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HomeMy WebLinkAboutApplication APPLICANT 5/12/2023 (2)Stormwater Management Plan and Drainage Study Oregon Urology Parking Lot Expansion Branch Engineering Project #22-216 For Terry Fitzpatrick 2400 Hartman Lane Springfield, OR 97477 (541) 334-3350 EXPIRES: 12/31/24 April 28, 2023 ENGINEERING= Since 1977 civil - transportation structural - geotechnical SURVEYING www.BranchEngineering.com Contents 1.0 Introduction Page No. 2.0 Existing Conditions................................................................................................. 1 2.1 Topography & Existing Drainage 1 2.2 Soils 1 3.0 Proposed Development.........................................................................................2 4.0 Stormwater Management.....................................................................................2 4.1 Stormwater Summary 2 4.2 Stormwater Analysis 2 5.0 Stormwater Compliance........................................................................................4 5.1 Water Quality Treatment 4 5.2 Flow Control 5 6.0 Conclusion..................................................................................................................6 Appendices Description Appendix A Proposed Basin Map Appendix B NRCS Soil Data Appendix C '03 Design Documents - Weber Elliot Appendix D HydroCAD Analysis - Branch Engineering, Inc. Appendix E Stormwater Planter Operations and Maintenance Plan Oregon Urology Parking Lot Expansion (22-216) Apn1 28, 2023 1.0 INTRODUCTION This Stormwater Management Plan (SWMP) has been prepared for Oregon Urology Parking Lot Expansion located at 2400 Hartman Lane in Springfield also identified as Tax Map 17-03-22-33, Tax Lot 600. The new development will consist of an expansion to the parking lot in the southeast corner of the lot. The stormwater from the new parking as well as a portion of the existing will be directed to a planter that will then overflow into an existing male before connecting to the city's conveyance system. The purpose of this report is to document the treatment and detention design, and establish maintenance requirements. The project falls within the City of Springfield and will therefore need to meet water quality requirements set by the city. The existing site has a conveyance system for stormwater, draining to several area drains and piped to a vegetated male before connecting to city stormwater infrastructure. This report will display conformance to the City of Springfield requirements for water quality as well as display the amount of retention intended to reduce the peak discharge rates from the post - developed site to match the pre -developed condition. 2.0 EXISTING CONDITIONS 2.1 TOPOGRAPHY & EXISTING DRAINAGE The existing site is mostly flat with elevations ranging between 435 & 439 feet. The subject site is approximately 2 -acres in size and is located south of Harlow Road on the west side of Hartman Lane, to the west of Guy Lee Elementary School. The area of the site to be developed is primarily a grassy male where runoff from the existing parking lot and structure on site is directed. Most of the site is paved, with the exception of the Swale running along the south side of the site. The attached Gateway Urology Subbasin Map in appendix C shows a summary of the existing basin based on previous development plans. The total existing impervious runoff is 1.544 acres, or about 67,300 feet, with the remaining 0.626 acres, or 27,300 square feet made up of landscape area and the stormwater facility. The existing site is currently occupied by an office/medical building and associated parking lot for Oregon Urology. The existing storm drainage is routed to several area drains throughout the site. Previous development plans show that these area drains are directed south to the existing stormwater facility. On the western end of this facility, there is an overflow which connects to the city drainage system based on the provided plans. The new improvements will need to include infiltration facilities to match the existing conditions with limited or controlled off-site drainage. 2.2 SOILS According to the Natural Conservation Service Website mapping services, the existing soils at the site are largely Courtney gravelly silty clay loam, 0 to 3 percent (Map Unit #2224A) and Salem -Urban land complex (Map Unit #119). Over 70% of the site is the former soil, including the existing storm facility area. This soil is in the Hydrologic Group D, where water Branch Engineering, Inc. Oregon Urology Parking Lot Expansion (22-216) Apn1 28, 2023 transmission through the soil is restricted. Appendix B includes the NRCS Web Soil Survey data. 2.3 INFILTRATION TESTING Infiltration testing was not feasible during our site investigation, since the exposed landscape area is an existing stormwater facility and we ran into drain rock that was installed for the storm facility. Therefore, the design infiltration rate of 2 inches per hour that was used for the existing storm facility plans was used in this design. 3.0 PROPOSED DEVELOPMENT The proposed development consists of 16 additional parking spaces, with associated stormwater planter and storage improvements. Stormwater treatment will meet City of Springfield requirements which have adopted portions of Eugene's Stormwater Management Manual. 4.0 STORMWATER MANAGEMENT 4.1 STORMWATER SUMMARY 16 newparking spaces are proposed on the southeast end of the existing parking lot, adding 6,000 SF of impervious area. Due to the lack of available space on the site, this new parking is proposed to utilize space from the existing storm facility. To match the existing outflow while removing area from the existing storm facility, the use of special stormwater storage devices is proposed under the stalls of the new parking spaces. These storage devices have a large amount of void space and greatly increase the amount of stormwater that can be held in the facilities while also trying to maintain infiltration surface area. Additionally, a stormwater planter is proposed on the southeast end of the new parking area to meet water quality requirements and control stormwater flow to the existing facility to the west. According to the City of Eugene Stormwater Management Manual, Stormwater Planters "are walled vegetated sur/ace reservoirs used to collect and treat stormwater runorrivom impervious sur/aces by allowing pollutants to settle and filter out as the water percolates through the vegetation and soil mediums before inriltrating into the ground below or being piped to its downstream destination. 4.2 STORMWATER ANALYSIS Analysis of the existing conditions consists of documents by Weber Elliot for the 2003 design in Appendix C, and analysis by Branch Engineering in Appendix D uses the basin areas provided by these 2003 documents. Stormwater calculations and analysis performed by Branch Engineering Inc. utilized HydroCAD 10.00 modeling software. This program utilizes the Santa Barbara Unit Hydrograph hydraulic modeling method. All results of this analysis are included in Appendix D. 24 -Hour Rainfall depths are based on City of Springfield Engineering Design Standards & Procedures Manual, Chapter 4. The existing basin areas were split into sub basins based on their various facility destinations as described below and in Appendix C, and the proposed parking modeled as a new basin with Branch Engineering, Inc. Oregon Urology Parking Lot Expansion (22-216) Apn1 28, 2023 calculations in Appendix D. The routing diagrams for the proposed and existing conditions can be found in Appendix A Bl, B2, B3- consists of the existing northeastern parking B4, B5, B6- consists of the existing central, eastern, and southeastern parking B7, B8- consists of the existing southwest parking B9, B10, Bi l- consists of the existing northwest parking and paved area B12- consists of the existing building PARK- consists of the proposed parking expansion area Table 3: Basin Summary Basin m Basin Area Destination Destination Summary Impervious/landscape ID Summary Bl 6dsting NE 3,000 Pl Proposed Paved area Planter B2 6dsting NE 8,500/2,500 P1 Proposed Parking Planter B3 6dsting NE 3,600/1,450 P1 Proposed Parking Planter B4 6dsting 6,300/900 P1 Proposed Central Planter Parking B5 Existing East 7,700/1,200 P1 Proposed Parking Planter B6 Existing SE 4,000/350 P1 Proposed Parking Planter B7 6dsting 3,050/200 El 6dsting South Stormwater Parking Facility B8 Existing 3,350/1,500 El 6dsting Southwest Stormwater Parking Facility B9 6dsting 1,600/1,750 El 6dsting Northwest Stormwater Paved Access Facility Branch Engineering, Inc. Oregon Urology Parking Lot Expansion (22-216) Apn1 28, 2023 B10 Existing 1,100/1,350 El Existing Northwest 1Ewnt 0 year Year 2Event Stormwater Paved Area Elevation Elevation Facility Pill Existing 1,300/350 El Existing Basins Northern sncxldeh Stormwater Depth Paved Area Existing Facility B12 Existing 24,000/1,500 Pi Proposed 438.0] Building Svale 137-1311 Planter PARK Proposed 5,800/320 P1 Proposed Parking 131-136 B12 Planter Expansion 436.76 P1 The following table displays some of the characteristics and results of the infiltration facilities during the three primary design storm events (Water Quality, 10 Year Storm, and 25 -Year Storm). Table 4: FiltrationlIn(iltratim Facility Properties The HydroCAD analysis outputs can be found in Appendix C and will be discussed in more detail in the following sections. 5.0 STORMWATER COMPLIANCE 5.1 WATER QUALITY TREATMENT This section will briefly describe the treatment mechanisms and permitting required for the stormwater system. From the hydraulic analysis in Appendix C and the notes from the previous section, the primary indicator for water quality compliance for the stormwater planter is to make sure the water quality storm infiltrates through the filtering media before reaching any overflow devices. As indicated in the HydroCAD model and the previous table, the water level in the planter stays below the overflow structure during the Water Quality event indicating vegetated treatment through the growing media for that portion of the parking lot (100% of new pavement surfaces). Additionally, existing impervious area runoff (39, 500 SF of runoff that was previously directed to the existing storm facility where parking is proposed) is directed to the proposed planter for treatment. Branch Engineering, Inc. .© Summary 1Ewnt 0 year Year 2Event Fa5 Contain g Elevation Elevation Elevation Evan ID In Basins nrxiderl) sncxldeh Depth Depth Depth Existing 438.0] E1 Svale 137-1311 435.0 437.00 438.70 435.31 435.80 Storm 131-136 B12 436.76 P1 Planter PARK 435.0 437.00 438.50 438.32 436.74 Stormwater 131-136, B12, 435.00 436.57 s1 Storage PARK 432.0 (438.80 435.811 432.00 438.28 Storm MH The HydroCAD analysis outputs can be found in Appendix C and will be discussed in more detail in the following sections. 5.0 STORMWATER COMPLIANCE 5.1 WATER QUALITY TREATMENT This section will briefly describe the treatment mechanisms and permitting required for the stormwater system. From the hydraulic analysis in Appendix C and the notes from the previous section, the primary indicator for water quality compliance for the stormwater planter is to make sure the water quality storm infiltrates through the filtering media before reaching any overflow devices. As indicated in the HydroCAD model and the previous table, the water level in the planter stays below the overflow structure during the Water Quality event indicating vegetated treatment through the growing media for that portion of the parking lot (100% of new pavement surfaces). Additionally, existing impervious area runoff (39, 500 SF of runoff that was previously directed to the existing storm facility where parking is proposed) is directed to the proposed planter for treatment. Branch Engineering, Inc. .© Oregon Urology Parking Lor Expansion (22-216) Apn1 28, 2023 For larger storm events, the planter overflows into the underground storage devices. This classifies as Underground Injection Control and will be permitted through DEQ as a UIC accordingly. 