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HomeMy WebLinkAboutStudies APPLICANT 3/1/2023Stormwater 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 NathM PNWMB ENGINEERING-- Sf=1977 civil .transportation structural - geotechnical SURVEYING v .BranchEngineering.com EXPIRES: 12/31/24 February 22, 2023 Contents 1.0 Introduction Page No. 1 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 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) February 22, 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 Swale 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 coater 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 Swale 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 Swale 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) February 22, 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 STORINIWATER S1J1NID14RY 16 new parking spaces are proposed on the southeast end of the existing parking lot, adding 5,500 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 surface reservoirs used to collect and treat stormwater runoff from impervious surfaces by allowing pollutants to settle and filter out as the water percolates through the vegetation and soil mediums before infiltrating 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) February 22, 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 139, B 10, B 11- 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 ID Basin Area Destination Destination Summary Impervious/Landscape ID Summary Bl Existing NE 3,000 Pl Proposed Paved area Planter B2 Existing NE 8,500/2,500 Pi Proposed Parking Planter B3 Existing NE 3,600/1,450 Pi Proposed Parking Planter B4 Existing 6,300/900 Pl Proposed Central Planter Parking BS Existing East 7,700/1,200 Pi Proposed Parking Planter B6 Existing SE 4,000/350 Pl Proposed Panting Planter B7 Existing 3,050/200 El Existing South Stormwater Parking Facility B8 Existing 3,350/1,500 El Existing Southwest Stormwater Parking Facility B9 Existing 1,600/1,750 El Existing Northwest Stormwater Paved Access Facility Branch Engineering, Inc. Oregon Urology Parking Lot Expansion (22-216) February 22, 2023 BIO Existing 1,100/1,350 El Existing Overt. Northwest 10 Year 25 Year Stormwater Paved Area Elevation Elevation Facility Bll Existing 1,300/350 El Existing Basins Northern modeled Stormwater Depth Paved Area Existing Facility B12 Existing 24,000/1,500 Pt Proposed 436.07Swale Building B7-1311 Planter PARK Proposed 6,250/320 P1 Proposed Parking B1- 136, Planter Expansion 43436.76 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: Filtration/Infiltration 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 The stormwater facilities described above were designed to meet City of Springfield Stormwater Management requirements per section 3.02, 3.03, 4.16 and 4.17. This section will briefly confirm that the treatment mechanisms are in fact meeting those requirements. From the hydraulic analysis in Appendix C and the notes from the previous section, the primary indicator for water quality compliance for the stornewater 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, Branch Engineering, Inc. El Summary Base Top Overt. WQ 10 Year 25 Year Facility Contributing Elevation Elevation Elevation Event Event Event ID Basins modeled modeled Depth Depth Depth Existing 436.07Swale E1 B7-1311 435.00 437.00 436.70 435.31 435.80 Storm B1- 136, 43436.76 P1 Planter PARK Pg 435.00 437.00 436.50 436.32 436.74 Stormwater 435.00 436.57 sl Storage B1-136, 612 432.00 (436.80 435.80 432.00 436.28 PARK 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 The stormwater facilities described above were designed to meet City of Springfield Stormwater Management requirements per section 3.02, 3.03, 4.16 and 4.17. This section will briefly confirm that the treatment mechanisms are in fact meeting those requirements. From the hydraulic analysis in Appendix C and the notes from the previous section, the primary indicator for water quality compliance for the stornewater 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, Branch Engineering, Inc. El Oregon Urology Parking Lot Expansion (22-216) February 22, 2023 existing impervious area runoff (39,500 S£ of runoff that was previously directed to the existing storm facility where parking is proposed) is directed to the proposed planter for treatment. 5.2 FLOW CONTROL In order to meet pre -developed nutoff 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 stornewater 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 S: Impervious Runoff - Peak Flow Facility Runoff -Existing- 25 Year Event lots) Runoff -Proposed- 25 Year Event(cfs) Basin HydroCAD Appendix D HydroCAD Appendix 1) (cfs) HydroCAD Appendix D 0.08 B1 BRANCH Model 0.08 0.28 0.67 B2 E1 0.26 0.13 B3 0.12 0.19 B4 0.18 0.24 B5 0.22 0.12 B6 0.11 0.09 B7 0.08 0.12 B8 0.11 0.07 B9 0.07 0.05 B10 0.05 0.04 811 0.04 0.67 B12 0.64 PARK 0.17 Facility Peak Oufflm-Existing -25 Year Runoff -Existing -25 Year Event Runoff -Proposetl-25 Vear ID Event(ds) Weber Elliot 2003- (cfs) HydroCAD Appendix D Event (cfs)HytlroCAD AppendixD A ndix C BRANCH Model BRANCH Model 0.66 0.67 E1 0.69 Branch Engineering, Inc. Oregon Urology Parking Lot Expansion (22-216) February 22, 2023 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 City of Springfield requirements for water quality and flow control. No further stormwater measures are anticipated at this time. Branch Engineering, Inc. Oregon Urology Parking Lot Expansion (22-216) February 22, 2023 APPENDIX A Existing Basin Map - Weber Elliot'03 Design Proposed Basin flap - Branch Engineering, Inc. Branch Engineering, Inc. GATEWAY UROLOGY SUBBASIN MAP Uyy 1 L • 1'cassl a -es OB10 al xa-,am in t0 inn � Basi 1 rr t ; B9 f Besn2 k B3 Basi a B12 eaem 12 B5 t A y Besln i I fV,+ B8 B1 B6 in BazinB BasinIr t PAR NE Parnng 24R E1 S1 (Reach) EuetingEout New sb29e(md under oe.einvmem vami,g staue) P1 NEW SM,m Planter Subcat Reach Z4_ n Link Routing Diagram for 22.2185torm Mod25 Prepared by {enter your company name here}, Pri ed 1/18/2023 HydroCAD® ID.00.26 am 10784 02020 Hyd.CAD SofMa,e Solutions LLC /_1»:1►1QEI:3 NRCS Soil Map Soil Map Unit Descriptions F oe,F-.,x,.mcEl ` ( {- ■f ?!/ |eee,« 8lSz /P'P W 7 ] Soil Map—Lane County Area, Oregon Map Unit Legend Oregon Urology - Parking Lot Expansion a it Natural Resources Web Soil Survey 1/16/2023 I'll, ® Conservation Service National Cooperative Sail Survey Page 3 of 3 Map Unit Symbol Map Unit Name Acres In AOI Percentof AOI 76 Malabon-Urban land complex 0.0 1.3% 118 Salem gravelly silt loam 0.1 4.3% 119 Salem -Urban land complex 0.5 22A%i 2224A Courtney gravelly silty clay loam, 0 to 3 percent slopes 1.6 71.9% Totals for Area of Interest 2.2 100.0% a it Natural Resources Web Soil Survey 1/16/2023 I'll, ® Conservation Service National Cooperative Sail Survey Page 3 of 3 Map Unit Description: Courtney gravelly silty clay loam, 0 to 3 percent slopes --Lane County Oregon Urology -71.9%Total Area - Area, Oregon Swale 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.: Farmland of statewide importance Map Unit Composition Courtney and similar soils: 85 percent Minor components: 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 - 0 to 8 inches: gravelly silty clay loam A2 - 8 to 17 inches: gravelly silty clay loam 2Btgl - 17 to 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 water table: 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 Land capability classification (nonirrigated): 4w Hydrologic Soil Group: D USDA Natural Resources Web Soil Survey 1/16/2023 3rillir conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Courtney gravelly silly clay loam, 0 to 3 percent slopes --Lane County Oregon Urology -71.9% Total Area - Area, Oregon Swale area Ecological site: R002XCOO5OR - High Flood Plain Group Forage suitability group: Poorly Drained (G002XY006OR) Other vegetative classification: Poorly Drained (G002XYOO6OR) Hydric 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 (G002XYOO6OR) 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 (G002XY006OR) Hydric soil rating., Yes Conser Percent of map unit. 2 percent Landform: Depressions on stream terraces Landform position (three-dimensional): Tread Down-slope shape: Concave Across -slope shape: Concave Other vegetative classification: Poorly Drained (G002XY006OR) Hydric soil rating., Yes Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 20, Sep 14, 2022 UG Natural Resources Web Soil Survey 1116/2023 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description: Salem -Urban land complex --Lane County Area, Oregon Oregon Urology -22.6%Toni 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.' Farmland of statewide importance Map Unit Composition Salem and similar soils-, 50 percent Urban land. 40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Salem Setting Landform: Stream terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across -slope shape: Linear Parent material: Gravelly mixed alluvium Typical profile Hl - 0 to 7 inches: gravelly silt loam H2 - 7 to 26 inches: 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 water table, More than 80 inches Frequency of flooding: 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 Soil Group: B Ecological site, R002XCOO6OR -Stream Terrace Group Forage suitability group: Well drained < 15% Slopes (G002XY002OR) Other vegetative classification: Well drained < 15% Slopes (G002XY002OR) nM Natural Resources Web Soil Survey 1/162023 5� Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Salem -Urban land complex --Lane County Area, Oregon Oregon Urology-22.6%Total Area Hydric soil rating: No Description of Urban Land Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): B Hydric soil rating: No Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 20, Sep 14, 2022 USDA Natural Resources Web Sail Survey 1/16/2023 i conservation Service National Cooperative Soil Survey Page 2 of 2 APPENDIX C Existing Hydraulics Calculations and Hydrology -Weber Elliot'03 Design Documents GATEWAY UROLOGY HYDROLOGY AND HDYRAULICS ANALYSIS PREPARED BY WEBER ELLIOTT ENGINEERS, PC DATE 11/21/2002 PROJECT NO. 02-35 GATEWAY UROLOGY SUBBASIN MAP Gateway Urology Pmjed No 02-35 CITY OF SPRINGFIELD GATEWAY UROLOGY PROJECT DEVELOPED CONDITION Basin 1. Rational formula Q = C I A 0 = runoff now rate C7 = runoff coefficient C2 =runoff coefficient I = rainfall intensity Al = basin contributing area A2 =landscaped area CA-- L A= L = overland flow length To determinate i use the equation below: kL06n T = 7 =overland flow time L(1) = overland flow length n = manning roughness coefficient I = rainfall intensity S = average slope of the ovedantl area k= Basin 2. Rational formula 0 = C I A 0 = runoff flow rate Cl = runoff coefficient C2 = runoff coefficient I = rainfall intensity Al = basin contributing area A2 =landscaped area CA= L = overland flow length To determinate 1 use the equation below: �s T =! 114soj T=ovedantl flow time L(1) = overland flow length n = manning roughness coefficient I = rainfall intensity S = average slope of the overland area k= 2 -yr 0.092 cis 0.900 0.300 1.500in/h max.(5 min.duration, Figure 2.2, West Springfield Drainage Master Plan) 0.068 acr 0.000 acr 0.061 M- 2.894 min <5min. 81.000 it 0.014 1.650 in/h 0.015 11111 0.930 0.288 die 0.900 0.300 1.500 in/h max.t5 min. duratbn Pigure 2.2. West Spri.9feld Orainage Mostar Plan) 0.195 acr 0.056 acr 0.192 137.000 it 3.730 min -5mrn. 137.000 ft 0.014 1.550 in/h 0.020 Wit 0.930 Weber Ellion Engineers, PC 1 Hydrological Analysis Gateway Urology Project No 02-35 Basin 3. Rational formula Q = C I A Q = runoff flow rate 0.126 cis C1 =runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity 1.500 Wh mai min duration, Figure 2.2, West Spdnield Drainage Master Plan) Al = basln contributing area 0.082 act A2 =landscaped area 0.033 acr CA= 0.084 L = overland flow length 112.000 It To determinate I use the equation below koam :s 0.203 GIs T=7son 0.900 T= overland flow, time 3.369 min smm. L(1)= overland flow length 112.000 ft n = manning roughness coefficient 0.014 1 = rainfall intensity 1.600 in/h S = average slope of the ovedand area 0.018 ft/ft it = 0.930 Basin 4. Rabonal formula Q = C I A Q = runoff flow rate 0.203 GIs C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity 1.500 min mea is min. 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 It To determinate I use the equation below: kL66n 0.251 cfs T 0.900 7=ovedandflow time 2.851 min -5min. L(1) = overland flow length 102.000 ft n = manning roughness coefficient 0.014 1 = rainfall intensity 1.650 ir1h S = average slope of the overland area 0.025 Wit k = 0.930 Basin 5. Rational formula Q = C I A Q = runoff flow rate 0.251 cfs C1=runoff coefficient 0.900 C2= runoff caefficient 0.300 1= rainfall intensity 1.500in/h max.(S min. duration, Figure 22, West Springfield Drainage Master Plan) At =basin contributing area 0.177 acr A2 =landscaped area 0.027 acr CA= 0.167 L = ovedand flow length 121.000 ft Weber Elliott Engineers, PC 2 Hydrological Analysis Gateway Urology Project No 0235 To determinate I use the equation below Basin 6. Rational formula Q = C I A Q = runoff flow rate 0.128 cis T = faaSas 0.900 T=ovedandflowtime 3.278 min <5min. L(1)= overland 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 fV t k = 0.930 Basin 6. Rational formula Q = C I A Q = runoff flow rate 0.128 cis C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1 = rainfall intensity 1.500 in/h max.(5 min. duration Figure2.2, Weat SpA,tleid Drainage Maser Plen) Al = basin contributing area 0.092 act A2 =landscaped area 0.008 acr CA= 0.085 L = overland flow length 94.000 fl To determinate 1 use the equation below: kloceac 0.096 cis T - 0.900 C2 = runoff coefficient 0.300 T = overhand flow fime 2.714 min <5min. L(1) = overland flow length 94.000 8 n = manning toughness coefficient 0.014 1 = rainfall intensity 1.650 m/h S = average slope of the overland area 0.025 ff/ff k = 0.930 Basin 7. Rational formula Q = C I A Q = runoff flow rate 0.096 cis C7 = mnoff coefficient 0.900 C2 = runoff coefficient 0.300 1 = rainfall intensity 1.500 in/h max.(5 min. duration , Figure 2.2. West Spdngfleld 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 ft To determinate I use the equation below: keen a T - 7nSo, T= overland flow time 2.417 min <5min. L(1)= overland flow length 83.000 ft n = manning toughness coefficient 0.014 1 =rainfall Intensity 1.680 in/h 5 = average slope of the overland area 0.028 ft/ft k = 0.930 Weber Elliott Erginee u PD 8 Hydrological Malysis Gateway urology ProjeG No 02-35 Basing. Rational formula Q = C I A Q = runoff flaw rate 0.119 cis C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity LSOO in/h max.(5 min. duration Figure 2.2. West Springfield Drainage Master Plan) At =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: �seno.c 0.068 cfs 7 _ 0.900 7oeso� 0.300 =overland flow time 2.577 min �5mm. L(1) = overland flow length 92.000 ft n = manning roughness coefficient 0.014 1 = rainfall intensity 1.670 in/h 5= average slope of the overland area 0.028 lift 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 ni rnax.(5 min. duration, Figure 22, West Springfield Drainage Master Plan) At = basin contributing area 0.037 acr A2 =landscaped area 0.040 acr CA= 0.045 L= overland flow length 54.000 ft To determinate I use the equation below: s 0.048 cfs TesR 0.900 C2 = runoff coefficient 0.300 T= overland flow time 1.901 min <smin. L(i)= overland flow length 54.000ft n = manning roughness coefficient 0.014 1 - rainfall Intensity 1.700 m/h S = average slope of the overland area 0.026 ftttt k = 0.930 Basin 10. Rational formula Q = C I A Q = runoff Bow rate 0.048 cfs C1=runoff coefficient 0.900 C2 = runoff coefficient 0.300 1 = rainfall intensity 1.500 inlh max.(5 min. number, Figure 22, West Springfield Drainage Master Plan) Al = basin contributing area 0.025 acr A2 =landscaped area 0.031 acr CA= 0.032 Weber Elliott Engineers, PC 4 Hydrological Analysis Gallaway Urology Project No 02-35 L = overland flow length 54.000 ft To determinate I use the equation below: 0.900 U"aua 0.300 T = faeSo> 1.500 in/h raax.(S min. duration. Figura 12, Wast Springfield Drainage Master Plan) = overland flow time 2.027 min <5min. L(i)= overland flow length 54.000 it n = manning roughness coefficient 0.014 1 = rainfall intensity 1.700 in/h S = average slope of the overland area 0.021 fit k = 0.930 Basin 11. Rational formula 0 = C I A Q = runoff flow rate 0.044 cis C1 = runoff coefficient 0.900 C2 = runoff coefficient 0.300 1= rainfall intensity 1.500 in/h raax.