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HomeMy WebLinkAbout18-36P Engineering Report Philip R Smith Engineering Summary Report For The _ Proposed Philip R. Smith Elementary School Located at 949 Avery Street South Windsor, CT Submittal to the: Town of South Windsor, CT Date: June 5, 2018 F u► 0 3JOSPT. NOSOR PLA Prepared By: _ o �i���{t1111it/rl!/ G O N rYF rf'j°i #� LRC Engineering&Surveying,D.P.C. ` Land Resource Consultants,Inc. 160 West Street,Suite E LRC Engineering&Surveying,P.C. Cromwell,CT 06416 LRC Environmental Services,Inc. Tel: (860)635-2877 Fax: (860)6354226 //// Np� LRC Engineering and Surveying,LLC Connecticut SBE Certified Offices in Connecticut,New York&New Jersey Planning • Civil Engineering • Environmental Services • Land Surveying • Landscape Architecture Proposed Philip R Smith Elementary School Engineering Summary Report Table of Contents Topic Pa-ge Introduction 2 Existing Site Conditions 2-3 Proposed Improvements 3 Site Drainage Design 3-4 — Method of Analysis 4 Runoff Summary 4-5 Conclusions 5 Appendix A — Storm System Design Details 1) Soils Maps 2) TSS Calculation Summary 3) Outlet Protection Design 4) Water Quality Volume Calculations — Appendix B — Post Construction Inspection & Maintenance Appendix C — Pre & Post Developed Hydrologic Data 1) 2, 10, 25, and 100-Year Storm Runoff Data 2) Pre and Post Developed Drainage Area Maps Appendix D — Flood Insurance Rate Map Appendix E — Permeability Results Proposed Philip R. Smith Elementary School June 5, 2018 Engineering Summary Report Introduction This summary report has been prepared to review the site engineering and stormwater drainage design for the Proposed Philip R Smith Elementary School located on the west side of Avery Street. The Engineering Summary Report was prepared in accordance with the Town of South Windsor Regulations. Existing Site Conditions A school building containing approximately 42,750 square feet with associated parking areas, loading, play areas and sports fields exists on the property. The school is bordered to the west by Dart Brook and north and south by residential properties. The property has one access point. The access from Avery Street includes a bituminous concrete driveway along with a bituminous sidewalk. This parcel contains approximately 15.12 acres and is located in the Rural Residential District. The surrounding properties to the north are located in the Designed Residence District. The surrounding properties to the west are located in the AA-30 Limited Residential District. And the surrounding properties to the south are located in the Rural Residential District. The south western portion of the property consists of woods, the Dart Brook, field delineated inland wetlands and steep slopes. The northern portion of the property consists of sports fields and a play area. The eastern portion of the property consist of parking areas, bituminous concrete sidewalks, and lawn area. A bituminous concrete parking area consisting of 45 parking spaces exists adjacent to the east of the entrance to the school building and 17 parking spaces located south of the entrance to the building. There currently exists no drainage materials associated with the parking areas, but there is one yard drain located south of the building that discharges into Dart Brook. There is existing storm _ drainage that run along Avery Street. The existing soil types that cover the property are depicted on the soil maps referenced in Appendix E. The surface runoff from the property was analyzed at three locations referred to as Analysis Points. Analysis Point #1 is located at the intersection of the southern property line and where Dart Brook crosses over. Analysis Point#2 is located at the existing catch basin that is located in the south eastern corner of the property that discharges in Avery Street. Analysis Point #3 is located at the northeastern corner of the property where water will discharge off the site into Avery Street. Page 2 Proposed Philip R. Smith Elementary School June 5, 2018 Engineering Summary Report Deep test hole excavations where conducted throughout the property to examine existing soil conditions, identify restrictive soil layers and grab samples for permeability test. Soil samples for permeability tests were grabbed at the bottom of the excavated deep test hole. The test hole data is provided on the construction detail sheets. See Appendix F for Permeability results Proposed Improvements The existing 42,750 square foot school building is being demolished and a 45,710 square foot school building is being constructed in its place. The new building will be orientated parallel with Avery Street. New parking has been provided to accommodate not only the daily demand from faculty and visitors, but also to allow appropriate parking for special events. Improvements associated with the construction of the new school building will include adding a second vehicle and pedestrian access from Avery Street, adding additional parking areas, driveways and sidewalks, and also adding drainage structures and materials to support the new development. The new construction will also include porous pavement areas and underground detention chambers. The project increases the total impervious surface