5.2 FLOW CONTROL In order to meet pre -developed runoff rates, the overflow for the proposed planter was designed to connect to stormwater under storage drain rock which is interconnected with the storage devices proposed underneath the new parking stalls. This allows for the utilization of more infiltration area to increase capacity and limit discharge into the existing system to the west. The infiltration rate used was 2in/hr, which was what was used in the design of the existing stormwater facility. Using documents of the design of the existing storm facility, the peak flow for the existing site for a 25 -year storm event resulted in 0.67-0.68 cis as displayed below and in Appendix C. The proposed construction for the site will consist of an increased impervious area. However, stormwater treatment requirements will be met while matching the existing discharge. Table 5: Impervious Runoff - Peak Flow Branch Engineering, Inc. Runoff- E sing -25 Veer Event (cfs) Runoff - Pmp.rxJ -25 Y. Esmnl (cfs) Main Hydro AD Appendix D Hydro AD Appendix D 0.08 Bi 0.08 0.28 B2 0.28 0.13 B3 0.12 0.19 134 0.18 0.24 B5 0.22 0.12 88 0.11 0.09 B7 0.08 0.12 138 0.11 0.07 139 0.07 0.05 1310 0.05 0.04 Bit 0.04 0.87 B12 0.84 PARK 0.17 Branch Engineering, Inc. Oregon UmlogV Parking Lor Expansion (22-216) Apn1 28, 2023 Facility Peek Ouftw- Exi9ing - 25 Year Runoff- 59ing - 25 Year Even' Runoff - Propose 1- 25 Year ID Ewn' (cla) Mber Ellid MM - (cfs) HydroCAD Appendix D Evenl (cfa) H=[) Appendix D Avv.dix C BRANCH Morld BRANCH Morlel 0.88 0.8] El 0.69 The peak flow for the proposed improvements for a 25 -year storm event resulted in 0.69 cis. The proposed development for the site matches the existing discharge rates for a 25 -year storm event meeting flow control requirement. 6.0 CONCLUSION The stormwater system for the Oregon Urology Parking Lot Expansion has been designed in accordance with the Qty of Springfield requirements for water quality and flow control. No further stormwater measures are anticipated at this time. Branch Engineering, Inc. 0 Oregon Urology Parking Lo[ Expansion (22-216) April 28, 2023 APPENDIX A Existing Basin Map - Weber Elliot'03 Design Proposed Basin Map - Branch Engineering, Inc. Branch Engineering, Inc. GATEWAY UROLOGY SUBBASIN MAP `0`� 2RR E1 4 1Read+1 Euagn¢PON owaiapmem Subcat Reach on Link — s, Nw Sb W(inclun., parking awls) NEN/SW Planter Prepared by {enter your company name here}, Printed 1/18/2023 1ydroChD®10.00-20 Nn 107M 02020 Hycl o Software Solutions LLC APPENDIX B NRCS Soil Map Soil Map Unit Descriptions m f'11N 3 Soil Map—Lane County Area, Oregon t N (Oregon Urology - Parking Lot Expansion) M M Q -'4.N 3 Po MgSraa1:731RPnlaIm A powhr(8.Sx I V)Aek. a Na 0 tl ID 40 9 Aaa x m uo na ivy pol�:wm hHUv Cxxnxmo�tlra�: WG589 Ekena:IIIM Zme1W WG5a4 p5W Natural Resources Web Soil Survey �i Conservation Serme National Cooperative Soil Survey 1/1&2023 Pagel a 3 Shc Map—Lane County Area, Oregon (Oregon Urology - Parking Lot Expansion) _SU, Natural Resources web Sol Survey 111&2023 all Conservation Service National Cooperative Shc Survey Page 2 of 3 MAP LEGEND MAP INFORMATION Area at Were. tA09 Spot Area The sal surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:20,099. Q Stany Spat sails Very Sony Spa Waming: Shc Map may not be vapid al this scale. 0 Soil Map Unit Polygons 9 VJrf Spot p Enlargement of maps beyond the scale of mapping can cause ,.,. Soil Map Unic Lines misundersiantling of the tletail of mapping and accuracy of soil Q Other line placement. The maps do not show the small areas of Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line FeeNres Special Point Features scale. Lg Blowout water Features Streams and Canals Please rely on the bar scale on each map sheet for map ® Borrow Pit measurements. T Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service 0 Closed Depression Web Soil SurveyURL: Interstate Highways Coordinate System: web Mercator(EPSG:3B5]) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravely Spa Malor Roads projection, which preserves and shape but ion that schdistorts and area, projection that preserves area, such as the ® Landfill Local Roads Abersdistance o Albers equal-area conic projection, should be used if more Lara Flaw accurate calculations of distance or area are required, sack groan d aga Marsh or swamp . Aerial Photography This productis generated from the USDA4JRCS cetlified data as of Ne version dates) listed below. * Mine or Quarry Sur Survey Area: Lane County regon ® Miscellaneous Ydscer 2022 Survey Area Data: Version 20, Sep 14, 2022 Sep 14, ® Perennial VMmer Shc map units are labeled (as space allows) for map scales y, Rock Outcrop 1:50,099 or larger. A Saline Spot Dates) aerial images were photographed: Jun 12, 20191 19, 2019 Sandy Spot The orihophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting ofmap and boundaries may be evident. �p Slide or Slip Sodic Spot _SU, Natural Resources web Sol Survey 111&2023 all Conservation Service National Cooperative Shc Survey Page 2 of 3 Soil Map�ane County Area, Oregon Map Unit Legend Oregon Urology- Parting Lel Pxpansion LSM Natural Resources Web Soil Survey 1/18/2023 2Mil Conservation Serme National Cooperative Soil Survey Page 3 of3 Map Unit Symbd Map Unit Name Acres in AOI ParrxM of AOI 78 Malaboni rban land complex 0.0 1.3% 113 Sell. gravely all loam 0.1 4.3% 119 Salon -Urban land complex 0.5 22.8% M24A Courtney gravelly say day berm, 010 3 percent slopes 1.8 71.9% Tolds far Arm of IMeresl 2.2 100.0% LSM Natural Resources Web Soil Survey 1/18/2023 2Mil Conservation Serme National Cooperative Soil Survey Page 3 of3 Map Unit Description: Courtney gravelly silty day loam, 0 to 3percent slopes --Lane County Oregon Urology -71.9%Total Area - Area, Oregon Svale area Lane County Area, Oregon 2224A—Courtney gravelly silty clay loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol. 2xpsh Elevation. 160 to 800 feet Mean annual precipitation: 39 to 59 inches Mean annual air temperature: 50 to 54 degrees F Frost -free period. 165 to 210 days Farmland classification. Farm land of statewide importance Map Unit Composition Courtney and similar soils. 85 percent Minorcomportents: 12 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Courtney Setting Landform: Drainageways on stream terraces Landform position (three-dimensional): Tread Down-slope shape: Concave, linear Across -slope shape: Concave Parent material. Alluvium Typical profile Al - O to 8 inches: gravelly silty clay loam A2 - 8 to 17 inches: gravelly silty clay loam 2Btgl -17to 24 inches: gravelly clay 2Btg2 - 24 to 33 inches: gravelly clay 3Cg- 33 to 48 inches. very gravelly clay loam 4C - 48 to 60 inches: extremely gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 10 to 19 inches to abrupt textural change Drainage class. Poorly drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.01 in/hr) Depth to watertable: About 0 inches Frequency of flooding: None Frequency of ponding: Frequent Available water supply, 0 to 60 inches. Very low (about 2.5 inches) Interpretive groups Land capability classification (irrigated): 4w Lard capability classification (nonirrigated): 4w Hydrologic Soil Group: D LSDA Natural Resources Web Soil Survey 1/162023 i Conservation Serves National Cooperative Soil Survey Pagel oft Map Unit Description: Courtney gravelly silty day loam, 0 to 3 percent slopes --Lane County Oregon Urdogy-71.9%TdalAres - Area, Oregon Swale area Ecological site: R002XCO05OR -High Flood Plain Group Forage suitability group: Poorly Drained (GO02XY0060R) Othervegetative classification. Poorly Drained (GO02XY0060R) Hydnc soil rating. Yes Minor Components Awbrig Percent of map unit: 6 percent Landform: Drainageways on stream terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across -slope shape: Concave Other vegetative classification. Poorly Drained (GO02XY0060R) Hydric soil rating. Yes Bashaw Percent of map unit: 4 percent Landform: Depressions on stream terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across -slope shape: Concave Other vegetative classification. Poorly Drained (GO02XY0060R) Hydric soil rating. Yes Conser Percent of map unit: 2 percent Landform: Depressions on stream terraces Landform position (three-dimensional): Tread Dawn -slope shape: Concave Across -slope shape: Concave Other vegetative classification. Poorly Drained (GO02XY0060R) Hydric soil rating. Yes Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 20, Sep 14, 2022 LSDA Natural Resources web Soil Survey 1/16/2023 i Conservation Serves National Cooperative Soil Survey Page 2 oft Map Unit Description: Salon -Urban lend ccrnplex--Lane County Area, Oregon Oregon Urology - M.6% Total Area Lane County Area, Oregon 119—Salem-Urban land complex Map Unit Setting National map unit symbol. 2341 Elevation. 300 to 800 feet Mean annual precipitation: 40 to 60 inches Mean annual air temperature: 52 to 54 degrees F Frost -free period. 165 to 210 days Farmland classification. Farm land of statewide importance Map Unit Composition Salem and similar soils. 50 percent Urban land. 40 percent Estimates are based on observations, descriptions, and trensects of the mapunit. Description of Salem Setting Landfoml: Stream terraces Landfoml position (three-dimensional): Tread Down-slope shape: Linear Across -slope shape: Linear Parent material. Gravelly mixed alluvium Typical profile H1 - 0 to 7 inches: gravelly silt loam 1­12-7to26inches. gravelly clay loam H3 - 26 to 60 inches: very gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class. Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to watertable: More than 80 inches Frequency of floodirg: None Frequency of ponding: None Available water supply, 0 to 60 inches. Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): 2s Land capability classification (nonirrigated): 2s Hydrologic Sal Group: B Ecological site: R002XCOO6OR -Stream Terrace Group Forage suitability group: Well drained < 15% Slopes (G002XY002OR) Other vegetative classification. Well drained < 15% Slopes (G002XY002OR) LSM Natural Resources Weld Soil Survey 1/16/2023 irk Conservation Serves National Cooperative Soil Survey Page 1 oft Map Unit Description: Salem -Urban land complex --Lane County Area, Oregon Oregon Urology - M.6% Total Area Hydric soil rating: No Description of Urban Land Interpretive groups Land capability classification (irrigated): None specified Lard capabildy classification (nonirrigated): 8 Hydric sal rating. No Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 20, Sep 14, 2022 LSM Natural Resources Mb Soil Survey 1/18/2023 211 conservation Service National Cooperative Soil Survey Page 2 ort APPENDIX C Existing Hydraulics Calculations and Hydrology - Weber Elliot'03 Design Documents GATEWAY UROLOGY HYDROLOGY AND HDYRAULICS ANALYSIS WEBER ELLIOTT ENGINEERS, PC DATE 11/21/2002 PROJECT NO. 02-35 z GATEWAY UROLOGY SUBBASIN MAP Gateway Urology Perri No 02-35 CITY OF SPRINGFIELD GATEWAY UROLOGY PROJECT DEVELOPED CONDITION Basin 1. Rational formula Q = C I A Q = runoff flow rate C1 = runoff coefficient C2 = mnoff coefficient I = rainfall intensity Al = basin contributing area A2 =landscaped area CA= L = overland flow length To determinate I use the equation below: ke 11 _ 7o. Sur -7 = overland flow time L(l) = overland flow length n = manning roughness coefficient I = rainfall intensity S = average slope of the overland area k= Basin 2. Rational formula Q = C I A Q = mnoff flow rate C1 = runoff coefficient C2 = mnoff coefficient I = rainfall intensity Al = basin contributing area A2 =landscaped area CA= L = overland flaw length To determinate I use the equation below'. R a T - rnasnn T= overland flow time L(1) = overland flow length n = manning roughness coefficient I = rainfall intensity S = average slope of the overland area k= 0.092 cfs 0.900 0.300 1.500 rdh max.(5 min. duration, Figure 2.2,West Springfield Drainage Master Plan) 0.068 act 0,000 act 0.061 sT[rbPin 2.894 min =5min. 81.000 ft 0.014 1.650 in/h 0.015 ft/ft 0.930 0.288 cfs 0.900 0.300 1.500 in/h maxis min.duration, Figure 2.2, West striated Drainage Master Plan) 0.195 act 0,056 act 0.192 137.000 R 3730 min �5min. 137.000 k O014 1.550 in/h 0.020 gift 0.930 Weber Elliott Engineers, PC 1 Hydrological Analysis Gateway, llrology Project No g2-35 Basin 3. Rational formula Q = C I A Q = runoff flaw rate 0.126 is C1 = mnoff coefficient 0.900 C2 = runoff coefficient 0.300 1 = rainfall intensity 1.500 In/h max (6 min. duration, Figure 2.2, West Springfield Drainage Master Plan) At = basin contributing area 0.082 act A2 =landscaped area 0.033 act CA= 0.084 L = overland flow length 112.000 ft To determinate I use the equation below: kEu.sm s 0.203 G's T /u4Sm 0.900 T= overland flow time 3.369 min <5min. L(t)= overland flow length 112.000 ft n = manning roughness coefficient 0.014 1 = rainfall intensity 1.600 in/h S = average slope of the overland area 0.018 Rift k = 0.930 Basin 4. Rational formula Q = C I A Q = runoff flow rate 0.203 G's C1 =runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity 1.500 in/h max.(5min. duration , Figure 22, West Springfield Drainage Master Plan) Al = basin contributing area 0.144 acr A2 =landscaped area 0.020 acr CA= 0.136 L = overland flow length 102.000 ft To determinate I use the equation below: WY' 0.251 cis T _ jr qo.r 0.900 T=overland flow time 2.851 min <5min. L(1) = overland flow length 102.000 It n = manning roughness coefficient 0.014 1 = rainfall intensity 1.650 in/h S = average slope of the overland area 0.025 ft/ft k = 0.930 Basin 5. Rational formula Q = C I A Q = runoff flaw rate 0.251 cis C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity 1.500 in/h max.