(S min. duration. Figura 12, Wast Springfield Drainage Master Plan) Al = basin contributing area 0.030 acr A2 =landscaped area 0.008 acr CA= OA29 L = overland Flow length 25.000 R To determinate I use the equation below- keY. 0.704 cis T=== 7erso, 0.900 -7 =overland Flow time 1.281 min <smin. L(1) = overland Flow length 25.000 ft n = manning roughness coefficient 0.014 1 =rainfall intensity 1.750 In/h S = average slope of the overland area 0.020 f ift k = 0.930 Basin 12. Rational formula 0 = C 1 A 0=runoff flow rete 0.704 cis 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 determinate I use the equation below: oea. T = ta.S- T= overland flow time 6.787 min L(1)= overland Flow length 230.000 It n= manning roughness coefficient 0.014 1 =rainfall intensity 1.270 inlh S = average slope of the overland area 0.010 fit k = 0.930 Weber Elliott Ergineem, PC 5 Hydrological Analysis GATEWAY UROLOGY EAST HDYRA.ULICS 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 J-8 P-14 1-5 P-16 J-4 P-9 1-4 P-5 P-1 O J-5 1-6 J-6 P-11 P-12 Outlet Proj.a Tde: Gateway Urology Project Engineer: Weber Elliott Engineers paprpje01sW2-351o1herW ologye shn Weber Engineering StO.CAD y1.5(158] 1122/02 01:56:43 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551666 Page 1 of 1 Hydraulics Report Pipe Node Up Dn 0 (of$) cap (Cfs) n Size Length (ft) Constructse Slope (Wft) Up Rim (ft) Up Invert (ft) Dn Invert (ft) -HGL- Up On (ft) -Depth- Up Dn (ft) Lover- Up on (ft) Up V Ovs) On V (10s) P-1 1-1 0.09 1.52 0.010 8 inch 15.00 0.009333 434.00 432.67 432.53 432.81 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 81nch 3.00 0.003333 433.84 432.51 432.50 432.80 0.29 0.66 1.96 1.90 .42 432.80 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 B inch 15.00 0.014000 434.00 432.67 432.46 432.63 0.16 D.66 1 92 0.71 J3 432.80 0.34 0.97 P-3 J-2 0.38 0.99 0.010 8 inch 10.00 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-1 J-3 0.51 0.99 0.010 8 inch 83.00 O.DO3976 434.11) 432.46 432.13 432.00 0.34 0.97 2.65 1.80 J-8 432.63 0.50 2.00 P-14 1-12 0.70 1.56 0.010 8 inch 65.00 0.009846 434.10 432.77 432.13 433.17 0.40 0.66 3.26 2.51 J-8 432.63 0.50 2.00 PAS J-8 1.21 1.80 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 D.213333 433.90 432.57 431.93 432.80 0.23 0.66 2.33 0.74 J4 432.55 0.62 1.37 PS J4 1.46 1.60 0.010 10 inch 5.00 0.004000 433.97 431.93 431.91 432.55 0.62 1.21 3.39 3.29 J-5 432.54 0.63 1.33 P-1 14 0.20 3.76 0.010 Balch 15.00 0.057333 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 -B 0.13 7.70 0.010 6 inch 3.00 0.240000 433.50 432.17 431.45 432.33 0.16 0.66 1.93 0.38 J� 432.06 0.61 1.43 P-fi J-5 1.fi6 1.800.010 10 inch 115.00 0.004000 434.07 431.91 431.45 432.54 0.63 1.33 3.75 3.90 J-6 432.06 0.51 127 P-1 J6 1.79 2.01 0.010 10 inch 2.00 0.005000 433.55 431.45 431.44 432.06 0.61 1.27 4.20 4.26 Outlet 1 432.04 0.60 1.13 Project Title: Gateway Urology Project Engine[ Weber Ellloe Engineers p:%pmjecIaW2-35Ntherurologye.stm Weber Engineering Stori v1.51158] 1122/02 01:57:18 PM 0 Haestatl Method., Inc. 37 Br iee Read Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 GATEWAY UROLOGY WEST HDYRAULICS PREPARED BY WEBER ELLIOTT ENGINEERS, PC DATE 11/21/2002 PROJECT NO. 02-35 1-9 P-9 J-2 1-10 J-1 P-2 P-3 J -3P-6 P-10 Outlet P-1 J-5 P-7 R'? P-5 J-4 ZMA 1-7 Projea Title: Gateway Urology Project Engineer. Weber Elliott Engineers paproje4s102-35b[M1erlurolOgywstm Weber Engineering St0an0AD 0.5[1581 11/22102 0057:41 PM 0 Haestad Methods, Inc. 37 Brookside Road Watedbury, CT 06708 USP. (263) 755-1666 Page 1 of 1 Hydraulics Report Pipe Node Up Dn 0 (cls) Cap (de) n Size Length (ft) Constructed Slope (flHt) Up Rim (ft) Up Invert (ft) on Invert (ft) -NGL- Up Dn (ft) -Depth- Up Do (ft) -Cover- Up Dn (11) Up V (fVs) Dn V ON 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 81nch 55.00 0.004909 434.97 433.64 433.37 433.73 0.09 0.66 1.45 1.54 J-1 433.46 0.09 0.56 P> 1-7 0.10 1.22 0.010 6 inch 5.00 0.006000 433.40 432.07 432.04 432.21 0.14 0.66 1.78 2.06 Jd 432.17 0.13 0.85 P-9 IA 0.07 3.24 0.010 8 inch 20.00 0.042500 434.90 433.67 432.72 433.69 0.12 0.66 1.62 0.87 J-2 432.90 D.18 2.06 P-2 J-1 0.09 0.99 0.010 81nch 75.00 D.00400D 434.60 433.02 432.72 433.16 0.14 0.91 1.77 1.18 J-2 432.90 0.18 2.06 1 P-5 J4 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 0.21 1.40 P-7 1-8 0.12 5.40 0.010 flinch 500 0.118000 433.40 432.07 431.48 432.23 0.16 0.66 1.89 1.24 J5 431.69 0.21 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 2.06 1.12 13 431.73 0.29 1.51 P-8 J-5 0.22 2.22 0.010 8 inch 2.00 0.020000 433.55 481.48 431.44 431.69 0.21 1.40 2.23 1.51 J-3 431.73 0.29 1.51 P-0 J3 0.38 0.99 0.010 flinch 5.00 0.004000 433.62 431.44 431.42 431.73 0.29 1.51 2.64 2.65 Out 431.70 0.28 1.31 Project Title: Gateway Urology Project Engineer: Weber Ellett Engineers p:\projeclta=-35\otherWrologywstm Weber Englneering StormCAD v1.5[168] 1122/02 01:57:52 PM 0 Hoestad Methods, Inc. 37 9rooRSWe Road Waterbury, CTO6706 USA (203) 755-1666 Page 1 of 1 GATEWAY UROLOGY HYDRAULICS CALCULATIONS WEBER ELLIOTT ENGINEERS, P.C. DATE 05/21/03 PROJECT NO. 02-34 Gateway Urology TABLE OF CONTENTS Table of Contents Hydraulics for existing 12" PVC- ................................. ........................................................ 1 Pond Design Calculations (Haestad Methods' PondPack V8 Report) ................................ 13 RoutingDesign Table..........................................................................................................1 Job No. 02-34 Worksheet Worksheet for Circular Channel Project Description 1.00 Project File c:lhaestad\fmwlgateway.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 0.001000fuft Diameter 12.00 in Depth 1.00 ft Discharge 1.46 cfs Flow Area 0.79 ft' Wetted Perimeter 3.14 ft Top Width 0.00 ft Critical Depth 0.51 ft Percent Full 100.00 Critical Slope 0.003674fKt Velocity 1.86 ft/s Velocity Head 0.05 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 1.58 cfs Full Flow Capacity 1.46 cfs Full Flaw Slope 0.001000 fyft 0521103 FlowMaater V5.13 02:30:55 PM Hoestad Methods. Inc. 37 amokside Road Wandt ury, CT 05708 (203) 755-1666 Page 1 of 1 Table of Contents Table of Contents +*+rxxx+xx MASTER SUMMARY Watershed....... Master Network Sua4rary .. . ..... . 1.01 xxxxr.xxxwxxxxrxxxxxxxx POND VOLUMES x++«+xx++«+x «x+xxx++x+x POND 10. .. ... Vol: Elev-Area ...... .............. 2.01 OUTLET STRUCTURES ++*xsxxxxx+xr+xx+xxxx Outlet 1........ Outlet Input Data ..... ............ 3.01 POND ROUTING x+++xxx++xx+x+xxxxxxxxx POND 10 OUT Dev 2 Pond Routing Summary ............... 4.01 POND 30 OUT Dev 5 Pond Routing Summary ....... .. ... 4.02 POND 30 OUT Dev 10 Pond Routing Summary ...... .. .... 4.03 POND 10 OUT Dev 25 Pond Routing Summary ......... .... 4.04 POND 10 OUT Devl00 Pond Routing Sumnary ...... .. ..... 4.05 SIN: A219017090C9 Weber Elliott Engineers PC PondPack Vet. 0.0033 Time: 9:31 AN Date: 5/22/2003 Tyne.... Master Network ..unary Name.... Watershed File.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY.PPW MASTER DESIGN STORM SUMMARY Network Storm Cellectieno Springfield MASTER NETWORK SUMMARY SCS Un -t HydrOgraph M^_thod ('Nod,Out£all; +17otle-9iversioa;) (Tran- 3YG Truncation: Blank -None) L=Left: R=Rt; LR=Left6Rt) Total Depth Rain.all Return Return Event I. a Type Pond Storage RNF m ________ Dev ___ 2 _ _ 3.5000 ---------------- .B,,hetic Curve _- __-_-----_-__ TypelA 24hr Dev 5 4.0000 Synthetic Curve TypelA 24hr Dev 10 4.5000 Synthetic Curve T'ypeIA 24hr Dev 25 5.0000 Synthetic Curve TypelA 24hr Oev100 6.0000 Synthetic Curve TypeIP 24hr MASTER NETWORK SUMMARY SCS Un -t HydrOgraph M^_thod ('Nod,Out£all; +17otle-9iversioa;) (Tran- 3YG Truncation: Blank -None) L=Left: R=Rt; LR=Left6Rt) SM A219017070C9 Weber Elliott Engineers PC PondPack ver. 0.0033 Time: 9:31 A14 Date: 5/22/2003 Max Return HYG Vol Qpeak Qpeak Max NSEL Pond Storage Node ID Type Even[ an -ft Tru. a hrs cfa ft an -ft JUNC 30 SCT 2 .376 7.8500 1.17 JUNC 30 JET 5 .437 7.0500 1.35 JUNC 30 JET 10 .499 7.8500 1.54 JUNC 30 JCT 25 .560 7.8500 1.72 JUNC 30 JCT 100 .683 7.8500 2.08 JUNC 90 SCT 2 .076 7.8500 .24 JUNC 90 JCT 5 .093 7.8500 .29 JUNC 90 JCT 10 .107 7.8500 .33 JUNC 90 SCT 25 .121 7.8500 .37 JUNC 90 JCT 100 .150 7.8500 .46 'OUT 30 JCT 2 .002 0.3500 36 *OUT SO SCT 5 .122 8.2500 .49 •OUT 10 JCT SO .169 8.2500 .58 *OUT 10 JCT 25 .222 8.2500 .fib 'OUT 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 30 .606 7.0500 1.86 POND 1D IN POND 25 .681 7.8500 2.09 POND 10 IN POND 100 .833 7.8500 2.55 POND 10 OUT POND 2 .082 8.3500 .36 431.78 .062 POND 10 OUT POND 5 .123 6.2500 .49 431.89 .075 POND 10 OUT POND 10 .169 8.2500 .58 431.90 .OB9 POND 10 OUT POND 25 .222 8.2500 .66 432.07 .103 POND to OUT POND 100 .340 8.2500 .93 432.24 .128 SUBAREA 10 AREA 2 .018 7.8000 .06 SUBAREA IC AREA 5 .021 7.8000 .06 SUBAREA 20 AREA 30 .024 7.8000 .07 SUBAREA 10 AREA 25 .027 7.7500 .08 SUBAREA SO AREA 100 .033 7.8500 .10 SM A219017070C9 Weber Elliott Engineers PC PondPack ver. 0.0033 Time: 9:31 A14 Date: 5/22/2003 Type..., M:.eter Network ..unary je 1.02 Name.... Watershed File.... P:\PROJECTS\02-34\Dther\DEVELOPED UROLOGY.PPW MASTER NETWORK SUMMARY SCS Unit Bydrograph Method (•Node-Cut£alli +Node=Diversion;) (Tran- HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left6Rt) Max Return HYG Vol Qpeak 4peak Max NSEb Fond Storage Node IO Type Event ac -ft Tron hr5 Cfs ft ac -ft _ _________SUBAREA __ ______________ SUBAREA 100 ____ AREA ______ _ ________ 2 ___________ .019 7.8000 ________ ________ .06 ------------ SUBAREA 100 AREA 5 .023 7.8000 .07 SUBAREA 100 AREA 10 .026 7.8000 .OB SUBAREA 100 AREA 25 .029 7.8000 .09 SUBAREA 100 AREA 100 .035 7.8500 .11 SUBAREA 110 AREA 2 .024 7.8000 .08 SUBAREA 110 AREA 5 .029 7.8500 .09 SUBAREA 110 AREA 10 .033 7.8500 .10 SUBAREA 110 AREA 25 .038 7.8500 .12 SUBAREA 110 AREA 100 .047 7.8000 .15 SUBAREA IZU AREA 2 .153 7.8500 .47 SUBAREA 120 AREA 5 .177 7.0500 .54 SUBAREA 120 AREA 10 .201 7.8500 .61 SUBAREA 120 AREA 25 .225 7.8500 .69 SUBAREA 120 AREA 100 .273 7.8500 .83 SUBAREA 20 AREA 2 .059 7.9000 .19 SUBAREA 20 AREA 5 .070 7.9000 .22 SUBAREA 20 AREA 10 .060 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 .00 SUBAREA 30 AREA 5 .031 7.8000 .10 SUBAREA 30 AREA SO .036 7.8000 .11 SUBAREA 30 AREA 25 .040 7.8000 .12 SUBAREA 30 AREA 100 .050 7.8000 .15 SUBAREA 40 AREA 2 .042 7.8000 .13 SUBAREA 40 AREA 5 .040 7.8000 .15 SUBAREA 40 AREA 10 .055 7.0000 .17 SUBAREA 40 AREA 25 .062 7.0000 .19 SUBAREA 40 AREA 100 .076 7.6000 .23 SUBAREA 50 AREA 2 .052 7.0000 .16 SUBAREA 50 AREA 5 .060 7.8000 .19 SUBAREA 50 AREA 30 .069 7.6000 .21 SUBAREA 50 AREA 25 .077 7.8000 .24 SUBAREA 50 AREA 100 .094 7.8000 .29 SUBAREA 60 AREA 2 .026 7.8000 .08 SUBAREA 60 AREA 5 .030 7.0000 .09 SUBAREA 60 AREA 10 .035 7.0000 .11 SUBAREA 60 AREA 25 .039 7.7500 .12 SUBAREA 60 AREA 100 .047 7.7500 .14 SUBAREA 70 AREA 2 .009 7.7500 .03 SUBAREA 70 AREA 5 .010 7.BOo0 .03 SUBAREA 70 AREA 30 .012 1.8000 .04 SUBAREA 70 AREA 25 .014 1.8000 .04 SUBAREA 70 AREA 100 .017 7.8500 .05 S/N: A21901707DC9 Weber Elliott Engineers PC PondPack Per. 6.