over the entire property. The increase in impervious area and site development will cause an increase in the peak rate of runoff leaving the site. Therefore, on-site stormwater detention will be required, as well as water quality, per CT DEEP requirements, in the form of at least 80% of the Total Suspended Solids (TSS). Site Drainage Design The proposed development of the site consists of the construction of new parking areas and driveways which will be caught in new catch basins, or infiltrate through the proposed porous pavement areas that will be located in the parking stall areas. The new catch basins will flow into proposed underground detention that is designed to detain the 100 year storm event without overtopping the structures. The sizing of the chambers is also intended to hold the water quality volume that will be entering the system. See calculations located in Appendix A. Because the proposed development includes approximately an 9% increase in impervious area, the installation of the underground detention chambers will be installed to lower the overall stormwater runoff from the site. Also to accommodate the increase in impervious area, porous pavement area will be installed as a method of water quality practice. These porous pavement area will consist of a 2 foot section of 30% void under the finished grade of the parking stall areas. These areas were sized to hold the 100 year storm event and in the case that there is excess water, a 4" PVC underdrain pipe is to be installed at the bottom of the pavement section. The underground detention systems have been designed assuming that there is no infiltration occurring through the unit or the stone bedding under the unit. However, infiltration is assumed in the areas of the proposed porous pavement areas. This infiltration rate has been assumed based on test pits completed by Soil Science and Environmental Services, Inc. The rate used was an average of the surrounding test pit location percolation rates. Page 3 Proposed Philip R. Smith Elementary School June 5, 2018 Engineering Summary Report The proposed stormwater management system has been designed in consideration to the need to 1) meet all applicable design criteria set forth within the Town of South Windsor regulations; 2) meet any additional design requirement set forth by the Town Engineer and or the CT DEEP. Per Town of South Windsor Regulations, there is to be zero net increase of stormwater discharge for the 2, 10, 25 and 100-year storm. Method of Analysis The HydroCAD Stormwater Modeling System computer program by Applied Microcomputer Systems was used to analyze and design the storm sewer system. HydroCAD uses the TR-55 curve number method to estimate the quantity and peak rates of runoff produced by each subcatchment; the resulting flows are routed through the different storm system elements to the system's Outlet Points, typically where the stormwater flows leave the subject property. Storm events were analyzed with Type III, 24-hour rainfall values and curve number/cover types as selected from the SCS TR-55 Manual. Also, the minimum of Time of Concentration used was 0.083 hours (5 Minutes) as selected from the SCS TR-55 Manual. Runoff rates chosen from the NOAA Atlas 14, Volume 10, Version 2 located in Windsor, CT are listed below: Design Rainfall Amounts: 2 year 3.14 in. 5 year 4.13 in. 10 year 4.96 in. 25 year 6.09 in. 50 year 6.69 in. 100 year 7.84 in. Detailed Runoff Summary Flow Rate Attenuation Analysis Point#1 _ Storm: Pre (cfs) Post (cfs) Change (cfs) 2 year 10.62 9.55 -1.07 5 year 15.64 14.36 -1.28 10 year 19.88 18.48 -1.40 25 year 25.67 24.12 -1.55 50 year 30.12 28.47 -1.65 100 year 34.60 32.86 -1.74 Page 4 Proposed Philip R. Smith Elementary School June 5, 2018 Engineering Summary Report Analysis Point#2 Storm: Pre (cfs) Post (cfs) Change cfs 2 year 3.05 2.78 -0.27 5 year 4.39 4.13 -0.26 10 year 5.51 5.24 -0.27 25 year 7.04 6.73 -0.37 50 year 8.21 7.87 -0.34 100 year 9.39 9.02 -0.37 Anal is Point#3 Storm: Pre (cfs) Post (cfs) Change cfs 2 year 7.15 6.63 -0.52 5 year 10.52 9.89 -0.63 10 year 13.37 12.65 -0.72 25 year 17.26 16.42 -0.84 50 year 20.24 19.32 -0.92 100 year 23.25 22.25 -1.00 Values listed above are in cubic feet per second. Conclusions This summary report demonstrates that all design criteria set forth by the State of Connecticut and Town of South Windsor have been met or exceeded, and all design and mitigation measures have been derived from standard practices and procedures as directed by the Connecticut DEEP and DOT design manuals. In conclusion, the proposed project will satisfy all design requirements as have been stipulated by the Town, State and Federal regulations that may apply. Page 5 Proposed Philip R. Smith Elementary School June 5, 2018 Engineering Summary Report _ Appendix A - Storm System Design Details 1) Solis Map 2) TSS Calculation Summary 3) Outlet Protection Design Data 4) Water Quality Volume Calculations _ Page 6 ry Hydrologic Soil Group—State of Connecticut 6o M !V � m n � 702950 703010 703070 703130 703190 703250 703310 703370 703430 7C349D 41°51'S9"N � 41°51'S9"N 0 o_ n 41°51'47'N 41°51'47"N 7C2950 703010 703070 703130 703190 703250 703310 703370 703430 703490 3 Map Scale:1:2,720 fi printed on A landscape(11"x 8.5")sheet Di N N Meters n 0 40 80 160 240 .