(5min. duration , Figure 2.2, West Springfield Drainage Master Plan) Al = basin contributing area 0.177 acr A2 =landscaped area 0.027 acr CA= 0.167 L = overland flow length 121.000 ft Weber Elliott Engineers, PC 2 Hydrological Analysis Gateway Urology Project No 02-35 To determinate I use the equation below kLa`n c 0.128 cfs r 0.900 T=overland flow time 3.278 min <5min. L(1)= ovedand flow length 121.000 ft n = manning roughness coefficient 0.014 1 = rainfall intensity 1.600 in/h S = average slope of the overland area 0.023 ft/ft k = 0.930 Basin 6. Rational formula Q = C I A Q = nunoff flow rate 0.128 cfs C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity 1.590 in/h max.)5min .duration , Figure 22, West Springfield Drainage Master Plan) Al = basin contributing area 0.092 acr A2 =landscaped area 0.008 acr CA= 0.085 L = overland flow length 94.000 ft To determinate I use the equation below: kLnsnn. 0.096 cfs T _ 0.900 T. 0.300 = overland flow time 2.714 min =5min. L(1) = overland flow length 94.000 ft n = manning roughness coefficient 0.014 1 = rainfall intensity 1.650 in/h S = average slope of the ovedand area 0.025 ft/ft k = 0.930 Basin 7. Rational formula Q = C I A Q = runoff flaw rate 0.096 cfs C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity 1.500 in/h max.)5 min. duration, Figure 22 West Springfield Drainage Master Plan) Al = basin contributing area 0.070 acr A2 =landscaped area 0.004 acr CA= 0.064 L = overland flow length 83.000 If To determinate I use the equation below: Wana T I -s - T= overland flow time 2.417 min =5min. L(1)= overland flow length 83.000 ft in = manning roughness coefficient 0.014 1 = rainfall intensity 1.680 in/h S = average slope of the ovedand area 0.028 Pok k = 0.930 Weber Elliot) Engineers, PC 3 Hydrological Analysis Gateway Urology Project No 02-35 Basin 8. Rational formula Q = C I A Q = runoff flow rate 0.119 cis C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1 = rainfall intensity 1.500 hi nol min. duration . Figure 2.2, West Springfield Drainage Master Plan) Al = basin contributing area 0.077 acr A2 =landscaped area 0.034 acr CA= 0.080 L = overland Flow length 92.000 ft To determinate I use the equation below: WY' 0.068 cfs 7 _ 0.900 ��S n 0.300 ?-. = overland flow time 2.577 min �emm. Lill) = overland flow length 92.000 ft n = manning roughness coefficient 0.014 1 = rainfall intensity 1.670 in/h S = average slope of the overland area 0.028 Poft k = 0.930 Basin 9. Rational formula Q = C I A Q = runoff flow rate 0.068 cfs C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1 = rainfall intensity 1.500 1n/h orl min. duration, Figure 2.2, West Springfield Drainage Master Plan) Al = basin contributing area 0.037 per A2 =landscaped area 0.040 acr CA= 0.045 L = ovedantl Flow length 54.000 it To determinate I use the equation below: erS 0.048 cfs T = 0.900 r 0.300 T=overland flow time 1.901 min -5mr, L(1)= overland flow length 54.000 It n = manning roughness coefficient 0.014 1 = rainfall intensity 1.700 into S = average slope of the overland area 0.026 fVft k = 0.930 Basin 10. Rational formula Q = C I A Q = runoff Flow rate 0.048 cfs C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity 1.5001n/h mai min. duratiion, Figure 2.2, West Springfield Drainage Master Plan) At = basin contributing area 0.025 acr A2 =landscaped area 0.031 acr CA= 0.032 Weber Elliot) Engineers. PC 4 Hydrological Malysis Gateway Umlogy Project No 02-35 L = overland flaw length 54.000 ft To determinate I use the equation below: 7a`nac 0.044 cis T = Prsor 0.900 T=overland flow time 2.027 min <5mm. L(1)= overland flow length 54.000 ft o = manning roughness coefficient 0.014 1 = rainfall intensity 1.700 in/h S = average slope of the overland area 0.021 Wit k = 0.930 Basin 11. Rational formula Q = C I A Q = runoff flow rate 0.044 cis CI = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1 = rainfall intensity 1.500 in/h mou(5 min. duration, Figure 2.2, West Springfield Pairs, Master Plan) Al = basin contributing area 0.030 acr A2 =landscaped area 0.008 acr CA= 0.029 L = overland flow length 25.000 ft To determinate I use the equation below: kL?'e" 0.704 cfs T = a.Sa> 0.900 T= overland flow time 1.281 min <5min. L(i)= overland flow length 25.000ff n= manning roughness coefficient 0.014 1 = rainfall intensity 1.750 in/h S = average slope of the overland area 0.020 ft/ft k = 0.930 Basin 12. Rational formula Q = C I A 0 = runoff flow tate 0.704 cfs Cl = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1 = rainfall intensity 1.400 in/h Al = basin contributing area 0.547 acr A2 =landscaped area 0.034 acr CA= 0.503 L = overland flow length 230.000 ft To detemtinate 1 use the equation below: kLo.cao.r. y - Tn-Sat T=overland flow time 6.787 min L(1)= overland flow length 230.0008 n = manning roughness coefficient 0.014 1 = rainfall intensity 1.270 in/h S = average slope of the overland area 0.010 Wit k = 0.930 Weber Elba Engineer¢, PC 5 Hydrological Analysis GATEWAY UROLOGY EAST HDYRAULICS PREPARED BY WEBER ELLIOTT ENGINEERS, PC DATE 11/21/2002 PROJECT NO. 02-35 1-1 P-1 J-1 P-2 1-2 J-2 P-7 1-3 P-3 P-8 - J-3 1-12 P-15 �I J-8 P-14 1-5 P-16 J-4 P -g 1-4 P-5 P-10 J-5 P-6 1-6 J-6 P-1 1 P-12 Outlet Protect Title. Gateway Urology Projec[ Engineer: Weber Elliott Engineers p:\projeols\02-35\other\urolagye stm Weber Engineering Storni v15 X1581 11/22/02 01.56:43 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1666 Page 1 of 1 Hydraulics Report Pipe Node Up Dn D (cis) Cap (chs) n Size Length (ft) Constructed Slope Pit) Up Rim (ft) Up Invert (ft) Dn Invert (ft) -HOL- Up Dn ft) -Depth- Up Dn (ft) -Cover- Up Dn (ft) Up V (fUs) Dn V (fVa) P-1 1-1 0.09 1.52 0.010 8 inch 15.00 0.009333 434.00 432.67 43253 432.81 0.14 0.66 1.77 0.70 J-1 432.80 0.27 0.84 P-7 1-2 029 0.91 0.010 8 inch 300 0.003333 433.84 432.51 432.50 432.80 0.29 0.66 1.96 1.90 J-2 432.80 0.30 0.73 P-2 J-1 0.09 1.03 0.010 8 inch 7.00 0.004286 434.04 432.53 432.50 432.80 0.27 0.84 0.70 0.61 J-2 432.80 0.30 0.73 P-8 1-3 0.13 1.86 0.010 8 inch 15.00 0.014000 434.00 432.67 432.46 432.83 0.16 0.66 1.92 0.71 J-3 432.80 0.34 0.97 P-3 J-2 0.38 0.99 0.010 8 inch 10.D0 0.004000 433.90 432.50 432.46 432.80 0.30 0.73 2.50 2.14 J-3 432.80 0.34 0.97 p Is J-3 0.51 0.99 0.010 8 inch 83.00 0.003976 434.10 432.46 432.13 432.80 0.34 0.97 2.85 1.80 J-8 432.63 0.50 2.00 P-14 1-12 0 70 1.56 0.010 S inch 65.00 0.009846 434.10 432.77 432.13 433.17 040 0.66 3.26 2.51 J-8 432.63 0.50 2.00 P -ie 1-8 1.21 1.60 0.010 10 inch 50.00 0.004000 434.80 432.13 431.93 432.63 0.50 1.84 3.54 2.77 J-4 432.55 0.62 1.21 P-9 1-5 0.25 7.26 0.010 8 inch 3.00 0.213333 433.90 432.57 431.93 432.80 0.23 0.66 2.33 0.74 J-4 432.55 0.62 1.37 P-5 J-4 1.46 1.80 0.010 10 inch 5.00 0.004000 433.97 431.93 431.91 432.55 0.62 1 21 3.34 3.29 J-5 432.54 0.63 1.33 P-1 C 1-4 0.20 3.76 0.010 8 inch 15.00 0.05]333 434.10 432.77 431.91 432.98 0.21 0.66 2.19 0.59 J-5 432.54 0.63 1.49 P-11 1-6 0.13 770 0.010 flinch 3.00 0.240000 433.50 432.17 431.45 432.33 0.16 0.66 1.93 0.38 JE 432.06 0.61 1.43 P-6 J-5 166 1.80 0.010 10inch 115.00 0.004000 434.07 431.91 43145 432.54 0.63 1.33 3.75 3.90 J-6 432.06 0.61 1.27 P-1 J-6 1.79 2.01 0.010 10 inch 2.00 0.005000 433.55 431.45 43144 432.06 0.61 1.27 4.20 426 Outlet 432.04 0.60 1.13 Project Title: Gateway Urology Pmjed Engineer Weber Elliott Engineers p:Vrojer4s\02-35X.tharWralogye..on Weber Engineering Storni el5[1581 11/22/02 01:57'.18 PM ® Haesiatl Methods, Inc. 37Brookside RoaC Waterbury, CT 06]08 USA (203) 755-1666 Page 1 of 1 GATEWAY UROLOGY WEST HDYRAULICS 17ND17lNol71111 WEBER ELLIOTT ENGINEERS, PC DATE 11/21/2002 PROJECT NO. 02-35 1-10 P-8 1-9 P-9 J-1 P-2 J-2 P-3 J -3P-6 P-10 Outlet P-1 J-5 P-7 1-8 P-5 J-4 P-4 1-7 Proled TitleGateway Urology Project Engineer: Weber Elliott Engineers p9proledel02-351other\urologywstm Weber Engineering StormCAB v15[1581 1122/02 01:5]:41 PM C HaestaE Methods, Inc. 37 Brookeitle Road Waterbury, CT OW08 USA (203) 755-1688 Page 1 of 1 Hydraulics Report Pipe -Noce Up Dn O (cfs) Cap (cfs) n Size Length (ft) Constructed Slope (Tuft) Up Rim (ft) Up Invert (ft) Dn Invert (ft) -HGL- Up Dn (ft) -Di Up On (ft) -Cover - Up Dn (ft) Up V (Ills) Dn V (ius) P-8 1-10 0.05 1.11 0.010 8 inch 10.00 0.005000 434.40 433.07 433.02 433.17 0.10 0.66 1.48 0.92 J-1 433.16 0.14 0.91 P-1 1-11 0.04 1.10 0.010 8inch 55.00 0.004909 434.97 433.64 433.37 43373 009 0.66 1.45 1.54 J-1 433.48 0.09 0.56 P-4 1-7 0.10 1.22 0.010 8 inch 5.00 0.006000 433.40 432.07 432.04 432.21 0.14 0.66 1.78 2.06 J-4 432.17 0.13 0.85 P-9 1-9 0.07 324 0.010 8inch 2000. 0.042500 434.90 433.57 432.72 433.69 0.12 0.66 1.62 0.87 J-2 432.90 0.18 2.06 P-2 J-1 0.09 0.99 0.010 6 inch 75.00 0.004000 434.60 433.02 432.72 433.16 0.14 0.91 1.77 1.18 J-2 432.90 0.18 2.06 P-5 J-4 0.10 1.31 0.010 8 inch 80.00 0.007000 433.56 432.04 431.48 432.18 0.14 0.85 1.78 0.99 J-5 431.69 021 1.40 P-7 1-8 0.12 5.40 0.010 8inch 5.00 0.118000 433.40 432.07 43148 432.23 0.16 0.66 1.89 1.24 J-5 431.69 021 1.40 P-3 J-2 0.16 1.11 0.010 8 inch 256.00 0.005000 435.45 432.72 431.44 432.90 0.18 2.06 2.05 1.12 1-3 431.73 0.29 1.51 P-6 J-5 0.22 2.22 0.010 8 inch 2.00 0.020000 433.55 431,48 431.44 431.69 0.21 1.40 2.23 1.51 J-3 431.73 0.29 1.51 P-1 J-3 0.38 0.99 0.010 8 inch 5.00 0.004000 433.62 431.44 431 42 431.73 0.29 1.51 2.64 2.65 Ou[le 431.70 0.28 1.31 Project Title: Gateway Urology Project Engineer: Weber Elliott Engineers p\projec1s\02-35\other\umIo9ywstm Weber Engineering Storni v1511581 11/22/02 01:57:52 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 GATEWAY UROLOGY HYDRAULICS CALCULATIONS PREPARED BY WEBER ELLIOTT ENGINEERS, P.C. DATE 05/21/03 PROJECT NO. 02-34 Gateway Urology TABLE OF CONTENTS Table of Contents Sections Pane(s) Hydraulicsfor existing 12" PVC............................................................................................1 Pond Design Calculations (Haestad Methods' PondPack V8 Report) ................................ 13 RoutingDesign Table..........................................................................................................1 Job Na 02-34 Worksheet Worksheet for Circular Channel Project Description 1.00 Project File c:\haestad\fmw\gateway.fm2 Worksheet Existing 12" Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data 1.00 Mannings Coefficient 0.010 Channel Slope 0.001000 ft/ft Diameter 12.00 in Depth 1.00 ft Discharge 1.46 cfs Flow Area 0.79 fN Wetted Perimeter 3.14 ft Top Width 0.00 ft Critical Depth 0.51 ft Percent Full 100.00 Critical Slope 0.003674 ft/ft Velocity 1.86 fus Velocity Head 0.05 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 1.58 cis Full Flow Capacity 1.46 cfs Full Flow Slope 0.001000 fuft 05/21/03 FlowMaster v5.13 0230:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Table of Contents Table of Contents +xx=++++:+++++++++x+x+ MASTER SUMMARY WaLerohed....... Master Network Summary ............. 1.01 ++++x++xexxx+exxxxxx+x POND VOLUMES +xx axee�w�u u+xx�xxx POND 10......... Vol: Elev-Area 2.01 +r+xexxe+x++r+x. xx x+ OUTLET STRUCTURES ++T+x+x+x+x+++x++x+x+ Outlet 1........ Outlet Input Data .................. 3.01 POND ROUTING ++++++++++++++++++++++x POND 10 OUT DeV 2 Pond Routing Summary ............... 4.01 POND 10 OUT Dev 5 Pond Routing Summary ............... 4.02 POND 10 OUT Dev 10 Pond Routing Suounary ........... — .. 4.03 POND 10 OUT Dev 25 Pond Routing Summary ............... 4.04 POND 10 OUT DeV100 Pond Routing Summary ............... 4.05 SIN; A21901"70C9 Weber Elliott Engineers PC PondPdek Ver. 8.0033 Time: 9:31 AM Date: 5/22/2003 Ty?e.... Master Net vo.K mnary je 1.01 Maine.... Watershed Filc.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY.PPW MASTER DESIGN STORM SUMMARY Network Storm Collection: Springfield MASTER NETWORK SUMMARY SCS Unit HydrOgraph Method (*Notle=Outfall; *Notle=Diversion;) (Tran= HYG Truncation: Blank -None; L=Left; R=Rt; LR=LeftSRt) Total Depth Rainfall Return Return Eventn Qpeak Type Pond Storage ROY ID D=_v 2 3.5000 Synthetic Curve TypeIA 24hr Bev 5 4.0000 Synthetic Curve TypeIA 24hr Dev 10 4.5000 Synthetic Curve TypeIA 24hr Dev 25 5.0000 Synthetic Curve TypeIA 24hr Oev10D 6.0000 Synthetic Curve TypeIA 24hr MASTER NETWORK SUMMARY SCS Unit HydrOgraph Method (*Notle=Outfall; *Notle=Diversion;) (Tran= HYG Truncation: Blank -None; L=Left; R=Rt; LR=LeftSRt) SIN: A219011070C9 Weber Elliott Engineers PC Poed Pack Ver. 6.0033 Time: 9:31 AM Date: 5/22/2003 Max Return HYG Vol Qpeak Qpeak Nax WSEL Pond Storage Node IO Type Event ac -ft Tenn hrs c£s ft C -ft JUNG 30 JCT 2 .376 7.8500 1.17 JUNC 3C NOT 5 .437 7.8500 1.35 JUNG 30 JCT 10 .499 7.8500 1.54 JUNG 30 JCT 25 .560 7.8500 1.72 JUNK 30 JCT 100 .683 7.8500 2.08 JUNC 9C JCT 2 .078 7.8500 .24 JUNC 90 JCT 5 .093 7.8500 .29 JUNC 90 JCT 10 .107 7.8500 .33 JUNC 90 JCT 25 .121 7.8500 .37 JUNC 90 SCT 100 .150 7.8500 .46 'OOT 10 SCT 2 .082 8.3500 .36 'OUT 10 JCT 5 .122 8.2500 .49 'OUT 10 JCT 10 .169 8.2500 .58 'OUT 10 SCT 25 .222 8.2500 .68 'OOT 10 JCT 100 .340 8.2500 .93 POND 10 IN POND 2 .455 7.8500 1.41 POND 10 IN POND 5 .530 7.8500 1.64 POND 10 IN POND 10 .606 7.8500 1.86 POND 10 IN POND 25 .681 7.8500 2.09 POND 10 IN POND 100 .833 7.8500 2.55 POND to OUT POND 2 .062 8.3500 .36 431.78 .062 POND 10 OUT POND 5 .123 8.2500 .49 131.88 .075 POND 10 OUT POND 10 .169 8.2500 .58 431.96 .089 POND 10 OUT POND 25 .222 8.2500 .66 432.07 .103 POND 10 OUT POND 100 .340 8.2500 .93 432.24 .128 SUBAREA 10 AREA 2 .016 7.8000 .O6 SUBAREA 30 AREA 5 .021 7.8000 .06 SUBAREA 10 AREA 10 .024 7.8000 .07 SUBAREA 1C AREA 25 .027 7.7500 .08 SUBAREA 10 AREA 100 .033 7.6500 .10 SIN: A219011070C9 Weber Elliott Engineers PC Poed Pack Ver. 6.0033 Time: 9:31 AM Date: 5/22/2003 Type.... M=ster Network ..unary 4e 1.02 Name.... Watershed File.