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Master Network .anary .9¢ 1.03 Name... watershed File.... P:\PROTECTS\02-34\Other\DEVELOPED UROLOGY.PFW MASTER NETWORK SUY.MARY SCS Unit Hydrograph Method SIN: A219017070C9 weber Elliott Engineers PC PondBack Ver. 8.0033 Ti., 9:31 AM Date: 5/22/2003 ('Node -Outfall; +Node -Diversion;) (Tran= HYG Truncation: 018nk-NOne; L=Left; R=Rt; LR=LeftdRt) Max Return HYG Dol Qpeak Qpeak Max WSEL Pond Storage Node 17) Type Event ..-it Tran hre c£s ft ac -ft SUBAREA 80 AREA 2 .011 7.8000 .03 SUBAREA 80 AREA 5 .013 7.8000 .04 SUBAREA 80 AREA 10 .015 7.6000 .04 SUBAREA BO AREA 25 .010 7.6500 .05 SUBAREA 80 ARRA 100 .022 7.8500 .07 SUBAREA 90 AREA 2 .015 7.6000 .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 weber Elliott Engineers PC PondBack Ver. 8.0033 Ti., 9:31 AM Date: 5/22/2003 Type.... Vol: Elev-Area ,a 2.01 Name.... P014D 10 File.... P:\PHOS CTS\02-39\Other\DEVELOPED UROLOGY.PPW Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (aq.in) (acres) (..pea) (ec-fp (.e -ft) ------------------- 431.30 --' ----- ------------------------------------------------ .1201 .0000 .000 .000 932.00 - .1750 .4401 .220 .220 433.30 ----- .1940 .5533 .092 .312 POND VOLUME EQUATIONS Incremental volume computed by the Conic Method for Asa eevoit Volumes. Volume = (1/3) (EL2-ELI) (Areal + Aiea2 + 9q.Ct.(Ateal*Area2)) where: ELI, EL2 a Lower and upper elevations of the increment Areal,Area2 Areas computed for ELI, EL2, respectively Volume Incremental volume between ELI antl PLO 5/N: A21901703OC9 Weber Elliott Engineers PC PcndPaak Ver. 8.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Outlet Input DA z 3.01 Name.... Outlet 1 File.... P:\PROTECTS\02-34\Other\DEVELOPED UROLOGY.PPW REQUESTED POND WS ELEVATIONS: Min. Eleni= 431.30 ft Increment .10 ft Max. Ele, 433.30 £t �a «nu+'•�'-"`OUTLETS CONNRCTIV1TY --- > Forward Flow Only (Up Stream to Dn Stream) <--- Reverse Flow Only (DnSizcau to OpStrnam) <---> FOrwa[d and Reverse Both Allowed St CUCture No. Outfall E1, It E2, ft _ _ ____ ___ ___ _____ 0rif4ce-11rcular OI -- I CV 431.350 433.300 Stand Pipe RP --> CV 432.600 433.300 Orifice -Circular 02 --> CV 431.950 433.300 Culvert -Circular CV --> TW 430.180 433.300 TP SETUP, DS Channel S/N: A219U17070C9 Weber Elliott Engineers PC PondPack ver. 8.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Outlet Input D. Name.... Outlet 1 Fi'-e.... P:\PROJECTS\02-34\Other\ORVELOPEC UROLOGY. PEW OUTLET STRUCTURE INPUT DATA Structure ID - 01 Structure Type = Orifice -Circular # of Openings - 1 invert CIA, - 431.35 it Diameter - .5000 it Orifice Coeff. - .600 Structure ID = RP Structure Type - Stand Pipe ------------------------------------ # of Openings = 1 Invert Sic, 432.60 ft Diameter =4.0000 ft Orifice Area = 12.5664 sq.£t Orifice Coeff. _.700 Weir Length = 12.57 ft Weir. Coeff. = 2.600 R, Submerged = .000 R, Reverse = 1.000 Rb,Earrel - .000000 (per it Of full flow) Barrel Length .00 ft Mannings n - .0000 Structure ID - 02 Structure Type = Orifice -Circular ------------------------------------ # of Openings = 1 Invert Elev. = 431.95 It Diameter = .5000 ft Orifice. COeff. _ .600 ,e 3.02 SIN: A219017070C9 Weber Elliott Engineers PC POndE.lk aur. 6.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Outlet Input he. ae 3.03 Name.... Outlet 1 File.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY PPW OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert-Circular ------------------------------------ No. -----------------No. Barrels = 1 Barrel Diameter = 1.2500 ft Upstream Invert 430.78 fr Dnstream Invert = 430.21 it Rorie. Length = 541.61 ft Barrel Length 541.67 It Barrel Slope = .00105 £t/ft CUTLET CONTROL DATA... Mannings n .0100 Be = .5000 (forward entrance loss) BE = .013743 (per ft of full flow) An = .5000 (reverse entrance loss HW Convergence - .001 +/- ft INLET CONTROL DATA... Equation form 1 Inlet Control K = .0075 Inlet Control M - 2.0000 Inlet Control c = .03790 Inlet Control Y - .6900 T1 ratio (HW/D) = 1.136 'I2 ratio (HW/D) - 1.296 Slope Factor -.050 Use unzubmarged inlet Control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 age. above T2 elev. In transition zone between ..submerged and submerged inlet control, interpolate between flows at TI 6 T2... At T1 Slav 432.20 It --- > Flow = 4.80 cfs At T2 Elev = 432.40 ft ---> Flow - 5.49 cfs Structure ID = TW Structure Type = TW SETUP, IS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations- 30 Min. TW tolerance - .01 ft Max. TN tolerance = .01 ft Min. HW tolerance = .01 it Max. HW tolerance = .01 It Min. Q tolerance - .10 cfs Max. Q tolerance - .10 efs 5/N: A219017070C9 Weber Elliott Engineers PC PondPack vel. 8.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Pond Routing Sa. -ry a 4,01 Name.... POND 10 OUT Tag: Dev 2 Event: 2 yr File.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY.PPW Storm... TypaIA 24hx Tag: DeV 2 LEVEL POOL ROUTING SUMMARY HYG pit = P:\PROJECTS\02-34\0ther\ Inflow HYG file =work pad.hyg - POND 10 IN Dev 2 Outflow HYG file work,pad.hyg - POND 10 OUT Dev 2 Pond Node Data = POND 10 Pond Volume Data = POND 10 Pond Outlet Data - Outlet 1 Infiltration = 2.0000 in/hr INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 431.30 1t Starting Volume = .000 ac -ft Starting Outflow = .00 cfs Starting Infiltr. _ .DO cfs Starting Total gout= .00 cfs Time Increment - .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 1.41 cfs at 7.8500 has Peak Outflow = .36 cfs at 8.3500 has Peak Infiltration - .28 cis, at 8.3500 Ars ----------------------------------------------------- Peak Elevation - 431.18 it Peak Storage - .062 ac -ft MASS BALANCE (ac -ft) -------------------------- + Initial Vol .000 + HYG Vol IN = .455 - Infiltration = .373 - HYG Vol OUT .002 - Retained Vol - .000 Unrouted Vol = -.000 ac -ft (.0006 of Inflow Volume) SIN: A2190ll C70C9 Weber Elliott Engineers PC POndPAek Vee. 5.0033 Time: 9:31 AM Date: 5/22/2003 Type.... Pond Rauting Su, try e 4.02 Names.., FOND 10 OUT Tag: Dev - Event: 5 ye File.... ':\PROJECTS\02-34\0.ther\DEVELOPED DRCLOGY.PPW 7.8500 Storm... TypeIA 24hr 9'ag: 'Dev 5 hrs LEVEL FOOL nOUTIFG SUMMARY Outflow ITYG Dir P:\PROJECTS\D2-34\Other\ cfs inflow HYG file work pad.hyg - FOND SO IN Dav 5 Outflow HYG file = work pad.hyg - POND 10 OUT Dev 5 Pond Node Data = POND 10 Infiltration = Pond Volume Data - POND 10 cfs Pond Outlet Data - Outlet 1 8.3000 Infiltration = 2.0000 in/hr :vs INSTIAI. CONDITIONS Elevation - ----------------------------------- Starting WE Elan = 631.30 It fl- tPeak Starting Volume - .000 aa-fC Starting Outflow .00 cfa Starting In Lilt'. '_ .00 c= Storoae - Starting Total Cent- .00 cfa ae-Ct Tima Increment .0500 his !NF'LO'N/OUT£i.041 HYDROGRAPH SUMMARY Peak Inf18w 1.65 cfs at 7.8500 hrs Peak Outflow .49 cfs 9.2500 ars _enk Infiltration = .28 cfs at 8.3000 :vs ----------------------" Peak Elevation - ------------------------------ ' 431.88 fl- tPeak Peak Storoae - .075 ae-Ct M SS BALANCE (ac -ft) -------------------------- rLal Vol = .000 + HYG Vol IN - .530 - infiltra_ion .408 - HYG Vol OUT .123 - Retained Vol m .ODD unrguted Vol .000 ac -ft (.0004 or Inflow volume) S/N: A219017070C9 Weber ELliott Engineers PC PondPack Ver. 8.0033 gime: 9:31 AM Date: 5/22/2003 Type.... Pond Routing SO my Name.... POND 30 OUT Tag: Dev 10 File.... P:\PROJECTS\02-34\Other\DEVELOPED OROLOGY.PPN Storm... TypeIA 24hr Tag: Dev 10 LEVEL POOL ROUTING SUMMARY HYG Dir P:\PROJECTS\02-34\Other\ Inflow HYG file = ork_pad.hyg - POND 10 IN Dev 10 Outflow HYG file = work_pad.hyg - POND 10 OUT Dev 10 Pond Node Data = POND 10 Pond Volume Data = POND 10 Pond Outlet Data - Outlet 1 Infiltration - 2.0000 in/hr INITIAL CONDITIONS ---------------------------------- Starting w5 Elev 431.30 it Starting Volume .000 ac -ft Starting Outflow = .00 c£e Starting In£iltr. _ .00 ofe Starting Total Qcut= .00 oft Time Increment = .0500 hes INFLOW/ODTFLO`d HYDROGRAPH SUWARY Peak Inflow = 1.86 cfs at 7.6500 Ars Peak Outflow - .58 cfe at 8.2500 hrs