638 1.522 960 0.33 15.320 0.53 5.05 6.676 8.644 980 0.12 3.174 0.52 1.24 1.671 1.503 980 0.32 15.389 0.52 5.04 6.809 8.581 1000 0.12 3.188 0.52 1.24 1.703 1.485 1000 0.32 15.458 0.52 5.04 6.941 8.516 1020 0.11 3.202 0.52 1.24 1.736 1.466 1020 0.31 15.525 0.52 5.03 7.074 8.451 1040 0.11 3.216 0.52 1.23 1.768 1.447 1040 0.31 15.591 0.52 5.03 7.206 8.385 1060 0.11 3.229 0.52 1.23 1.801 1.428 1060 0.30 15.656 0.52 5.03 7.339 8.317 1080 0.11 3.242 0.52 1.23 1.833 1.409 1080 0.30 15.720 0.52 5.02 7.471 8.249 1100 0.11 3.255 0.52 1.23 1.866 1.389 1100 0.29 15.783 0.52 5.02 7.604 8.179 1120 0.11 3.268 0.52 1.23 1.898 1.370 1120 0.29 15.845 0.52 5.01 7.736 8.109 1140 0.10 3.281 0.52 1.23 1.931 1.350 1140 0.29 15.906 0.52 5.01 7.868 8.038 1160 0.10 3.293 0.52 1.23 1.963 1.330 1160 0.28 15.967 0.52 5.01 8.001 7.966 1180 0.10 3.306 0.52 1.23 1.996 1.310 1180 0.28 16.026 0.52 5.00 8.133 7.893 1200 0.10 3.318 0.52 1.23 2.028 1.289 1200 0.27 16.085 0.52 5.00 8.266 7.819 Mod. FAA Minor Storage Volume (cubic ft.) = 81,532 Mod. FAA Major Storage Volume (cubic ft.) = 419,878 Mod. FAA Minor Storage Volume (acre-ft.) = 1.8717 Mod. FAA Major Storage Volume (acre-ft.) = 9.6391 Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 Determination of MINOR Detention Volume Using Modified FAA Method DETENTION VOLUME BY THE MODIFIED FAA METHOD Harmony & Strauss Cabin Convenience Shopping Center Subdivision Filing No. 1 9.64 x 1.20% = 11.57 acre-ft d Y 1 . 5 1 . 2 50 t ¸ ¸ ¹ · ¨ ¨ © § ¸¸ ¹ · ¨¨ © § ¸¸ ¹ · ¨¨ © § (MD-19) The rock size requirements were determined assuming that the flow in the culvert barrel is not supercritical. It is possible to use Equations MD-18 and MD-19 when the flow in the culvert is supercritical (and less than full) if the value of Dc or H is modified for use in Figures MD-21 and MD-22. Whenever the flow is supercritical in the culvert, substitute Da for Dc and Ha for H, in which Da is defined as: 2 D D c Y n a (MD-20) in which the maximum value of Da shall not exceed D, and 2 H Y H n a (MD-21) in which the maximum value of Ha shall not exceed H, and: Da = parameter to use in place of D in Figure MD-21 when flow is supercritical Dc = diameter of circular culvert (ft) Ha = parameter to use in place of H in Figure MD-22 when flow is supercritical H = height of rectangular culvert (ft) Yn = normal depth of supercritical flow in the culvert Extent of Protection 11 25 1.1 26 50 1.2 51 100 1.25 N-15 ULT 2.84 80.9% 0.81 0.81 0.81 1.00 0.82 N-19 1.52 55.1% 0.62 0.62 0.62 0.78 N-18 0.82 58.3% 0.66 0.66 0.66 0.71 N-17 0.36 64.8% 0.71 0.71 0.71 0.89 N-16 2.12 48.6% 0.57 0.57 0.57 0.85 N-15 1.13 52.0% 0.59 0.59 0.59 0.74 N-14 0.70 62.1% 0.68 0.68 0.68 0.97 N-13 0.10 77.4% 0.78 0.78 0.78 0.98 N-12 0.10 76.6% 0.77 0.77 0.77 N-11 0.42 96.8% 0.93 0.93 0.93 1.00 Appendix A N-3 0.32 84.8% 0.84 0.84 0.84 70.5% 0.73 0.73 0.73 Frequency Adjusted Runoff Coefficients (C*Cf) Table A-1 0.91 N-1 7.19 0.34 Basin Composite Runoff Coefficients Basin/ Sub- Basin Area (ac) Attribute Attribute Area (ac) Runoff Coefficient, C Percent Impervious Composite C Appendix A 57 0.85 1.45 2.96 58 0.84 1.43 2.92 59 0.83 1.42 2.89 60 0.82 1.40 2.86 From the City of Fort Collins Storm Drainage Design Criteria and Construction Standards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²/DULPHU&RXQW\$UHD&RORUDGR 2'3/DQG8VHV$UHD2QO\ 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI OLVWHGEHORZ 6RLO6XUYH\$UHD /DULPHU&RXQW\$UHD&RORUDGR 6XUYH\$UHD'DWD 9HUVLRQ'HF 6RLOPDSXQLWVDUHODEHOHG DVVSDFHDOORZV IRUPDSVFDOHV RUODUJHU 'DWH V DHULDOLPDJHVZHUHSKRWRJUDSKHG $SU²1RY 7KHRUWKRSKRWRRURWKHUEDVHPDSRQZKLFKWKHVRLOOLQHVZHUH FRPSLOHGDQGGLJLWL]HGSUREDEO\GLIIHUVIURPWKHEDFNJURXQG LPDJHU\GLVSOD\HGRQWKHVHPDSV$VDUHVXOWVRPHPLQRUVKLIWLQJ RIPDSXQLWERXQGDULHVPD\EHHYLGHQW +\GURORJLF6RLO*URXS²/DULPHU&RXQW\$UHD&RORUDGR 2'3/DQG8VHV$UHD2QO\ 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI VKHHW