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY.PPW MASTER NETWORK SUMMARY SCS Unit Byd.Dg rapT Method (*Node=Cutfall; ♦Node=Diversion;) (True- MEG Truncation: Blank -None; L=Left; R=Rt; LR=Le86Rt) Max Max WSEi. Pond Storage it o -ft S/Y: A219Ui7070C9 Weber Elliott Engineers PC PondPack Ver. 8.0033 'Sime: 9:31 AM Date: 5/22/2003 Return HYG v01 Opeak Qpeak Node ID Type Even[a'-ft Trun h -A cfs SUBAREA 100 AREA 2 .023 7.8000 .U6 SUBAREA 100 AREA 5 .023 9.6000 .09 SUBAREA 100 AREA 10 .026 7.8000 .08 SUBAREA 108 AREA 25 .029 7.8000 .09 SUBAREA 100 AREA 100 .035 1.8100 .11 SUBAREA 110 AREA 2 .024 7.8000 .08 SUBAREA 110 AREA 5 .029 1.8500 .09 EUEAREA 110 AREA 10 .033 7.8500 .10 SUBAREA 110 AREA 25 .038 7.5500 .12 SUBAREA 110 AREA 100 .047 7.8000 .15 SUBAREA 120 AREA 2 .153 7.8500 .47 SUBAREA 120 AREA 5 .177 7.8500 .54 SUBAREA 120 AREA 10 .201 7.8500 .61 SUBAREA 120 AREA 25 .225 7.8500 .69 SUBAREA 120 AREA 100 .273 7.6500 .53 SUBAREA 2D AREA 2 .059 7.9000 .19 SUBAREA 20 AREA 5 .070 7.9000 .22 SUBAREA 20 AREA. 10 .080 7.9000 .25 SUBAREA 20 AREA 25 .090 7.9000 .28 SUBAREA 20 AREA 100 .111 7.8500 .34 SUBAREA 30 AREA 2 .026 7.0500 .08 SUBAREA 30 AREA 5 .031 7.8000 .10 SUBAREA 30 AREA 10 .036 7.8000 .11 SUBAREA 30 AREA 25 .OtO 7.8000 .12 SUBAREA 30 AREA 100 .050 7.8000 .15 SUBAREA 40 AREA 2 .042 1.8000 .13 SUBAREA 40 AREA 5 .018 7.8000 .15 SUBAREA 40 AREA 30 .055 7.8000 .17 SUBAREA 40 AREA 25 .062 7.8000 .19 SUBAREA 40 AREA 100 .076 7.8000 .23 SUBAREA 50 AREA 2 .052 7.8000 .16 SUBAREA 50 AREA 5 .060 7.8000 .19 SUBAREA 50 AREA 10 .069 7.8000 .21 SUBAREA 50 AREA 25 .071 7.8000 .24 SUBAREA 50 AREA 100 .094 7.8000 .29 SUBAREA o'0 AREA 2 .026 7.0000 .08 SUBAREA 60 AREA 5 .030 7.8000 .09 SUBAREA 60 AREA 10 .035 7.8000 .11 SUBAREA 60 AREA 25 .039 7.7500 .12 SUBAREA 60 AREA 100 .047 7.7500 .14 SUBAREA 70 AREA 2 .009 1.7500 .03 SUBAREA 70 AREA 5 .010 7.8000 .03 SUBAREA 70 AREA 10 .012 7.8000 .04 SUBAREA 70 AREA 25 .014 7.8000 .04 SUBAREA 70 AREA 100 .017 7.8500 .05 Max Max WSEi. Pond Storage it o -ft S/Y: A219Ui7070C9 Weber Elliott Engineers PC PondPack Ver. 8.0033 'Sime: 9:31 AM Date: 5/22/2003 -Type.... Master Network .—any je 1.03 Name.... Watershed File.... 2:\P9OSECTS\02-34\Other\DEVELOPED DROLOGY.PPW MASTER NETWORK SUMMARY SCS Unit Rydro9taph Method *Node=Outfall; +Nodes Diversion;) (Trun= HYG Truncation: Blank -None; L -Left; R=R4 LR=Left6Rt) Nax Rnrn HYG Vol Qpeak Speak Max WSEli Pontl Node ID Type Event o -ft Tiun hre cfs ft -ft c -ft SUBAREA BO ----- AREA 2 .011 7.8000 .03 SUBAREA 80 AREA 5 .013 7.8000 .04 SUBAREA 80 AREA 10 .015 7.8000 .04 SUBAREA 80 AREA 25 .017 7.8500 .05 SUBAREA 80 AREA 100 .022 7.8500 .07 SUBAREA 90 AREA 2 .015 7.8000 .04 SUBAREA 90 AREA 5 .018 7.8500 .06 SUBAREA 90 AREA 10 .021 7.8500 .06 SUBAREA 90 AREA 25 .024 7.8500 .07 SUBAREA 90 AREA 100 .030 7.8000 .09 SIN' A219017070C9 Weser Flliott Engineers YC PondPack Ver. 8.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Vol: Elev-Area Area2 + sg.rt.(Areal=Area2)1 where: ELI, EL2 e 2.01 Name.... POND 10 the increment Areal,Area2 = Areas computed File.... P:\PROJECTS\02-39\Other\DEVELOPED xeectively Volume ENCLOGY.PPW volume between ELI Elevation Plani¢e[e[ Area Al+A2+sgr(Al*A2) Volume Volume Sum (ft) (sq.iv) (acres) (acres) (ac -ft) Ia'-ft) ------------------------------------------------------------------------ 431.30 ---- .1201 .0000 .000 .000 432.80 ----- .1750 .4401 .220 .220 533.30 ----- .1940 .5533 .092 .312 POND VOLUME EQUATIONS IDcr—Itli vol cme computed by the Conic Methatl for Reservoir Volumes volume - (1/3) • (EL2-ELI) . (Areal + Area2 + sg.rt.(Areal=Area2)1 where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, xeectively Volume = Incremental volume between ELI and EL2 SIN: A219017O7OC9 Weber Elliott Engineers PC Pond Pack V, 8.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Outlet Input De. Name.... Outlet File.... P:\PROJECTS\02-34\Other\OEVELOPEO OROLOGY.PPW REQUESTED POND WS ELEVATIONS: Min. Elea— 431.30 It Increment = .10 If max. Elev— 433.30 It �vexrrxtxrxxxxx�<x+t+�xxru x��.�xw x... vti++xti ex OUTLET CONNECTIVITY ---> Forward Flow Only (Up£ifeam to DnStream) --- Reverse Flow Only (OnStream to UpStream( < --> Forward and Reverse Both Allowed Strocture Re. Outfall E1, ft E2, ft Orifice -Circular 01 --- I TV 431.350 433.300 Stand Pipe RP --- > CV 432.600 433.300 Orifice -Circular 02 ---> Cv 431.950 433.300 Culvert -Circular Cv ---> IN 430.780 433.300 TW SETUP, OS Channel 3.01 3/N: A219017070C9 Weber Elliott Engineers PC PondPack Ver. 8.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Outlet Input D. Name.... Outlet 1 Yl' a.... P:\PROJECTS\02-39\Other\DEV3 LOPED UROLOGY. PP'W OUTLET STRUCTURE INPUT DATA Structure ID - O1. Structure Type - Orifice-Circular ------------------------------------ # ------------------------------- k of Openings 1 Invert Elev. 431.35 ft Diameter .5000 it Orifice Coeff. _ .600 Structure ID = RP Structure Type = Stand Pipe ------------------------------------ # of Openings = 1 Invert Else. = 432.60 ft Diameter 4.0000 It Orifice Area 12.5664 sq.ft Orifice Coeff. _ .700 Weir Length = 12.57 ft Weir Coeff, 2.600 K, Submerged .000 K, Reverse = 1.000 Kb,Earrel .000000 (per it of full flow carrel Length .00 at Earnings n .0000 Structure 1D = 02 Structure Type = Orifice -Circular p of Openings =1 Invert Elev. - 931.95 it Diameter .5000 at Orifice Geoff. _ .600 ,e 3.02 SIN: A219017070C9 Webar Elliott Engineers PC Pond Pack Vex. 6.0033 Time: 9:31 AM Date: 5/22/2003 Type.... outlet Input D6. ,= 3.03 Nome.... Outlet 1 File.... P:\PROJECTS\02-34\Other\DEVELOPED OROLOGY.PPW Structure ID = CV Maximum Structure Type Culvert -Circular 30 ------------------------------------ No. Barrels 1 tolerance = .01 Barrel Diameter = 1.2500 it tolerance = Upstream In-✓ert =430.78 ft it HW Dostxeam Invert = 430.21 It Max. Hariz. Length - 541.67 It ft Barrel Length - 541.67 ft .10 Barrel Slope = .00105 ft/ft tolerance = OUTLET CONTROL DATA... cfs Mannings n = .0100 Ke =.5000 (forward entrance loss) Kb = .013743 (per ft of full flow) Kr = .5000 (reverse entrance loss) HW Convergence .001 1/- ft INLET CONTROL DATA... Equation form = 1 Inlet Control K = .0070 Inlet Control M 2.0000 Inlet Control c = .03790 Inlet Control Y .6900 T1 ratio (HW/D( 1,136 T2 ratio (HW/D) - 1.296 Slope Factor - -.050 Use unsubmerged inlet control Form 1 equ. below T1 else. Oso submerged inlet control Form 1 equ. above T2 also. In transition done between unsubmerged and submerged inlet control, interpolate between flaws at TI 5 T2-.. At T1 Elev = 432.20 It --- I Flow = 4.80 cfs At T2 Elev 432.40 ft ---I Flow = 5.49 cfs Structure I0 TW Structure Type - TW SETUP, IS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft .in. HW tolerance = .01 £t Max. HW tolerance = .01 ft Min. Q tolerance - .10 cfs Max. Q tolerance = .10 cfs S/N: d219017070C9 Wabxn P11 -It Engineers PC Pond Fack Ver. 9.0033 Time: 9:31 AM Data: 5/22/2003 Type.... Pond Routing On ,I, Inflow Name.... POND 10 OUT Tag: Deo 2 at Pile.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY.PPW his Storm... TypeIA 24hr Tag: Dee' 2 .36 cfs LEVEL POOI. ROOTING SUMMARY 8.3500 HYC Dir - P:\PROJECTS\02-34\Other\ Peak -oilcw IIYG file = work_pad.hyg - POND 10 IF Dev 2 Outflow IIYG file = work pad.hyg - P0ND 10 OUT Dev 2 Pond Node Data POND 10 Elevation = Pond Volume Data POND 10 Pond 'Outlet Data = outlet 1 Infiltration = 2.0000 in/hr .062 INITIAL CONDITIONS ---------------------------------- Starting WS Elev 431.30 ft Starting Volume = .000 ac -ft Starting Out` -low .00 ofa Starting Infilti. _ .00 its Starting Total pout- .00 cfs Time Increment - .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow 1.41 cfe at 7.8500 his Peak Outflow = .36 cfs at 8.3500 Pro Peak Infiltration .2B the at 8.3500 hrs ----------------------------------------------------- Peak Elevation = 431Ae ft Peak Storage .062 ac -ft MASS BALANCE (an -ft) -------------------------- I Initial Vol .000 i EYE Vol IN .455 - Infiltration .373 - EYE Vol OUT .082 - Retained Vol .000 Unrouted vol = -.000 ac -ft (.DOOR of Inflow Volume) e 4.01 Event: 2 yr SIN: A219017070C9 Weber Elliot- Ecgineer5 PC PondPack Per. 8.0033 _rme: 9:31 AN Date: S/22/2003 Type.... Pond Routing Su sy Inflow =1.64 Name.... POND 10 OUT Tag: Dev 5 at 7.8500 File.... P:\PROJECTS\02-34\CCher\DEVELOPED UROLOGY.PPW hit Storm... TypelA 24hr Tag: Dev 5 .49 cfs LEVEL POOL POUTING SUMMARY HYG Dix P:\PROJECTS\02-34\Other\ Infiltration Inflow- HYG file = ork pad.hyg - POND 10 IN Dev Outflow HYG file = work pad.hyg - POND 10 OUT Dev 5 Pond Node Data POND 10 it Pond Volume Data - POND 10 Pond Outlet Data - Outlet 1 .075 Infiltration - 2_0000 in/hr iNTTIAL CONDITIONS --------------------------------- Starting WS Elev - 431.30 it Starting Volume - .000 ac -ft Starting Outflow .00 cfs Starting Infiltr. _ .00 of Starting Total gout= .00 cfs Time Increment .0500 has INE'LOW/OJIFLOW HYDROGRAPH SUMMARY Peak Inflow =1.64 cfs at 7.8500 hit Peak Outflow = .49 cfs at 8.2500 hrs Peak Infiltration .28 cfs at 8.3000 hrs ----------------------------------------------------- -----------------------_------__Peak Park Elevation 431.88 it Peak Storage = .075 ac -£t MASS BALANCE (ac -ft) -------------------------- + Initial Vol .000 + HYG Vol IN = .530 - Infiltration = .408 - HYG Vol OUT = .123 - Retained Vol = .000 Unmated Vol .000 ac -ft (.0004 of Inflow Volume) A 4.02 Event: 5 yr S/N: A21901707OC9 Weber Elliott Engineers PC PoodPack Per. 8.0033 .rme: 9:31 AN Date: 5/22/2003 Type.... Fund Routing Sc ry Inflow = Name.... PONT) 10 OUT Tag: Dev 10 at File.... P:\PROJECTS\02-39\Other\OEVELOP20 UROLOGY.PPW hrs Storm... Type1A 29hr Tag: Dev 10 .58 efe LEVEL POOL ROUTING SUMMARY 8.2500 HYG Dir = P:\PROJECTS\02-39\Other\ Infiltration Inflow HYG file = work pad.hyg - FIND 10 IN Dev 10 Outflow HYG file = work ped.hyg - POLL 10 OUT Dev 10 Pond Node late POND 10 It Pond Volume Data = POND 10 Pond Outlet Data = Outlet 1 .089 Infiltration = 2.0000 in/hr INITIAL CONDITIONS ---------------------------------- Starting WS Elev 931.30 It Starting Volume .000 ac -ft Starting Outflow .00 cfe Starting Infiltr. _ .00 are Starting Total gout= .00 cfe Time Increment .0500 hrs INFLOW/OOTFLO`F HYDAOGRAPH SUMMARY Peak Inflow = 1.86 cfe at 7.8500 hrs Peak Outflow .58 efe at 8.2500 hrs Peak Infiltration .29 cfe at 8.3000 hrs ----------------------------------------------------- Peak Elevation 931.98 It Peak Storage = .089 ac -ft MASS BALANCE (ac -ft) -------------------------- + Initial Vol - .000 + HYG Vol IN = .606 - Infiltration .93E - HYG Vol OUT .169 - Retained Vol .000 Unroofed Vol -.000 ac -ft (.0808 of Inflow Volume) e 9.03 Event: 10 yr S/N: A219017070C9 Weber illiott Lngineeme PC PondPacz V, 6.0033 Time: 9:31 AM Date: 5/22/2003 Type... Pond Renting S\ iry Inflow Name.... POND 10 OUT Tag: Dev 25 at File.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY.PPW hra Storm... TypeIA 24hr Tag: Dev 25 .68 cfe LEVEL POOL ROUTINL SUPIRARY 8.2500 EYG Dir P:AFROJECTSV02-34AOtherA Infiltration Inflow HEN file work pad.hyg - POND 10 IN Dev 25 Outflow HYG file work pad.hyg - POND 10 OUT Dev 25 Pond Node Data POND 10 ft Pond Volume Data = POND 10 Pond Outlet Data = Outlet 1 .103 Infiltration - 2.0000 in/hr 1NITIAL CONDITIONS ---------------------------------- Starting WS Elev 431.30 ft Starting Volume =.000 ac -ft Starting Outflow = .00 Cfa Starting Infiltr. _ .00 ofs Starting Total 4oct- .00 cfa Time Increment - .0500 hi. INFLOW/OUT'F'LOW HYDROGRAPH SUNDIARY Peak Inflow 2.09 cfs at "1.8500 hra Peak Outflow .68 cfe at 8.2500 hra Peak Infiltration .30 cfs At 8.3000 hra ----------------------------------------------------- Peak Elevation 432.07 ft Peak Storage = .103 ac -ft MASS BALANCE (ac -ft) -------------------------- + Initial Vol .000 + HYG Vol IN .681 - Infiltration .460 - HYG Vol OOT = .222 - Retained Vol .00D Unrmted Vol -.000 ac -ft (.000% of Inflow volume) a 4.04 Event: 25 yr SIN: A21901707005 Weber Elliott Engineers PC .ondPack ver. 8.0033 Time: 9:31 AN Date: 5/22/2003 Type.... Pond Routing £ ary e 4.05 Name.... POND 10 00'iTag: Dev100 Event: 100 yr File.