Peak Infiltration .29 cfs at 8.3000 hrs ----------------------------------------------------- -------------------- Peak Elevation 431.98 It _____Peak Peak Storage = .089 ae-ft FREE BALANCE (Re -ft) -------------------------- + Initial vol = .000 + HYG Vol IN = .606 - Infiltration - .436 - HYG Vol OUT - .169 - Retained Vol = .00E Unroofed Vol - -.000 ac -£t (.000& of Inflow volume) 4.03 Event: 10 yr 5/N: A21901707OC9 Weber Elliott Eagineers PC Pond Pack Ver. 8.0033 Time: 9:31 AM Date: 5/22/2-003 Type.... Pond Routing E, ity Inflow NdmQ.... PON. 10 OUT Taj: Dew 25 at Fila.... P:\PROS£C1'S\C2-34\0ther\DEVELOPED OROLOGY.PPW er=. Storm... TypeIA 2ehr Tng; Oev 25 .68 cfe LEVEL POOL ROOTING SUMMARY 6.2500 HIG Die; = P:\PROJECTS\02-34\Other\ Infiltracon nflov HYG file - ork pad.hyg - POND 10 IN Dev 25 Outflow NYG Eile - work pad.hyg - POND le OUT Dev 25 ?old [lode Data = LORD 10 ft Pond Volume Data - POND 10 Pond Outlet Data = Outlet 1 .303 Infiltration 2.0000 in)hx INITIAL CONDITIONS _.. _._ ------------------------- Starting WE Elev 431.30 Startinag Volume = .000 ac -ft Starting Outflow .00 cf5 Starting Infiltr. _ .00 efa Starting Tctal Gout- .00 of. Time Increment = .0500 hit INFLOW)OOTEL0W HYDHOGRAFn SOEJEARY Peak Inflow 2.09 efe at 7.85CO er=. Peak Out£l.e - .68 cfe et 6.2500 bra Peak Infiltracon .30 cfs at 8.3000 hrs ---------------------------------------------------`- Peak El ... ticn 432.0] ft Peak St .... e = .303 ac -ft MASS BALANCE (ac -ft -------------------------- + Initial vol .000 + HER Vol IN - .681 - Infiltration .460 - HER Vol OUT ,222 - Retained Vol = .000 Uprooted Vol -.000 do -£t (.000& of Inflow Volume) e 4.04 Event: 25 yr 5/0: A219017c1009 Weber Elliott Engineers PC vendPack ver. 8.0033 Time: 9:31 AM Date: 522/2003 Type.... Pond Routing S ary a 4.05 Name.... POND 10 00'1' Tag: Dav100 EVenC 100 ye File.... P:\PROJECTS\02-34\Other\DEVELOPED UROLOGY.PPW 7.8500 Storm... TYpeIA 24hr Tag: OeV100 Peak LEVEL POOL ROUTING SU4MARY .93 HYG Die = P:\PROJECTS\02-34\Other\ at Inflow HYG file = orkyad.hyg - POND 10 IN Dev100 Outflow NYC file = work pad.hyg - POND 10 OUT Dev100 Pond Node Data = POND 10 cfa Pond Volume Data POND 10 8.3000 Pond Outlet Data Outlet 1 ----------------------------------------------------- Peak Infiltration = 2.0000 ./he 432.24 INITIAL CONDITIONS ---------------------------------- Starting WE Elev = 431.30 it Starting Volume = .000 ac -ft Storage Starting Outflow .00 ofa ac -ft Starting Infiltr. _ .00 cfa Starting Total pout= .00 cfa Time Increment = .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUNDARY Peak inflow = 2.55 cfa at 7.8500 hes Peak Outflow a .93 cfa at 8.2500 her Peak Infiltration - .31 cfa at 8.3000 hra ----------------------------------------------------- Peak Elevation= 432.24 it Peak Storage .128 ac -ft MASS BALANCE bac-ft) -------------------------- + Initial Vol .ODO + RYG Vol IN - .833 - Infiltration .493 - XYG Vol OUT = .340 - Retained Vol .000 Unrouted Vol = 000 ac -ft (.0008 of Inflow Volume) SIN: A219017090C9 Weber Elliott Engineers PC POndPaOk Ver. 8.0033 Time: 9:31 AN Date: 5/22/2003 PandMaker Design Wizard Taeget Peak Peak Out MaWunn Fnseboard Max . fvetum Es EverH (cf6)_ (cf.) Target (A) (ft ) -A O) 2 0.38 0.36 1.580% 431.78430 1.516 _._ _ 0.062141. .. 5 0:51 0,49 1.400% 631.87952 1.420. 0.07532, 10 0.65 0.58 -10.554% 431.97632 1.324 0.089051 25 0.79 0.68 -13.963% 432.06995 1130 0.10265' 100. 1.10 0.93 -14.912% 432.23825 1.062 0.12791 /_19>>1ilk 1NUM i7 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 HydmCAD®10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Page 1 Summary for Pond Ill 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 at, 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-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 431.31'@ 8.01 hrs Surf.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 SurF.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 OutFlow Max=0.20 cfs @ 8.01 hrs HW=431.31' (Free Discharge) 1=Exfiltration (Exf Ilration Controls 0.20 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=431.30' (Free Discharge) =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 Rainfal1=3.50" Prepared by (enter your company name here) Printed 5/23/2022 HHydroCAD®10.00-26 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Pace 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-Stor-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 del. 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 Surf.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 inlhr Exfiltratlon over Surface area Phase -In= 0.01' #2 Device 4 431.35' 6.0" Vert. OrificefGrate 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 OutFlow Max=0.27 cfs @ 8.38 hrs HW=431.76' (Free Discharge) '--1=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.37 cfs @ 8.38 hrs HW=431.76' (Free Discharge) 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) =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 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Page 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 at, 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-Stor-Intl 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 1728.3 - 687.4 ) Volume Invert Avail.Storage Storage Description #1 431.30' 13,600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -11) (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= 431.30'1430.00' S=0.0650'1' 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=0.28 cfs @ 8.37 hrs HW=431.86' (Free Discharge) L-1=Exfiltration (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=0.48 cfs @ 8.37 hrs HW=431.86' (Free Discharge) Culvert (Passes 0.48 cfs of 1.08 cfs potential flow) E3= 32=Orifice/Grate (Orifice Controls 0.48 cfs @ 2.45 fps) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) 22-216 Storm recreate '03 design Type IA 24 -hr Custom 10 -yr Raintall=4.50" Prepared by {enter your company name here) Printed 5/23/2022 HydmCAD®10.00-26 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Page 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-Stor-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. lime= 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 Surf.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 Exfiltratlon 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 OutFlow, Max=0.29 cfs @ 8.38 hrs HW=431.96' (Free Discharge) 'L1=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=0.57 cfs @ 8.38 hrs HW=431.96' (Free Discharge) 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) =Orifice/Grate ( Controls 0.00 cfs) 22-216 Storm recreate '03 design Type IA 24 -hr Custom 25 -yr Ralnfall=5.00" Prepared by (enter your company name here} Printed 5/23/2022 HydroCAD®10.00-26 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Pace 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, Alten= 53%, Lag= 27.7 min Discarded = 0.30 cis @ 8.38 hrs, Volume= 0.463 of Primary = 0.67 cfs @ 8.38 hrs, Volume= 0.223 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dl= 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 1731.3 - 679.3 ) Volume Invert Avail.Storage Storage Description #1 431.30' 13,600 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.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 OutFlow Max=0.30 cfs @ 8.38 hrs HW=432.05' (Free Discharge) L7=Exfiltmtion (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.67 cfs @ 8.38 hrs HW=432.05' (Free Discharge) t--4--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) =Orifice/Grate ( Controls 0.00 cfs) .1. x 111E 1310 1311 B1 4� kt 'sic 6 sin 11 e a: Basi 1 B2 T T 139 Bas n2 B Bas, 'IIS'. ', P? B12 Basin 1 B5 e B4 T �: Bas s a � k a Basin j B8 B7 36 Basing Basin 4 e is PARK F E1 B1 N Parking 24R 4 IRaacM1l aasare-Poei Neaoiaea (ine under Development Padine scalls) P1 NEW Storm Planter Subcat Reach on. Link Routing Diagram for 22-216 Storm Mod25 Prepared by {enter your wmpany name here}, Printed 1/182023 HytlroCAD®10.00-26 s n 1 D784 0 2020 HydmCAD Sof vans Solutions LLC 22-216 Storm Mod25 Type IA 24 -hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here) Printed 1/18/2023 HydroCAD® 10.00-26 s/n 10784 02020 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 131: 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" Area (sf) CN Description 3,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 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" Area (sf) CN Descriotion ' 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) (f/sec) (cfs) 2.0 Direct Entry, 2.0 0 Total. Increased to minimum Tc = 5.0 min Summary for Subcatchment B71: 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" Area (sf) CN Description * 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 Type IA 24 -hr 10 -yr Rainfall=4.30" Prepared by (enter your company name here) Printed 1/18/2023 HydroCADO 10.00-26 sin 10784 © 2020 HydroCAD Software Solutions LLC Page 