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY.PPW 7.8500 Storm... TypelA 24hr Tag: Dev100 Peak LEVEL POOL ROUTING SUMMARY .93 HYG Pis P:\PROJECTS\02-34\Other\ at Inflow HYG file = orksad.hyg - POND 10 IN D,100 Outflow HYG file = work pad.hyg - POND 10 OUT Oev100 Pond Node Data - POND 10 cfs Pond Send— Data = POND 10 8.3000 Pond Outlet Data = Outlet 1 ----------------------------------------------------- Peak Infiltration = 2.0000 in/hr 432.24 INITIAL CONDITIONS -------------------------------- Starting WS Elev = 431.30 it Starting Volume - .000 ac -ft Storage = Starting Outflow - .00 cfs ac -ft Starting Infiltr. .00 Ofe Starting Total pout= .09 cfs Time Increment .G500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow 2.55 cfs at 7.8500 Its Peak Outflow .93 cfs at 8.2500 hrs Peak Infiltration = .31 cfs at 8.3000 hrs ----------------------------------------------------- Peak Elevation = 432.24 it Peak Storage = .128 ac -ft MASS BALANCE (ac -ft) -------------------------- + Initial Vol = .000 + HYG Vol IN - .833 - Infiltration - .493 - HYG Vol OUT = .340 - Retained Vol .000 Unrouted Vol = .000 ac -ft (.0008 of Inflow Volume) SIN: A21901707OC9 Wever Elliott Engineers PC PondPack Ver. 8.0033 1,:ue: 9:31 AM Date: 5/22/2003 Pond Maker Design Wizard Return Target Peak Peak Out Maurtum Freeboard Maxlnum Event Peak Oudl. ve Elevation Depth Storage ____ _(_cfk)---ts)_L.Te'get..-i._-_.(fl)_�(ft)_-1- 2 0.38 0.36 4.580% 431.78430 1.516 0.06214'. - 5 0.51 0.49 4.400% 431.87952 1.420 0.07532,. 10 0.65 0.58 -10.554% 431.97632 1.324 0.08905' 25 0.79 0.68 -13.963% 432.06995 1.230 0.10265' 100. 1.10 0.93 -14.912% 432.23825 1.062 0.12791 APPENDIX D Existing HydroCAD Analysis - Branch Engineering, Inc. Proposed HydroCAD Analysis - Branch Engineering, Inc. 22-216 Storm'03 Recreate Type IA 24 -hr Custom Rainfall=0.83" Prepared by {enter your company name here) Printed 1/24/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 1 Summary for Pond 16P: Existing Storm Facility Inflow Area = 1.849 ac, 83.80% Impervious, Inflow Depth = 0.45" for Custom event Inflow = 0.20 cfs 7.98 hrs, Volume= 0.070 of Outflow = 0.20 cfs 8.01 hrs, Volume= 0.070 af, Atten= 2%, Lag= 1.7 min Discarded = 0.20 cfs 8.01 hrs, Volume= 0.070 of Primary = 0.00 cfs 0.00 hrs, Volume= 0.000 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 431.31'@ 8.01 hrs Sud.Area= 5,213 sf Storage= 42 cf Plug -Flow detention time= 3.6 min calculated for 0.070 of (100% of inflow) Center -of -Mass det. time= 3.6 min ( 782.5 - 778.9 ) Volume Invert Avail.Storage Storage Description #1 431.30' 13,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 431.30 5,200 0 0 432.80 7,600 9,600 9,600 433.30 8,400 4,000 13,600 Device Routing Invert Outlet Devices #1 Discarded 431.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 431.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 431.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 431.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 431.30'/ 430.00' S= 0.0650'f Cc= 0.900 n=0.010, Flow Area= 0.79 sf #5 Device 4 432.60' 48.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.20 cfs @ 8.01 hrs HW=431.31' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=431.30' (Free Discharge) 1 4=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) 22-216 Storm recreate '03 design Type IA 24 -hr Custom 2 -yr Rainfall=3.50" Prepared by {enter your company name here) Printed 5/23/2022 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 3 Summary for Pond 16P: Existing Storm Facility Inflow Area = 1.849 ac, 83.80% Impervious, Inflow Depth = 2.97" for Custom 2 -yr event Inflow = 1.40 cfs 7.92 hrs, Volume= 0.458 of Outflow = 0.65 cfs 8.38 hrs, Volume= 0.458 af, Atten= 53%, Lag= 27.8 min Discarded = 0.27 cfs 8.38 hrs, Volume= 0.376 of Primary = 0.37 cfs 8.38 hrs, Volume= 0.081 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 431.76' @ 8.38 hrs Surf.Area= 5,935 sf Storage= 2,557 cf Plug -Flow detention time= 34.7 min calculated for 0.458 of (100% of inflow) Center -of -Mass det. time= 34.7 min ( 727.5 - 692.8 ) Volume Invert Avail.Storage Storage Description #1 431.30' 13,600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 431.30 5,200 0 0 432.80 7,600 9,600 9,600 433.30 8,400 4,000 13,600 Device Routing Invert Outlet Devices #1 Discarded 431.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 431.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 431.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 431.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 431.30' / 430.00' S= 0.0650'/ Cc= 0.900 n=0.010, Flow Area= 0.79 sf #5 Device 4 432.60' 48.0" Vert. Orifice/Grate C=0.600 Discarded Out Flow Max=0.27 cfs @ 8.38 hrs HW=431.76' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.37 cfs @ 8.38 hrs HW=431.76' (Free Discharge) L4=Culvert (Passes 0.37 cfs of 0.76 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.37 cfs @ 2.18 fps) 3=Orifice/Grate ( Controls 0.00 cfs) S=Orifice/Grate ( Controls 0.00 cfs) 22-216 Storm recreate '03 design Type IA 24 -hr Custom 5 -yr Rainfall=4.00" Prepared by {enter your company name here) Printed 5/23/2022 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paoe 5 Summary for Pond 16P: Existing Storm Facility Inflow Area = 1.849 ac, 83.80% Impervious, Inflow Depth = 3.46" for Custom 5 -yr event Inflow = 1.62 cfs 7.92 hrs, Volume= 0.533 of Outflow = 0.76 cfs 8.37 hrs, Volume= 0.533 af, Atten= 53%, Lag= 27.3 min Discarded = 0.28 cfs 8.37 hrs, Volume= 0.411 of Primary = 0.48 cfs 8.37 hrs, Volume= 0.122 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 431.86' @ 8.37 hrs Surf.Area= 6,094 sf Storage= 3,156 cf Plug -Flow detention time= 40.9 min calculated for 0.532 of (100% of inflow) Center -of -Mass det. time= 40.9 min ( 728.3 - 687.4 ) Volume Invert Avail.Storage Storage Description #1 431.30' 13,600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 431.30 5,200 0 0 432.80 7,600 9,600 9,600 433.30 8,400 4,000 13,600 Device Routing Invert Outlet Devices #1 Discarded 431.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 431.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 431.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 431.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 431.30' / 430.00' S= 0.0650'/ Cc= 0.900 n=0.010, Flow Area= 0.79 sf #5 Device 4 432.60' 48.0" Vert. Orifice/Grade C=0.600 Discarded Out Flow Max=0.28 cfs @ 8.37 hrs HW=431.86' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=0.48 cfs @ 8.37 hrs HW=431.86' (Free Discharge) L4=Culvert (Passes 0.48 cfs of 1.08 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.48 cfs @ 2.45 fps) 3=Orifice/Grate ( Controls 0.00 cfs) S=Orifice/Grate ( Controls 0.00 cfs) 22-216 Storm recreate '03 design Type IA 24 -hr Custom 10 -yr Rainfall=4.50" Prepared by {enter your company name here) Printed 5/23/2022 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paoe 1 Summary for Pond 16P: Existing Storm Facility Inflow Area = 1.849 ac, 83.80% Impervious, Inflow Depth = 3.95" for Custom 10 -yr event Inflow = 1.85 cfs 7.92 hrs, Volume= 0.609 of Outflow = 0.86 cfs 8.38 hrs, Volume= 0.609 af, Atten= 54%, Lag= 28.0 min Discarded = 0.29 cfs 8.38 hrs, Volume= 0.440 of Primary = 0.57 cfs 8.38 hrs, Volume= 0.170 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 431.96' @ 8.38 hrs Surf.Area= 6,254 sf Storage= 3,773 cf Plug -Flow detention time= 46.9 min calculated for 0.608 of (100% of inflow) Center -of -Mass det. time= 46.8 min ( 729.8 - 683.0 ) Volume Invert Avail.Storage Storage Description #1 431.30' 13,600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 431.30 5,200 0 0 432.80 7,600 9,600 9,600 433.30 8,400 4,000 13,600 Device Routing Invert Outlet Devices #1 Discarded 431.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 431.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 431.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 431.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 431.30' / 430.00' S= 0.0650'/ Cc= 0.900 n=0.010, Flow Area= 0.79 sf #5 Device 4 432.60' 48.0" Vert. Orifice/Grade C=0.600 Discarded Out Flow Max=0.29 cfs @ 8.38 hrs HW=431.96' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=0.57 cfs @ 8.38 hrs HW=431.96' (Free Discharge) L4=Culvert (Passes 0.57 cfs of 1.42 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.57 cfs 2.88 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs 0.32 fps) S=Orifice/Grate ( Controls 0.00 cfs) 22-216_ Storm recreate '03 design Type IA 24 -hr Custom 25 -yr Rainfall=5.00" Prepared by {enter your company name here) Printed 5/23/2022 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paoe 4 Summary for Pond 16P: Existing Storm Facility Inflow Area = 1.849 ac, 83.80% Impervious, Inflow Depth = 4.45" for Custom 25 -yr event Inflow = 2.08 cfs 7.91 hrs, Volume= 0.685 of Outflow = 0.97 cfs 8.38 hrs, Volume= 0.685 af, Atten= 53%, Lag= 27.7 min Discarded = 0.30 cfs 8.38 hrs, Volume= 0.463 of Primary = 0.67 cfs 8.38 hrs, Volume= 0.223 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 432.05' @ 8.38 hrs Surf.Area= 6,406 sf Storage= 4,374 cf Plug -Flow detention time= 52.1 min calculated for 0.684 of (100% of inflow) Center -of -Mass det. time= 52.0 min ( 731.3 - 679.3 ) Volume Invert Avail.Storage Storage Description #1 431.30' 13,600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 431.30 5,200 0 0 432.80 7,600 9,600 9,600 433.30 8,400 4,000 13,600 Device Routing Invert Outlet Devices #1 Discarded 431.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 431.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 431.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 431.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 431.30' / 430.00' S= 0.0650'/ Cc= 0.900 n=0.010, Flow Area= 0.79 sf #5 Device 4 432.60' 48.0" Vert. Orifice/Grade C=0.600 Discarded Out Flow Max=0.30 cfs @ 8.38 hrs HW=432.05' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.67 cfs @ 8.38 hrs HW=432.05' (Free Discharge) L4=Culvert (Passes 0.67 cfs of 1.76 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.64 cfs 3.24 fps) 3=Orifice/Grate (Orifice Controls 0.03 cfs 1.10 fps) S=Orifice/Grate ( Controls 0.00 cfs) 22-216 Storm recreate '03 design Type IA 24 -hr Custom 100 -yr Rainfall=6.00" Prepared by {enter your company name here) Printed 5/23/2022 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 2 Summary for Pond 16P: Existing Storm Facility Inflow Area = 1.849 ac, 83.80% Impervious, Inflow Depth = 5.44" for Custom 100 -yr event Inflow = 2.53 cfs 7.91 hrs, Volume= 0.838 of Outflow = 1.24 cfs 8.34 hrs, Volume= 0.838 af, Atten= 51 %, Lag= 25.6 min Discarded = 0.31 cfs 8.34 hrs, Volume= 0.496 of Primary = 0.93 cfs 8.34 hrs, Volume= 0.342 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 432.22' @ 8.34 hrs Surf.Area= 6,669 sf Storage= 5,451 cf Plug -Flow detention time= 58.6 min calculated for 0.837 of (100% of inflow) Center -of -Mass det. time= 58.6 min ( 732.0 - 673.4 ) Volume Invert Avail.Storage Storage Description #1 431.30' 13,600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 431.30 5,200 0 0 432.80 7,600 9,600 9,600 433.30 8,400 4,000 13,600 Device Routing Invert Outlet Devices #1 Discarded 431.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 431.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 431.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 431.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 431.30' / 430.00' S= 0.0650'/ Cc= 0.900 n=0.010, Flow Area= 0.79 sf #5 Device 4 432.60' 48.0" Vert. Orifice/Grate C=0.600 Discarded Out Flow Max=0.31 cfs @ 8.34 hrs HW=432.22' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=0.93 cfs @ 8.34 hrs HW=432.22' (Free Discharge) L4=Culvert (Passes 0.93 cfs of 2.31 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.74 cfs 3.79 fps) 3=Orifice/Grate (Orifice Controls 0.19 cfs 1.76 fps) S=Orifice/Grate ( Controls 0.00 cfs) 22-216_ Storm Mod25_current Type IA24-hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 1 Summary for Subcatchment B1: Basin 1 Runoff = 0.07 cfs @ 7.88 hrs, Volume= 0.023 af, Depth= 4.06" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" * 3,000 98 Pavement 3,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 Direct Entrv. 2.9 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B10: Basin 10 Runoff = 0.04 cfs @ 7.92 hrs, Volume= 0.014 af, Depth= 3.09" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" /_RFIF4111=0101 * 1,100 98 Pavement * 1,350 80 Landscape 2,450 88 Weighted Average 1,350 80 55.10% Pervious Area 1,100 98 44.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B11: Basin 11 Runoff = 0.03 cfs @ 7.89 hrs, Volume= 0.012 af, Depth= 3.69" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" * 1,300 98 Pavement * 350 80 Landscape 1,650 94 Weighted Average 350 80 21.21% Pervious Area 1,300 98 78.79% Impervious Area 22-216_ Storm Mod25_current Type IA24-hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 2 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B12: Basin 12 Runoff = 0.57 cfs @ 7.92 hrs, Volume= 0.193 af, Depth= 3.96" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" * 24,000 98 Pavement * 1,500 80 Landscape 25,500 97 Weighted Average 1,500 80 5.88% Pervious Area 24,000 98 94.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 Direct Entry, Summary for Subcatchment B2: Basin 2 Runoff = 0.23 cfs @ 7.89 hrs, Volume= 0.077 af, Depth= 3.66" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" * 8,500 98 Pavement * 2,500 80 Landscape 11,000 94 Weighted Average 2,500 80 22.73% Pervious Area 8,500 98 77.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 Direct Entry, 3.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B3: Basin 3 Runoff = 0.10 cfs @ 7.90 hrs, Volume= 0.034 af, Depth= 3.56" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" 22-216_ Storm Mod25_current Type IA24-hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 3 Area (sf) CN Description * 3,600 98 Pavement 5,050 93 Weighted Average 1,450 80 28.71% Pervious Area 3,600 98 71.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 Direct Entry, 3.4 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B4: Basin 4 Runoff = 0.16 cfs @ 7.89 hrs, Volume= 0.053 af, Depth= 3.84" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" /_RMT4111=4101 6,300 98 Pavement 7,200 96 Weighted Average 900 80 12.50% Pervious Area 6,300 98 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B5: Basin 5 Runoff = 0.19 cfs @ 7.89 hrs, Volume= 0.065 af, Depth= 3.83" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" * 7,700 98 Pavement * 1,200 80 Landscape 8,900 96 Weighted Average 1,200 80 13.48% Pervious Area 7,700 98 86.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 Direct Entry, 3.3 0 Total, Increased to minimum Tc = 5.0 min 22-216_ Storm Mod25_current Type IA24-hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 4 Summary for Subcatchment B6: Basin 6 Runoff = 0.10 cfs @ 7.88 hrs, Volume= 0.033 af, Depth= 3.92" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" * 4,000 98 Pavement * 350 80 Landscape 4,350 97 Weighted Average 350 80 8.05% Pervious Area 4,000 98 91.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 Direct Entry, 2.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B7: Basin 7 Runoff = 0.07 cfs @ 7.88 hrs, Volume= 0.025 af, Depth= 3.96" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" Area (sf) CN Description * 3,050 98 Pavement 3,250 97 Weighted Average 200 80 6.15% Pervious Area 3,050 98 93.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 Direct Entry, 2.4 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B8: Basin 8 Runoff = 0.10 cfs @ 7.90 hrs, Volume= 0.033 af, Depth= 3.57' Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" 22-216_ Storm Mod25_current Type IA24-hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here} Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 5 Area (sf) CN Description * 3,350 98 Pavement 4,850 92 Weighted Average 1,500 80 30.93% Pervious Area 3,350 98 69.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 Direct Entry, 2.6 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B9: Basin 9 Runoff = 0.06 cfs @ 7.91 hrs, Volume= 0.020 af, Depth= 3.14" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" /_RMT4111=4101 1,600 98 Pavement 3,350 89 Weighted Average 1,750 80 52.24% Pervious Area 1,600 98 47.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment PARK: NEW Parking Runoff = 0.16 cfs @ 7.88 hrs, Volume= 0.052 af, Depth= 3.98" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" * 5,800 98 Pavement * 90 80 Landscape * 230 80 Landscape 700 98 Water Surface, HSG C 6,820 97 Weighted Average 320 80 4.69% Pervious Area 6,500 98 95.31% Impervious Area 22-216_ Storm Mod25_current Type IA24-hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/0) (ft/sec) (cfs) 2.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Reach 2411: (Reach) Inflow Area = 2.006 ac, 84.70% Impervious, Inflow Depth = 0.94" for 10 -yr event Inflow = 0.43 cfs 8.95 hrs, Volume= 0.157 of Outflow = 0.43 cfs 8.95 hrs, Volume= 0.157 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Summary for Pond E1: Existing -Post Development Inflow Area = 2.006 ac, 84.70% Impervious, Inflow Depth = 1.48" for 10 -yr event Inflow = 1.00 cfs 8.48 hrs, Volume= 0.247 of Outflow = 0.49 cfs 8.95 hrs, Volume= 0.247 af, Atten= 51 %, Lag= 28.3 min Discarded = 0.06 cfs 8.95 hrs, Volume= 0.091 of Primary = 0.43 cfs 8.95 hrs, Volume= 0.157 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 435.81' @ 8.95 hrs Surf.Area= 1,325 sf Storage= 571 cf Plug -Flow detention time= 23.8 min calculated for 0.247 of (100% of inflow) Center -of -Mass det. time= 23.8 min ( 763.7 - 739.9 ) Volume Invert Avail.Storage Storage Description #1 435.30' 3,433 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.30 930 0 0 436.80 2,100 2,273 2,273 437.30 2,540 1,160 3,433 Device Routing Invert Outlet Devices #1 Discarded 435.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 435.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 435.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 435.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 435.30' / 434.00' S= 0.0650'f Cc= 0.900 n=0.010, Flow Area= 0.79 sf iscarded Out Flow Max=0.06 cfs @ 8.95 hrs HW=435.81' (Free Discharge) =Exfiltration (Exfiltration Controls 0.06 cfs) rimary OutFlow Max=0.43 cfs @ 8.95 hrs HW=435.81' TW=0.00' (Dynamic Tailwater) Culvert (Passes 0.43 cfs of 0.91 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.43 cfs @ 2.30 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 22-216_ Storm Mod25_current Type IA24-hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 7 Summary for Pond P1: NEW Storm Planter Inflow Area = 1.649 ac, 88.55% Impervious, Inflow Depth = 3.86" for 10 -yr event Inflow = 1.57 cfs 7.90 hrs, Volume= 0.531 of Outflow = 1.57 cfs 7.92 hrs, Volume= 0.531 af, Atten= 0%, Lag= 1.3 min Primary = 1.54 cfs 7.92 hrs, Volume= 0.440 of Secondary = 0.03 cfs 1.14 hrs, Volume= 0.090 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.94' @ 7.92 hrs Surf.Area= 700 sf Storage= 1,361 cf Plug -Flow detention time= 84.9 min calculated for 0.531 of (100% of inflow) Center -of -Mass det. time= 84.9 min ( 752.8 - 667.8 ) Volume Invert Avail.Storage Storage Description #1 435.00' 1,400 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.00 700 0 0 435.80 700 560 560 437.00 700 840 1,400 Device Routing Invert Outlet Devices #1 Secondary 435.00' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.70' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Primary 436.70' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.54 cfs @ 7.92 hrs HW=436.94' TW=434.04' (Dynamic Tailwater) 12=Sharp-Crested Rectangular Weir (Weir Controls 0.77 cfs 1.61 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.77 cfs 1.61 fps) Secondary Out Flow Max=0.03 cfs @ 1.14 hrs HW=435.02' TW=432.00' (Dynamic Tailwater) t1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond S1: New Storage (incl under parking stalls) Inflow Area = 1.649 ac, 88.55% Impervious, Inflow Depth = 3.86" for 10 -yr event Inflow = 1.57 cfs 7.92 hrs, Volume= 0.531 of Outflow = 1.00 cfs 8.48 hrs, Volume= 0.484 af, Atten= 36%, Lag= 33.6 min Discarded = 0.13 cfs 4.64 hrs, Volume= 0.340 of Primary = 0.88 cfs 8.48 hrs, Volume= 0.144 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.36' @ 8.48 hrs Surf.Area= 2,710 sf Storage= 6,178 cf Plug -Flow detention time= 386.1 min calculated for 0.484 of (91% of inflow) Center -of -Mass det. time= 303.7 min ( 1,056.4 - 752.8 ) 22-216_ Storm Mod25_current Type IA24-hr 10-yr Rainfall=4.30" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 8 Volume Invert Avail.Storage Storage Description #1 432.00' 315 cf 18" Rock Below Planter (Prismatic) Listed below (Recalc) 1,050 cf Overall x 30.0% Voids #2 432.00' 1,790 cf T Module 25 North Parking spaces (Prismatic) Listed below (Recalc) 1,845 cf Overall x 97.0% Voids #3 432.00' 1,048 cf T Module 25 East Parking spaces (Prismatic) Listed below (Recalc) 1,080 cf Overall x 97.0% Voids #4 432.00' 3,012 cf T Module 25 South Parking (Prismatic) Listed below (Recalc) 3,105 cf Overall x 97.0% Voids #5 432.00' 31 cf 2.00'D x 10.00'H Vertical Cone/Cylinder -Impervious 6196 cf Total Available Storage Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 700 0 0 433.50 700 1,050 1,050 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 615 0 0 435.00 615 1,845 1,845 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 360 0 0 435.00 360 1,080 1,080 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 1,035 0 0 435.00 1,035 3,105 3,105 Device Routing Invert Outlet Devices #1 Discarded 432.00' 2.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 435.80' 12.0" Round Culvert L= 15.0' Ke= 0.600 Inlet / Outlet Invert= 435.80' / 435.70' S= 0.0067'f Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf iscarded Out Flow Max=0.13 cfs @ 4.64 hrs HW=432.10' (Free Discharge) =Exfiltration (Exfiltration Controls 0.13 cfs) Mrimary OutFlow Max=0.82 cfs @ 8.48 hrs HW=436.34' TW=435.59' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.82 cfs @ 2.79 fps) 22-216 Storm Mod25_current Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 9 Summary for Subcatchment B1: Basin 1 Runoff = 0.08 cfs @ 7.88 hrs, Volume= 0.026 af, Depth= 4.56" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" * 3,000 98 Pavement 3,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 Direct Entrv. 2.9 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B10: Basin 10 Runoff = 0.05 cfs @ 7.91 hrs, Volume= 0.017 af, Depth= 3.55" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" /_RFIF4111=0101 * 1,100 98 Pavement * 1,350 80 Landscape 2,450 88 Weighted Average 1,350 80 55.10% Pervious Area 1,100 98 44.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B11: Basin 11 Runoff = 0.04 cfs @ 7.89 hrs, Volume= 0.013 af, Depth= 4.17' Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" * 1,300 98 Pavement * 350 80 Landscape 1,650 94 Weighted Average 350 80 21.21% Pervious Area 1,300 98 78.79% Impervious Area 22-216 Storm Mod25_current Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B12: Basin 12 Runoff = 0.64 cfs @ 7.92 hrs, Volume= 0.217 af, Depth= 4.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" * 24,000 98 Pavement * 1,500 80 Landscape 25,500 97 Weighted Average 1,500 80 5.88% Pervious Area 24,000 98 94.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 Direct Entry, Summary for Subcatchment B2: Basin 2 Runoff = 0.26 cfs @ 7.89 hrs, Volume= 0.087 af, Depth= 4.14" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" * 8,500 98 Pavement * 2,500 80 Landscape 11,000 94 Weighted Average 2,500 80 22.73% Pervious Area 8,500 98 77.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 Direct Entry, 3.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B3: Basin 3 Runoff = 0.12 cfs @ 7.90 hrs, Volume= 0.039 af, Depth= 4.03" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" 22-216 Storm Mod25_current Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 11 Area (sf) CN Description * 3,600 98 Pavement 5,050 93 Weighted Average 1,450 80 28.71% Pervious Area 3,600 98 71.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 Direct Entry, 3.4 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B4: Basin 4 Runoff = 0.18 cfs @ 7.89 hrs, Volume= 0.060 af, Depth= 4.33" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" /_RMT4111=4101 6,300 98 Pavement 7,200 96 Weighted Average 900 80 12.50% Pervious Area 6,300 98 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B5: Basin 5 Runoff = 0.22 cfs @ 7.89 hrs, Volume= 0.073 af, Depth= 4.31" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" * 7,700 98 Pavement * 1,200 80 Landscape 8,900 96 Weighted Average 1,200 80 13.48% Pervious Area 7,700 98 86.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 Direct Entry, 3.3 0 Total, Increased to minimum Tc = 5.0 min 22-216 Storm Mod25_current Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 12 Summary for Subcatchment B6: Basin 6 Runoff = 0.11 cfs @ 7.88 hrs, Volume= 0.037 af, Depth= 4.42" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" * 4,000 98 Pavement * 350 80 Landscape 4,350 97 Weighted Average 350 80 8.05% Pervious Area 4,000 98 91.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 Direct Entry, 2.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B7: Basin 7 Runoff = 0.08 cfs @ 7.88 hrs, Volume= 0.028 af, Depth= 4.45" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" Area (sf) CN Description * 3,050 98 Pavement 3,250 97 Weighted Average 200 80 6.15% Pervious Area 3,050 98 93.