19 Tc Length Description 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 of, 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 Descriotion ' 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) (fVft) (ft/sec) (cfs) 6.8 Direct Entry, Summary for Subcatchment B2: Basin 2 Runoff = 0.23 cfs @ 7.89 hrs, Volume= 0.077 of, 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" Area (sf) CN Description ' 8,500 98 Pavement 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 3.7 Runoff = 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B3: Basin 3 0.10 cfs @ 7.90 hrs, Volume= 0.034 of, 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 Type IA 24 -hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here} Printed 1/18/2023 HydroCAD® 10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Pace 20 Area (sf) CN Description * 3,600 98 Pavement * 1.450 80 Landscaoe 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) (fUft) (ft/sec) (cfs) 3.4 Direct Entry, 3.4 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 134: Basin 4 Runoff = 0.16 ds @ 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" Area (sf) CN Description * 6,300 98 Pavement 900 80 Landscape 7,200 96 Weighted Average 900 80 12.50% Pervious Area 6,300 98 87.50% Impervious Area Tc Length Slope Velocity Capacity Description 2.8 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 135: 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" Area (sf) CN Description * 7,700 98 Pavement " 1 20n An lands.... 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 3.3 0 Total, Increased to minimum Tc = 5.0 min 22-216 Storm Mod25 Type IA 24 -hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here} Printed 1/18/2023 HydroCAD®10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Pape 21 Summary for Subcatchment 136: Basin 6 Runoff = 0.10 cfs @ 7.88 hrs, Volume= 0.033 at, Depth= 3.92" Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" Area (sf) CN Description * 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 2.7 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 1137: 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 * 200 80 Landscape 3,250 97 Weighted Average 200 80 6.15% Pervious Area 3,050 98 93.85% Impervious Area Tc Length Slope Velocity Capacity Description 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= 3.52" 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" Moc125 Type IA 24 -hr 10 -yr Rainfall=4.30" ter your company name here) Printed 1/18/2023 -26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Page 22 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 139: 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, dl= 0.02 hrs Type IA 24 -hr 10 -yr Rainfall=4.30" Area (sf) CN Description * 1,600 98 Pavement * 1.750 80 Landscaoe 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) (fUft) (ft/sec) (cfs) 1.9 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment PARK: NEW Parking Runoff = 0.15 cfs @ 7.88 hrs, Volume= 0.050 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" Area (sf) CN Description * 5,500 98 Pavement * 90 80 Landscape * 230 80 Landscape 750 98 Water Surface, HSG C 6,570 97 Weighted Average 320 80 4.87% Pervious Area 6,250 98 95.13% Impervious Area 22-216 Storm Moc125 Type IA 24 -hr 10 -yr Rainfa/1=4.30" Prepared by {enter your company name here) Printed 1/18/2023 HydroCAD®10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Page 23 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 Reach 24R: (Reach) Inflow Area = 2.000 ac, 84.65% Impervious, Inflow Depth = 0.93" for 10 -yr event Inflow = 0.43 cfs @ 8.96 hrs, Volume= 0.155 of Outflow = 0.43 cfs @ 8.96 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Summary for Pond E1: Existing -Post Development Inflow Area = 2.000 ac, 84.65% Impervious, Inflow Depth = 1.48" for 10 -yr event Inflow = 0.80 cfs @ 8.50 hrs, Volume= 0.246 of Outflow = 0.49 cfs @ 8.96 hrs, Volume= 0.246 af, Atten= 39%, Lag= 27.8 min Discarded = 0.06 cfs @ 8.96 hrs, Volume= 0.091 of Primary = 0.43 cfs @ 8.96 hrs, Volume= 0.155 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs /2 Peak Elev= 435.80'@ 8.96 hrs Surf.Area= 1,322 sf Storage= 566 cf Plug -Flow detention time= 23.8 min calculated for 0.246 of (100% of inflow) Center -of -Mass det. time= 23.8 min ( 763.5 - 739.7 ) Volume Invert Avail.Storage Storage Description #1 435.30' 3,433 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.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 Exftltration 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'/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Discarded OutFlow Max=0.06 cfs @ 8.96 hrs HW=435.80' (Free Discharge) 1=Exfiltration (Exfiltralion Controls 0.06 cfs) Primary OutFlow Max=0.43 cfs @ 8.96 hrs HW=435.80' TW=0.00' (Dynamic Tailwater) t -4=Culvert (Passes 0.43 cfs of 0.90 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.43 cfs @ 2.29 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 22-216 Storm Mod25 Type IA 24 -hr 10 -yr Rainfall=4.30" Prepared by {enter your company name here) Printed 1/18/2023 HydroCAD® 10.00-26 s/n 10784 02020 HydroCAD Software Solutions LLC Pace 24 Summary for Pond 131: NEW Storm Planter Inflow Area = 1.643 ac, 88.51% Impervious, Inflow Depth = 3.86" for 10 -yr event Inflow = 1.56 ds @ 7.90 hrs, Volume= 0.529 of Outflow = 1.56 cfs @ 7.92 hrs, Volume= 0.529 af, Alten= 0%, Lag= 1.4 min Primary = 1.53 cfs @ 7.92 hrs, Volume= 0.435 of Secondary = 0.03 cfs @ 1.16 hrs, Volume= 0.093 of Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.74' @ 7.92 hrs Surf.Area= 750 sf Storage= 1,307 d Plug -Flow detention time= 78.9 min calculated for 0.528 of (100% of inflow) Center -of -Mass det. time= 79.2 min ( 747.1 - 667.9 ) Volume Invert Avail.Storage Storage Description #1 435.00' 1,500 d Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.00 750 0 0 435.80 750 600 600 437.00 750 900 1,500 Device Routing Invert Outlet Devices #1 Secondary 435.00' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.50' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Primary 436.50' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) rimary OutFlow Max=1.53 ds @ 7.92 hrs HW=436.74' TW=434.04' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.76 cfs @ 1.61 fps) LLL3=Sharp-Crested Rectangular Weir (Weir Controls 0.76 ds @ 1.61 fps) eco dart'tton(Ex filtration t flaation 3 cfs @ols 1.16 hrs 0 03 cfs) HW=435.02' TW=432.00' (Dynamic Tailwater) Summary for Pond S1: New Storage (incl under parking stalls) Inflow Area = 1.643 ac, 88.51% Impervious, Inflow Depth = 3.86" for 10 -yr event Inflow = 1.56 ds @ 7.92 hrs, Volume= 0.529 of Outflow = 0.81 ds @ 8.50 hrs, Volume= 0.484 af, Atten= 48%, Lag= 34.7 min Discarded = 0.13 cfs @ 4.60 hrs, Volume= 0.341 of Primary = 0.68 cfs @ 8.50 hrs, Volume= 0.142 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs 12 Peak Elev= 436.28'@ 8.50 hrs Surf.Area= 2,710 sf Storage= 6,178 cf Plug -Flow detention time= 386.3 min calculated for 0.483 of (91% of inflow) Center -of -Mass det. time= 308.5 min ( 1,055.6 - 747.1 ) 22-216 Storm Mod25 Type /A 24-hr 10-yr Rainfall=4.30" Prepared by {enter your company name here) Printed 1/1812023 HydroCAD®10.00-26 sin 10784 © 2020 HydroCAD Software Solutions LLC Page 25 Volume Invert Avail.Slorage 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' 1,921 cf 3' Module 25 North Parking spaces (Prismatic) Listed below (Recalc) 1,980 cf Overall x 97.0% Voids #3 432.00' 1,048 cf 3' Module 25 East Parking spaces (Prismatic) Listed below (Recalc) 1,080 cf Overall x 97.0% Voids #4 432.00' 2,881 cf 3' Module 25 South Parking (Prismatic) Listed below (Recalc) 2,970 cf Overall x 97.0% Voids #5 432.00' 31 cf 2.00'D x 10.00'H Vertical Cone/Cylinder -Impervious 6,196 cf Total Available Storage Elevation Surf.