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 Direct Entry, 2.4 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B8: Basin 8 Runoff = 0.11 cfs @ 7.90 hrs, Volume= 0.037 af, Depth= 3.99" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" 22-216 Storm Mod25_current Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here} Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 13 Area (sf) CN Description * 3,350 98 Pavement 4,850 92 Weighted Average 1,500 80 30.93% Pervious Area 3,350 98 69.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 Direct Entry, 2.6 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B9: Basin 9 Runoff = 0.07 cfs @ 7.91 hrs, Volume= 0.023 af, Depth= 3.60" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" /_RMT4111=4101 1,600 98 Pavement 3,350 89 Weighted Average 1,750 80 52.24% Pervious Area 1,600 98 47.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment PARK: NEW Parking Runoff = 0.17 cfs @ 7.88 hrs, Volume= 0.058 af, Depth= 4.48" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" * 5,800 98 Pavement * 90 80 Landscape * 230 80 Landscape 700 98 Water Surface, HSG C 6,820 97 Weighted Average 320 80 4.69% Pervious Area 6,500 98 95.31% Impervious Area 22-216 Storm Mod25_current Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/0) (ft/sec) (cfs) 2.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Reach 2411: (Reach) Inflow Area = 2.006 ac, 84.70% Impervious, Inflow Depth = 1.38" for 25 -yr event Inflow = 0.69 cfs 8.46 hrs, Volume= 0.230 of Outflow = 0.69 cfs 8.46 hrs, Volume= 0.230 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Summary for Pond E1: Existing -Post Development Inflow Area = 2.006 ac, 84.70% Impervious, Inflow Depth = 1.95" for 25 -yr event Inflow = 1.52 cfs 8.11 hrs, Volume= 0.326 of Outflow = 0.77 cfs 8.46 hrs, Volume= 0.326 af, Atten= 50%, Lag= 20.6 min Discarded = 0.07 cfs 8.46 hrs, Volume= 0.096 of Primary = 0.69 cfs 8.46 hrs, Volume= 0.230 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.07' @ 8.46 hrs Surf.Area= 1,533 sf Storage= 952 cf Plug -Flow detention time= 23.0 min calculated for 0.326 of (100% of inflow) Center -of -Mass det. time= 23.0 min ( 755.0 - 732.0 ) Volume Invert Avail.Storage Storage Description #1 435.30' 3,433 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.30 930 0 0 436.80 2,100 2,273 2,273 437.30 2,540 1,160 3,433 Device Routing Invert Outlet Devices #1 Discarded 435.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 435.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 435.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 435.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 435.30' / 434.00' S= 0.0650'f Cc= 0.900 n=0.010, Flow Area= 0.79 sf iscarded Out Flow Max=0.07 cfs @ 8.46 hrs HW=436.07' (Free Discharge) =Exfiltration (Exfiltration Controls 0.07 cfs) rimary OutFlow Max=0.69 cfs @ 8.46 hrs HW=436.07' TW=0.00' (Dynamic Tailwater) Culvert (Passes 0.69 cfs of 1.83 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.65 cfs 3.31 fps) 3=Orifice/Grate (Orifice Controls 0.04 cfs 1.19 fps) 22-216 Storm Mod25_current Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 15 Summary for Pond P1: NEW Storm Planter Inflow Area = 1.649 ac, 88.55% Impervious, Inflow Depth = 4.35" for 25 -yr event Inflow = 1.77 cfs 7.90 hrs, Volume= 0.598 of Outflow = 1.76 cfs 7.92 hrs, Volume= 0.598 af, Atten= 0%, Lag= 1.2 min Primary = 1.73 cfs 7.92 hrs, Volume= 0.508 of Secondary = 0.03 cfs 1.06 hrs, Volume= 0.090 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.96' @ 7.92 hrs Surf.Area= 700 sf Storage= 1,375 cf Plug -Flow detention time= 76.3 min calculated for 0.598 of (100% of inflow) Center -of -Mass det. time= 76.3 min ( 741.7 - 665.4 ) Volume Invert Avail.Storage Storage Description #1 435.00' 1,400 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.00 700 0 0 435.80 700 560 560 437.00 700 840 1,400 Device Routing Invert Outlet Devices #1 Secondary 435.00' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.70' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Primary 436.70' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.73 cfs @ 7.92 hrs HW=436.96' TW=434.51' (Dynamic Tailwater) 12=Sharp-Crested Rectangular Weir (Weir Controls 0.87 cfs 1.68 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.87 cfs 1.68 fps) Secondary Out Flow Max=0.03 cfs @ 1.06 hrs HW=435.02' TW=432.00' (Dynamic Tailwater) t1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond S1: New Storage (incl under parking stalls) Inflow Area = 1.649 ac, 88.55% Impervious, Inflow Depth = 4.35" for 25 -yr event Inflow = 1.76 cfs 7.92 hrs, Volume= 0.598 of Outflow = 1.39 cfs 8.11 hrs, Volume= 0.552 af, Atten= 21 %, Lag= 11.7 min Discarded = 0.13 cfs 4.20 hrs, Volume= 0.343 of Primary = 1.27 cfs 8.11 hrs, Volume= 0.208 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.49' @ 8.12 hrs Surf.Area= 2,710 sf Storage= 6,178 cf Plug -Flow detention time= 343.9 min calculated for 0.551 of (92% of inflow) Center -of -Mass det. time= 270.4 min ( 1,012.2 - 741.7 ) 22-216 Storm Mod25_current Type IA 24-hr 25-yr Rainfall=4.80" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 16 Volume Invert Avail.Storage Storage Description #1 432.00' 315 cf 18" Rock Below Planter (Prismatic) Listed below (Recalc) 1,050 cf Overall x 30.0% Voids #2 432.00' 1,790 cf T Module 25 North Parking spaces (Prismatic) Listed below (Recalc) 1,845 cf Overall x 97.0% Voids #3 432.00' 1,048 cf T Module 25 East Parking spaces (Prismatic) Listed below (Recalc) 1,080 cf Overall x 97.0% Voids #4 432.00' 3,012 cf T Module 25 South Parking (Prismatic) Listed below (Recalc) 3,105 cf Overall x 97.0% Voids #5 432.00' 31 cf 2.00'D x 10.00'H Vertical Cone/Cylinder -Impervious 6196 cf Total Available Storage Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 700 0 0 433.50 700 1,050 1,050 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 615 0 0 435.00 615 1,845 1,845 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 360 0 0 435.00 360 1,080 1,080 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 1,035 0 0 435.00 1,035 3,105 3,105 Device Routing Invert Outlet Devices #1 Discarded 432.00' 2.000 in/hr Exilitration over Surface area Phase-In= 0.01' #2 Primary 435.80' 12.0" Round Culvert L= 15.0' Ke= 0.600 Inlet / Outlet Invert= 435.80' / 435.70' S= 0.0067'f Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf iscarded Out Flow Max=0.13 cfs @ 4.20 hrs HW=432.10' (Free Discharge) =Exfiltration (Exfiltration Controls 0.13 cfs) Mrimary OutFlow Max=1.25 cfs @ 8.11 hrs HW=436.49' TW=435.73' (Dynamic Tailwater) 2=Culvert (Barrel Controls 1.25 cfs @ 3.06 fps) 22-216 Storm Mod25_current Type IA 24 -hr t44Q Rainfall=0.83" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 17 Summary for Subcatchment B1: Basin 1 Runoff = 0.01 cfs @ 7.91 hrs, Volume= 0.004 af, Depth= 0.63" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" * 3,000 98 Pavement 3,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 Direct Entrv. 2.9 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B10: Basin 10 Runoff = 0.00 cfs @ 7.91 hrs, Volume= 0.001 af, Depth= 0.30" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" /_RFIF4111=0101 * 1,100 98 Pavement * 1,350 80 Landscape 2,450 88 Weighted Average 1,350 80 55.10% Pervious Area 1,100 98 44.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B11: Basin 11 Runoff = 0.00 cfs @ 7.91 hrs, Volume= 0.002 af, Depth= 0.50" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" * 1,300 98 Pavement * 350 80 Landscape 1,650 94 Weighted Average 350 80 21.21% Pervious Area 1,300 98 78.79% Impervious Area 22-216 Storm Mod25_current Type IA 24 -hr t44Q Rainfall=0.83" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 18 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B12: Basin 12 Runoff = 0.09 cfs @ 7.94 hrs, Volume= 0.029 af, Depth= 0.59" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" * 24,000 98 Pavement * 1,500 80 Landscape 25,500 97 Weighted Average 1,500 80 5.88% Pervious Area 24,000 98 94.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 Direct Entry, Summary for Subcatchment B2: Basin 2 Runoff = 0.03 cfs @ 7.91 hrs, Volume= 0.010 af, Depth= 0.49" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" * 8,500 98 Pavement * 2,500 80 Landscape 11,000 94 Weighted Average 2,500 80 22.73% Pervious Area 8,500 98 77.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 Direct Entry, 3.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B3: Basin 3 Runoff = 0.01 cfs @ 7.91 hrs, Volume= 0.004 af, Depth= 0.46" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" 22-216 Storm Mod25_current Type IA 24 -hr VVQ Rainfall=0.83" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 19 Area (sf) CN Description * 3,600 98 Pavement 5,050 93 Weighted Average 1,450 80 28.71% Pervious Area 3,600 98 71.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.4 Direct Entry, 3.4 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B4: Basin 4 Runoff = 0.02 cfs @ 7.91 hrs, Volume= 0.008 af, Depth= 0.55" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" /_RMT4111=4101 6,300 98 Pavement 7,200 96 Weighted Average 900 80 12.50% Pervious Area 6,300 98 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B5: Basin 5 Runoff = 0.03 cfs @ 7.91 hrs, Volume= 0.009 af, Depth= 0.55" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" * 7,700 98 Pavement * 1,200 80 Landscape 8,900 96 Weighted Average 1,200 80 13.48% Pervious Area 7,700 98 86.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 Direct Entry, 3.3 0 Total, Increased to minimum Tc = 5.0 min 22-216 Storm Mod25_current Type IA 24 -hr VVQ Rainfall=0.83" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 20 Summary for Subcatchment B6: Basin 6 Runoff = 0.01 cfs @ 7.91 hrs, Volume= 0.005 af, Depth= 0.58" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" * 4,000 98 Pavement * 350 80 Landscape 4,350 97 Weighted Average 350 80 8.05% Pervious Area 4,000 98 91.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 Direct Entry, 2.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B7: Basin 7 Runoff = 0.01 cfs @ 7.91 hrs, Volume= 0.004 af, Depth= 0.59" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" Area (sf) CN Description * 3,050 98 Pavement 3,250 97 Weighted Average 200 80 6.15% Pervious Area 3,050 98 93.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 Direct Entry, 2.4 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B8: Basin 8 Runoff = 0.01 cfs @ 7.91 hrs, Volume= 0.004 af, Depth= 0.45" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" 22-216 Storm Mod25_current Type IA 24 -hr M RaintaIP0.83" Prepared by {enter your company name here} Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 21 Area (sf) CN Description * 3,350 98 Pavement 4,850 92 Weighted Average 1,500 80 30.93% Pervious Area 3,350 98 69.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 Direct Entry, 2.6 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B9: Basin 9 Runoff = 0.01 cfs @ 7.91 hrs, Volume= 0.002 af, Depth= 0.32" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" /_RMT4111=4101 1,600 98 Pavement 3,350 89 Weighted Average 1,750 80 52.24% Pervious Area 1,600 98 47.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment PARK: NEW Parking Runoff = 0.02 cfs @ 7.91 hrs, Volume= 0.008 af, Depth= 0.60" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" * 5,800 98 Pavement * 90 80 Landscape * 230 80 Landscape 700 98 Water Surface, HSG C 6,820 97 Weighted Average 320 80 4.69% Pervious Area 6,500 98 95.31% Impervious Area 22-216 Storm Mod25_current Type IA24-hr 144 RainfaIP0.83" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 22 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/0) (ft/sec) (cfs) 2.