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 Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 660 0 0 435.00 660 1,980 1,980 Elevation Surf.Area Inc.Store Cum.Store _ (feel) (sq-ft) (cubic-feet) (cubic-feet) 432.00 360 0 0 435.00 360 1,080 1,080 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 990 0 0 435.00 990 2,970 2,970 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'/' Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.13 cfs @ 4.60 hrs HW=432.10' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=0.68 cfs @ 8.50 hrs HW=436.28' TW=435.60' (Dynamic Tailwater) L2=Culvert (Barrel Controls 0.68 cfs @ 2.67 fps) 22-216 Storm Mod25 Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by (enter your company name here) Printed 1/18/2023 HydroCAD®10.00-26 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Pace 26 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" Area (sf) CN Description 3,000 98 Pavement 3,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (fvsec) (cfs) 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 Pervioushmperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr 25 -yr Rainfall=4.80" Area (sf) CN Description 1,100 98 Pavement " 1.350 80 Landscaoe 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 Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here) Printed 1/18/2023 HydroCAD®10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Page 27 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 Direct Entrv_ 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" Area (sf) CN Description " 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" Area (so CN Description " 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 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 Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by (enter your company name here) Printed 1/18/2023 HydroCAD® 10.00-26 s/n 10784 @2020 HydroCAD Software Solutions LLC Page 28 * 3,600 98 Pavement 1,450 80 Landscape 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 iN R--,' 1.., .1-^1 1-11 Direct 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" 98 Pavement �,y„ QMH 900 80 12.50% Pervious Area 6,300 98 87.50% Impervious Area Tc Length Slope Velocity Capacity Description I . ni7'7G7 r(-i111ii1C.H.1rLi7R Summary for Subcatchment 135: 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 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 Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by (enter your company name here) Printed 1/18/2023 HHydroCAD®10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Paoe 29 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' Area (sf) CN Description ' 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 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 ` 200 80 Landscape 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 Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by {enter your company name here} Printed 1/18/2023 HydroCAD®10.00-26 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Page 30 Area (sf) CN Description ` 3,350 98 Pavement ` 1,500 80 Landscape 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 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" 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 to minimum Tc = 5.0 min Summary for Subcatchment PARK: NEW Parking Runoff = 0.17 cfs @ 7.88 hrs, Volume= 0.056 af, Depth= 4.47' 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 * 5,500 98 Pavement * 90 80 Landscape * 230 80 Landscape 750 98 Water Surface, HSG C * 0 80 Lscape 6,570 97 Weighted Average 320 80 4.87% Pervious Area 6,250 98 95.13% Impervious Area 22-216 Storm Mod25 Type IA 24 -hr 25 -yr Rainfall=4.80" Prepared by (enter your company name here) Printed 1/18/2023 HHydroCAD®10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Pace 31 To Length Slope Velocity Capacity Description 2.7 0 Total, Increased to minimum To = 5.0 min Summary for Reach 24111: (Reach) Inflow Area = 2.000 ac, 84.65% Impervious, Inflow Depth = 1.37" for 25 -yr event Inflow = 0.69 cfs @ 8.46 hrs, Volume= 0.228 of Outflow = 0.69 cfs @ 8.46 hrs, Volume= 0.228 af, Men= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs 12 Summary for Pond E1: Existing -Post Development Inflow Area = 2.000 ac, 84.65% Impervious, Inflow Depth = 1.94" for 25 -yr event Inflow = 1.74 cfs @ 8.12 hrs, Volume= 0.324 of Outflow = 0.76 cfs @ 8.46 hrs, Volume= 0.324 af, Atten= 56%, Lag= 20.4 min Discarded = 0.07 cfs @ 8.46 hrs, Volume= 0.096 of Primary = 0.69 cfs @ 8.46 hrs, Volume= 0.228 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.07' @ 8.46 hrs Surf.Area= 1,530 sf Storage= 946 cf Plug -Flow detention time= 23.0 min calculated for 0.324 of (100% of inflow) Center -of -Mass det. time= 23.1 min ( 754.9 - 731.8 ) Volume Invert Avail.Storage Storage Description #1 435.30' 3,433 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.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= 435.30'1434.00' S=0.0650? Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Discarded OutFlow Max=0.07 cfs @ 8.46 hrs HW=436.07' (Free Discharge) t1=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 1.82 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.65 cfs @ 3.30 fps) 1: 3=Orifice/Grate (Orifice Controls 0.04 cfs @ 1.18 fps) 22.216 Storm Mod25 Type 1A 24-hr 25-yrRainfal1=4.80" Prepared by {enter your company name here) Printed 1/18/2023 HydroCAD® 10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Pape 32 Summary for Pond P1: NEW Storm Planter Inflow Area = 1.643 ac, 88.51 % Impervious, Inflow Depth = 4.35" for 25-yr event Inflow = 1.76 cfs @ 7.90 hrs, Volume= 0.596 of Outflow = 1.76 cfs @ 7.92 hrs, Volume= 0.596 af, Atten= 0%, Lag= 1.3 min Primary = 1.72 cfs @ 7.92 hrs, Volume= 0.502 of Secondary = 0.03 cfs @ 1.08 hrs, Volume= 0.093 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.76' @ 7.92 hrs Surf.Area= 750 sf Storage= 1,323 cf Plug-Flow detention time= 71.0 min calculated for 0.595 of (100% of inflow) Center-of-Mass det. time= 71.3 min ( 736.7 - 665.4 ) Volume Invert Avail.Storage Storage Description #1 435.00' 1,500 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 435.00 750 0 0 435.80 750 600 600 437.00 750 900 1,500 Device Routing Invert Outlet Devices #1 Secondary 435.00' 2.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 436.50' 2.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Primary 436.50' 2.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) rimary OulFlow Max=1.72 cfs @ 7.92 hrs HW=436.76' TW=434.51' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.86 cfs @ 1.68 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.86 cfs @ 1.68 fps) Secondary OutFlow Max=0.03 cfs @ 1.08 hrs HW=435.02' TW=432.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond S1: New Storage (incl under parking stalls) Inflow Area = 1.643 ac, 88.51 % Impervious, Inflow Depth= 4.35" for 25 -yr event Inflow = 1.76 cfs @ 7.92 hrs, Volume= 0.596 of Outflow = 1.63 cfs @ 8.16 hrs, Volume= 0.551 af, Atten= 7%, Lag= 14.3 min Discarded = 0.13 cfs @ 4.16 hrs, Volume= 0.344 of Primary = 1.51 cfs @ 8.16 hrs, Volume= 0.207 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.57'@ 8.16 hrs Surf.Area= 2,710 sf Storage= 6,178 cf Plug -Flow detention time= 344.6 min calculated for 0.551 of (92% of inflow) Center -of -Mass det. time= 274.9 min ( 1,011.6 - 736.7 ) 22-216 Storm Mod25 Type /A 24-hr 25-yr Rainfall=4.80" Prepared by (enter your company name here) Printed 1/18/2023 HydroCADO 10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Pace 33 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' 1,921 cf 3' Module 25 North Parking spaces (Prismatic) Listed below (Recalc) 1,980 cf Overall x 97.0% Voids #3 432.00' 1,048 cf 3' Module 25 East Parking spaces (Prismatic) Listed below (Recalc) 1,080 cf Overall x 97.0% Voids #4 432.00' 2,881 cf 3' Module 25 South Parking (Prismatic) Listed below (Recalc) 2,970 cf Overall x 97.0% Voids #5 432.00' 31 cf 2.00'D x 10.00'H Vertical Cone/Cylinder-Impervious 6,196 cf Total Available Storage Elevation Surf.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 Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubiofeet) 432.00 660 0 0 435.00 660 1,980 1,980 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubio-feet) 432.00 360 0 0 435.00 360 1,080 1,080 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.00 990 0 0 435.00 990 2,970 2,970 Device Routing Invert Outlet Devices #1 Discarded 432.00' 2.000 inlhr 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/' Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.79 sf rscarded OutFlow Max=0.13 cfs @ 4.16 hrs HW=432.10' (Free Discharge) =Exfiltration (Exfiltration Controls 0.13 cfs) rimary OutFlow Max=1.49 cfs @ 8.16 hm HW=436.57' TW=435.82' (Dynamic Tailwaler) 2=Culvert (Barrel Controls 1.49 cfs @ 3.19 fps) 22-216 Storm Mod25 Type IA 24 -hr WQ Rainfall=0.83" Prepared by {enter your company name here) Printed 1/18/2023 HydroCAD@ 10.00-26 stn10784 @2020 HydroCAD Software Solutions LLC Page 34 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" Area (sf) CN Description * 3,000 98 Pavement 3,000 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description :n\ /fn'R IH /H\ RHnnn\ 2.9 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment B70: 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" a (sf) CN Descriptioi 1,100 98 Pavement 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) (fVsec) (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" Area (sf) CN Description * 1,300 98 Pavement 1,650 94 Weighted Average 350 80 21.21% Pervious Area 1,300 98 78.79% Impervious Area Mod25 Type IA 24 -hr WQ Rainfall=0.63" ter your company name here) Printed 1/18/2023 -26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Paris 35 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 Direct Entry, 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" Area (sf) ON Description * 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 M Direct 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" Area (sf) ON Descriotion * 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 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 Type IA 24 -hr WQ Rainfall=0.83" Prepared by {enter your company name here) Printed 1/18/2023 HydroCAD®10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Page 36 Area (sf) CN Description * 3,600 98 Pavement * 1,450 80 Landscape 5,050 93 Weighted Average 1,450 80 28.71 % Pervious Area 3,600 98 71.29% Impervious Area To Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (of$) 3.4 0 Total, Increased to minimum To = 5.0 min Summary for Subcatchment 134: 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" Area (sf) CN Description * 6,300 98 Pavement * 900 80 Landscape 7,200 96 Weighted Average 900 80 12.50% Pervious Area 6,300 98 87.50% Impervious Area To Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (fUsec) (cfs) 2.8 0 Total, Increased to minimum To = 5.0 min Summary for Subcatchment 135: 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 To Length Slope Velocity Capacity Description Total, Increased to minimum To = 5.0 min 22.216 Storm Mod25 Type IA 24 -hr WQ Rainfall=a 83" Prepared by {enter your company name here} Printed 111812023 HydroCAD®10.00-26 s/n 10784 © 2020 HydroCAD Software Solutions LLC Pape 37 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" Area (sf) CN Description * 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 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 2.4 0 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 138: 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 Type IA 24 -hr WQ Rainfall=0.83" Prepared by {enter your company name here} Printed 1/18/2023 HydroCAD®10.00-26 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Pape 38 * 3,350 98 Pavement * 1,500 80 Landscape 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 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 Perviousllmperv., Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type IA 24 -hr WQ Rainfall=0.83" * 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) (ftfsec) (cfs) 1.9 Direct Entry, 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" Area (sf) CN Description * 5,500 98 Pavement * 90 80 Landscape 230 80 Landscape 750 98 Water Surface, HSG C * 0 80 Lscape A 97n m 320 80 4.87% Pervious Area 6,250 98 95.13% Impervious Area Mod25 Type IA 24 -hr WQ Rainfall=0.83" ter your company name here) Printed 1/18/2023 -26 sin 10784 © 2020 HydroCAD Software Solutions LLC Pace 39 To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 Direct Entry, 2.7 0 Total, Increased to minimum To = 5.0 min Summary for Reach 24R: (Reach) Inflow Area = 2.000 ac, 84.65% Impervious, Inflow Depth = 0.00" for WQ 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-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Summary for Pond E1: Existing -Post Development Inflow Area = 2.000 ac, 84.65% Impervious, Inflow Depth = 0.08" for WQ 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-Stor-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 of 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 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.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 inlhr Exfiltralion 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? Cc= 0.900 n= 0.010, Flow Area= 0.79 sf iscarded OutFlow Max=0.04 cfs @ 7.97 hrs HW=435.31' (Free Discharge) �11=!Exflltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=435.30' TW=0.00' (Dynamic Tailwater) t--4--Culvert ( Controls 0.00 cfs) �2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 22.216 Storm Mod25 Type IA 24 -hr WQ Rainfall=0.83" Prepared by (enter your company name here) Printed 1/18/2023 HydroCAD@ 10.00-26 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Page 40 Summary for Pond 131: NEW Storm Planter Inflow Area = 1.643 ac, 88.51 % Impervious, Inflow Depth= 0.56" for WQ event Inflow = 0.23 cfs @ 7.92 hrs, Volume= 0.077 of Outflow = 0.03 cfs @ 6.14 hrs, Volume= 0.077 af, Allen= 85%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.03 cfs @ 6.14 hrs, Volume= 0.077 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 436.32'@ 16.91 hrs Surf.Area= 750 sf Storage= 987 cf Plug -Flow detention time= 316.1 min calculated for 0.077 of (100% of inflow) Center -of -Mass det. lime= 316.1 min ( 1,043.8 - 727.7 ) Volume Invert Avail.Storage Storage Description #1 435.00' 1,500 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.00 750 0 0 435.80 750 600 600 437.00 750 900 1,500 Device Routing Invert Outlet Devices #1 Secondary 435.00' 2.000 in/hr 6rfiltration over Surface area Phase -In= 0.01' #2 Primary 436.50' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Primary 436.50' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) :nmaryOutFlow Max=0.00 cfs @ 0.00 hrs HW=435.00' TW=432.00' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) eco i fret on(Exation l Ma3 cfs oc6.14 hrs ls 0 03 cfs)HW=435.02' TW=432.00' (Dynamic Tailwater) Exf Summary for Pond S1: New Storage (incl under parking stalls) Inflow Area = 1.643 ac, 88.51% Impervious, Inflow Depth = 0.56" for WQ event Inflow = 0.03 cfs @ 6.14 hrs, Volume= 0.077 of Outflow = 0.03 cfs @ 7.18 hrs, Volume= 0.077 af, Atten= 0%, Lag= 62.4 min Discarded = 0.03 cfs @ 7.18 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 Bev= 432.00'@ 6.84 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 ( 1,046.7 - 1,043.8 ) 22-216 Storm Mod25 Type IA 24 -hr WQ Rainfall=0.83" Prepared by {enter your company name here) Printed 1/18/2023 HydroCAD@ 10.00-26 s/n 10784 @ 2020 HydroCAD Software Solutions LLC Page 41 #1 432.00' #2 432.00' #3 432.00' #4 432.00' #5 432.00' 315 cf 18" Rock Below Planter (Prismatic) Listed below (Recalc) 1,050 cf Overall x 30.0% Voids 1,921 cf 3' Module 25 North Parking spaces (Prismatic) Listed below (Recalc) 1,980 cf Overall x 97.0% Voids 1,048 cf T Module 25 East Parking spaces (Prismatic) Listed below (Recalc) 1,080 cf Overall x 97.0% Voids 2,881 cf 3' Module 25 South Parking (Prismatic) Listed below (Recalc) 2,970 of Overall x 97.0% Voids 31 cf 2.00'D x 10.00'H Vertical Cone/Cylinder -Impervious 6,196 cf Total Available Storage Elevation Surf.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 Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 432.00 660 0 0 435.00 660 1,980 1,980 Elevation Surf.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 Surf.Area Inc.Store Cum.Store (feet) (sq -fl) (cubic -feet) (cubic -feet) 432.00 990 0 0 435.00 990 2,970 2,970 Device Routing Invert Outlet Devices #1 Discarded 432.00' 2.000 in/hr Exl'iItration 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'/' Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.03 cfs @ 7.18 hrs HW=432.00' (Free Discharge) t—I=Exfiltration (Exfillration Controls 0.03 cfs) Zrimary OutFlow Max=0.00 ds @ 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 34 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 sand, 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 routinely (e.g., no less than quarterly) 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. Invasive 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 impaired. Vegetation shall be replaced within a specific timeframe, e.g., 3 months, or irnmediatel if re uired to maintain cover density and control erosion where soils are ex osed. Debris a¢d Litter shall be removed to ensure stormwater infiltration and to prevent clogging of overflow 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 property owners and tenants. A copy of the O&M Plan shall be provided to all property 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 stournwater 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: I. 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 thrrrengensis 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 Aonendix 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 elle is stabilized, the contractor should ronnove 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 storrnwater system. Once the controls are removed, the system should be flushed to remove any sediment or construction debris by fallowing the maintenance procedure outlined below. Boring 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 thardscapa, 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 an 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 atthe change of seasons for regions thea experience adverse conditions (leaves, cinders, salt, sand, 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 rata changes. 3 If there Is a sufficient need far cleanout, contact local cleaning company for assistance. Cleaning: 1. If a pretreatment device is installed, follow menu'acturer recommendations. 2. Using a vacuum pump truck, evacuate debris from the Inflow and outflow paints. 3. Flush the system with clean water, forcing debris from the system. 4. Repeat steps 2 and 3 until no debris is evident - az