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Reach 2411: (Reach) Inflow Area = 2.006 ac, 84.70% Impervious, Inflow Depth = 0.00" for WO event Inflow = 0.00 cfs 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Summary for Pond E1: Existing -Post Development Inflow Area = 2.006 ac, 84.70% Impervious, Inflow Depth = 0.08" for WO event Inflow = 0.04 cfs 7.91 hrs, Volume= 0.013 of Outflow = 0.04 cfs 7.97 hrs, Volume= 0.013 af, Atten= 1%, Lag= 3.7 min Discarded = 0.04 cfs 7.97 hrs, Volume= 0.013 of Primary = 0.00 cfs 0.00 hrs, Volume= 0.000 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 435.31' @ 7.97 hrs Surf.Area= 937 sf Storage= 8 cf Plug -Flow detention time= 3.6 min calculated for 0.013 of (100% of inflow) Center -of -Mass det. time= 3.6 min ( 739.0 - 735.4 ) Volume Invert Avail.Storage Storage Description #1 435.30' 3,433 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.30 930 0 0 436.80 2,100 2,273 2,273 437.30 2,540 1,160 3,433 Device Routing Invert Outlet Devices #1 Discarded 435.30' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Device 4 435.35' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 435.95' 6.0" Vert. Orifice/Grate C= 0.600 #4 Primary 435.30' 12.0" Round Culvert L= 20.0' Ke= 0.600 Inlet / Outlet Invert= 435.30' / 434.00' S= 0.0650'f Cc= 0.900 n=0.010, Flow Area= 0.79 sf iscarded Out Flow Max=0.04 cfs @ 7.97 hrs HW=435.31' (Free Discharge) =Exfiltration (Exfiltration Controls 0.04 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=435.30' TW=0.00' (Dynamic Tailwater) Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 22-216 Storm Mod25_current Type IA24-hr 144 RainfaIP0.83" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 23 Summary for Pond P1: NEW Storm Planter Inflow Area = 1.649 ac, 88.55% Impervious, Inflow Depth = 0.56" for WO event Inflow = 0.23 cfs 7.92 hrs, Volume= 0.077 of Outflow = 0.03 cfs 5.98 hrs, Volume= 0.077 af, Atten= 86%, Lag= 0.0 min Primary = 0.00 cfs 0.00 hrs, Volume= 0.000 of Secondary = 0.03 cfs 5.98 hrs, Volume= 0.077 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.57' @ 18.43 hrs Surf.Area= 700 sf Storage= 1,098 cf Plug -Flow detention time= 370.1 min calculated for 0.077 of (100% of inflow) Center -of -Mass det. time= 370.1 min ( 1,097.8 - 727.7 ) Volume Invert Avail.Storage Storage Description #1 435.00' 1,400 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.00 700 0 0 435.80 700 560 560 437.00 700 840 1,400 Device Routing Invert Outlet Devices #1 Secondary 435.00' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.70' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Primary 436.70' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=435.00' TW=432.00' (Dynamic Tailwater) 12=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary Out Flow Max=0.03 cfs @ 5.98 hrs HW=435.02' TW=432.00' (Dynamic Tailwater) t1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond S1: New Storage (incl under parking stalls) Inflow Area = 1.649 ac, 88.55% Impervious, Inflow Depth = 0.56" for WO event Inflow = 0.03 cfs 5.98 hrs, Volume= 0.077 of Outflow = 0.03 cfs 7.04 hrs, Volume= 0.077 af, Atten= 0%, Lag= 63.6 min Discarded = 0.03 cfs 7.04 hrs, Volume= 0.077 of Primary = 0.00 cfs 0.00 hrs, Volume= 0.000 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 432.00' @ 6.52 hrs Surf.Area= 2,710 sf Storage= 6 cf Plug -Flow detention time= 2.9 min calculated for 0.077 of (100% of inflow) Center -of -Mass det. time= 2.9 min ( 1,100.7 - 1,097.8 ) 22-216 Storm Mod25_current Type IA 24-hr 144Q Rainfall=0.83" Prepared by {enter your company name here) Printed 4/28/2023 HydroCAD® 10.00-26 sln 10784 © 2020 HydroCAD Software Solutions LLC Paae 24 Volume Invert Avail.Storage Storage Description #1 432.00' 315 cf 18" Rock Below Planter (Prismatic) Listed below (Recalc) 1,050 cf Overall x 30.0% Voids #2 432.00' 1,790 cf T Module 25 North Parking spaces (Prismatic) Listed below (Recalc) 1,845 cf Overall x 97.0% Voids #3 432.00' 1,048 cf T Module 25 East Parking spaces (Prismatic) Listed below (Recalc) 1,080 cf Overall x 97.0% Voids #4 432.00' 3,012 cf T Module 25 South Parking (Prismatic) Listed below (Recalc) 3,105 cf Overall x 97.0% Voids #5 432.00' 31 cf 2.00'D x 10.00'H Vertical Cone/Cylinder -Impervious 6196 cf Total Available Storage Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 700 0 0 433.50 700 1,050 1,050 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 615 0 0 435.00 615 1,845 1,845 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 360 0 0 435.00 360 1,080 1,080 Elevation Sud.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 1,035 0 0 435.00 1,035 3,105 3,105 Device Routing Invert Outlet Devices #1 Discarded 432.00' 2.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 435.80' 12.0" Round Culvert L= 15.0' Ke= 0.600 Inlet / Outlet Invert= 435.80' / 435.70' S= 0.0067'f Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf iscarded Out Flow Max=0.03 cfs @ 7.04 hrs HW=432.00' (Free Discharge) =Exfiltration (Exfiltration Controls 0.03 cfs) Mrimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=432.00' TW=435.30' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) APPENDIX E Stormwater Planter Operations and Maintenance Plan Stormwater Storage Devices - Module 25 Operations and Maintenance Plan Stormwater Planters Operations and Maintenance Plan Stormwater Planters are designed to allow runoff to filter through layers of topsoil (thus capturing pollutants) and then either infiltrate into the native soils (infiltration planter) or be collected in a pipe to be discharged off-site (flow-through planter). The planter is sized to accept runoff and temporarily store the water in a reservoir on top of the soil. The flow-through planter is designed with an impervious bottom or is placed on an impervious surface. Water should drain through the planter within 3-4 hours after a storm event. All facility components and vegetation shall be inspected for proper operations and structural stability. These inspections shall occur, at a minimum, quarterly for the First 2 years from the date of installation, 2 times per year thereafter, and within 48 hours after each major storm event. The facility owner must keep a log, recording all inspection dates, observations, and maintenance activities. The following items shall be inspected and maintained as stated: Downspout from rooftop or sheet flow from paving allows unimpeded stormwater flow to the planter. • Debris shall be removed routinely (e.g., no less than every 6 months) and upon discovery. • Damaged pipe shall be repaired upon discovery. Splash Blocks prevent splashing against adjacent structures and convey water without disrupting media. • Any deficiencies in structure such as cracking, rotting, and failure shall be repaired. Planter Reservoir receives and detains storm water prior to infiltration. Water should drain from reservoir within 3A hours of storm event. • Sources of clogging shall be identified and corrected to prevent short circuiting. • Topsoil may need to be amended with sand or replaced all together to achieve a satisfactory infiltration rate. Filter Media consisting of said, gravel and topsoil shall allow stormwater to percolate uniformly through the planter. The planter shall be excavated and cleaned, and gravel or soil shall be replaced to correct low infiltration rates. • Holes that are not consistent with the design and allow water to flow directly through the planter to the ground shall be plugged. • Sediment accumulation shall be hand removed with minimum damage to vegetation using proper erosion control measures. Sediment shall be removed if it is more than 4 inches thick or so thick as to damage or kill vegetation. • Litter and debris shall be removed routine) e.., no less thanquarterly) and upon discovery. Planter shall contain filter media and vegetation. • Structural deficiencies in the planter including rot, cracks, and failure shall be repaired. Overflow Pipe safely conveys flow exceeding reservoir capacity to an approved stormwater receiving system • Overflow pipe shall be cleared of sediment and debris when 50% of the conveyance capacity is plugged • Damaged pipe shall be repaired or replaced upon discovery. Vegetation shall be healthy and dense enough to provide filtering while protecting underlying soils from erosion. • Mulch shall be replenished at least annually. • Vegetation, large shrubs or trees that limit access or interfere with planter operation shall be pruned or removed • Fallen leaves and debris from deciduous plant foliage shall be raked and removed if build up is damaging vegetation. • Nuisance or prohibited vegetation shall be removed when discovered. hrvasive vegetation contributing up to 25% of vegetation of all species shall be removed and replaced. • Dead vegetation shall be removed to maintain less than 10% of area coverage or when planter function is imparted Vegetation shall be replaced within a specific timeframe, e.g., 3 months, or immediate) if re aired to maintain cover derail and control erosion where soils are exposed. Debris and Litter shall be removed to ensure stormwater infiltration and to prevent clogging of over Section I - Chapter 3 Page 24 of 41 EDSP Adopted December 03, 2012 Appendix 3A Submittal Packet WO Information drains and interference with plant growth. Spill Prevention measures shall be exercised when handling substances that contaminate stormwater. Releases of pollutants shall be corrected as soon as identified. Training and/or written guidance information for operating and maintaining stormwater planters shall be provided to all properly owners and tenants. A copy of the O&M Plan shall be provided to all properly owners and tenants. Access to the stormwater planter shall be safe and efficient. Egress and ingress routes shall be maintained to design standards. Roadways shall be maintained to accommodate size and weight of vehicles, if applicable. • Obstacles preventing maintenance personnel and/or equipment access to the stormwater planter shall be removed. • Gravel or ground cover shall be added if erosion occurs, e.., due to vehicular or pedestrian traffic. Insects and Rodents shall not be harbored in the stormwater planter. Pest control measures shall be taken when insects/rodents are found to be present. • If a complaint is received or an inspection reveals that a stormwater facility is significantly infested with mosquitoes or other vectors, the property owner/owners or their designee may be required to eliminate the infestation at the City inspector's discretion. Control of the infestation shall be attempted by using first non -chemical methods and secondly, only those chemical methods specifically approved by the City's inspector. Acceptable methods include but are not limited to the following: L Installation of predacious bird or bat nesting boxes. ii. Alterations of pond water levels approximately every four days in order to disrupt mosquito larval development cycles. iii. Stocking ponds and other permanent water facilities with fish or other predatory species. iv. If non -chemical methods have proved unsuccessful, contact the City inspector prior to use of chemical methods such as the mosquito larvicides Bacillus thurengensis var. ismeliensis or other approved larvicides. These materials may only be used with City inspector approval if evidence can be provided that these materials will not migrate off-site or enter the public stormwater system Chemical larvicides shall be applied by a licensed individual or contractor. • Holes in the ground located in and around the stormwater planter shall be filled and compacted. Section I - Chapter 3 Page 25 of 41 EDSP Adopted December 03, 2012 Appendix 3A Submittal Packet WO Information Description Proper inspection and maintenance of a subsurface stormwater storage system are vital to ensuring proper product functioning and system longevity. It is recommended that during construction the contractor takes the necessary steps to prevent sediment from entering the subsurface system. This may include the installation of a bypass pipe around the system until the site is stabilized. The contractor should install and maintain all site erosion and sediment per Best Management Practices (BMP) and local, state, and federal regulations. Once the site is stabilized, the contractor should remove and properly dispose of erosion and sediment per BMP and all local, state, and federal regulations. Care should be taken during removal to prevent collected sediment or debris from entering the stormwater system. Once the controls are removed, the system should be flushed to remove any sediment or construction debris by following the maintenance procedure outlined below. During the first service year, a visual inspection should be completed during and after each major rainfall event, in addition to semi-annual inspections, to establish a pattern of sediment and debris buildup. Each stormwater system is unique, and multiple criteria can affect maintenance frequency. For example, whether or not a system design includes inlet protection or a pretreatment device has a substantial effect on the system's need for maintenance. Other factors include where the runoff is coming from (hardscape, gravel, soil, etc.) and seasonal changes like autumn leaves and winter salt. During and after the second year of service, an established annual inspection frequency, based on the information collected during the first year, should be followed. At a minimum, an inspection should be performed semi-annually. Additional inspections may be required at the change of seasons for regions that experience adverse conditions (leaves, cinders, salt, send, etc). Maintenance Procedures Inspection: 1. Inspect all observation ports, inflow and outflow connections, and the discharge area. 2. Identify and log any sediment and debris accumulation, system backup, or discharge rate changes. 3. If there is a sufficient need for cleanout, contact a local cleaning company for assistance. Cleaning: 1. If a pretreatment device is installed, follow manufacturer recommendations. 2. Using a vacuum pump truck, evacuate debris from the inflow and outflow points. 3. Flush the system with clean water, forcing debris from the system. 4. Repeat steps 2 and 3 until no debris is evident.