\ 0 100 200 400 600 Feet Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:U1M Zone 18N WGS84 USDA Natural Resources Web Soil Survey 6/5/2018 21111111111111 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—State of Connecticut MAP LEGEND MAP INFORMATION Area of Interest(AOI) C The soil surveys that comprise your AOI were mapped at FJ Area of Interest(AOp C/D 1:12,000. Soils D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons 0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil ® A/D water Features line placement.The maps do not show the small areas of B Streams and Canals contrasting soils that could have been shown at a more detailed Transportation scale. B/D ,� Rails Please rely on the bar scale on each map sheet for map C Interstate Highways measurements. C/D Source of Ma we.w US Routes p: Natural Resources Conservation Service D Web Soil Survey URL: Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts A distance and area.A projection that preserves area, such as the . Aerial Photography Albers equal-area conic projection,should be used if more r•rr A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as ,y B/D of the version date(s)listed below. .� C Soil Survey Area: State of Connecticut Survey Area Data: Version 16,Sep 15,2017 �y C/D Soil map units are labeled(as space allows)for map scales .ter D 1:50,000 or larger. 0 Not rated or not available Date(s)aerial images were photographed: Sep 29,2013—Oct Soil Rating Points 16,2016 A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background A/D imagery displayed on these maps.As a result,some minor B shifting of map unit boundaries may be evident. B/D �Spp Natural Resources Web Soil Survey 6/5/2018 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—State of Connecticut r Hydrologic Soil Group - Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 32A Haven and Enfield soils, B 1.5 4.5%' 0 to 3 percent slopes 32B Haven and Enfield soils, B 1.1 3.3% 3 to 8 percent slopes 37C Manchester gravelly A 1.2 3.6%' sandy loam,3 to 15 percent slopes 37E Manchester gravelly A 0.2 0.7% sandy loam, 15 to 45 percent slopes - 108 Saco silt loam B/D 3.8 11.4% 232B Haven-Urban land B 8.2 24.4%'. complex,0 to 8 percent slopes 237C Manchester-Urban land A 0.6 1.9% complex,3 to 15 percent slopes 306 Udorthents-Urban land B 16.9 50.2% complex Totals for Area of Interest 33.7 100.0%' USDA Natural Resources Web Soil Survey 6/5/2018 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group--State of Connecticut Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. _ Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. _ If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method. Dominant Condition Component Percent Cutoff: None Specified _ Tie-break Rule: Higher usDA Natural Resources Web Soil Survey 6/5/2018 Conservation Service National Cooperative Soil Survey Page 4 of 4 I I I 1 1 I I I I I 1 1 I i I I 1 1 I V INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Flared End Section#1 B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E d Porous Pavement IF 0.80 1.00 0.80 0.20 N i Deep Sump and Hooded 0 0 Catch Basin 0.25 0.20 0.05 0.15 d = W Q 0.00 0.16 0.00 0.15 0) •— ~ 5 0.00 0.15 0.00 0.15 t� V 0.00 0.15 0.00 0.15 Separate Form Needs to be Completed for Each Total TSS Removal = 85% Outlet or BMP Train Project. Philip R Smith School Prepared By: LRC Group *Equals remaining load from previous BMP (E) Date: 6/13/2018 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass.Dept. of Environmental Protection INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Locationd Flared End Section#2 B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E 4) 4) Porous Pavement 0.80 1.00 0.80 0.20 � N iDeep Sump and Hooded 0 0 Catch Basin 0.25 0.20 0.05 0.15 d 0 Infiltration Basin 0.80 0.15 0.12 0.03 ~ 5 0.00 0.03 0.00 0.03 C� V 0.00 0.03 0.00::::]l 0.03 Separate Form Needs to be Completed for Each Total TSS Removal - 97% Outlet or BMP Train Project: Philip R Smith School Prepared By: LRC Group *Equals remaining load from previous BMP (E) Date: 6/13/2018 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept.of Environmental Protection Outlet fr©m CFu*�1*3 Storm Draina e S stems 11.13-7 OUTLET PROTECTION-OUTLET VELOCITY< 14 feet/sec OUTLET PIPE DIAMETER OR SPAN in DISCHARGE 12 15 18 24 30 36 42 48 54 60 cfs 0-5 10 10 USE h 6 12 11� , 7 13 12 _ e g 14 13 12 MINjMUM 5 9 14 13 10 15 13 11 - 16 1412 LENGTH 14 ARO 14 16 -14 16 17 15 14 OUTLINED 18 18 16 15 � 20 r17 15 14 } 18 16 15 22 f 24 17 15 14 16 15 , 26 17 28 = 18 16 15 19 17 16 30 x 20 18 17 16 35 40 = . 20 18 17 16 45 . 21 19 18 16 22 20 18 17 50 21 55 19 18 ~ � 22 20 19 60 TM3 2 654 21 20 70 25 22 20 - 26 23 21 75 80 _ 90 � 100 - � �_� . - 28 25 110 27 125 29 130 30 Table 11-12.1 - Length-La(feet) Type A Riprap Apron _ Notes: 1.Bold face outlined boxes indicate minimum La to be used for a given pipe diameter or span. 2.Rounding and interpolating are acceptable. W 2.=3Sp+0'7 Lo. 115 0.`1 (10) 10` c5 use v { 1 use rooO(ei r(prop May 2002 10' L x <<,W Wd i q f-6 ? ttP ConnDOT Drainage Manual ©utiefi from CB# i i Storm Drainage Systems 11 13 7 OUTLET PROTECTION-OUTLET VELOCITY< 14 feet/sec OUTLET PIPE DIAMETER OR SPAN in DISCHARGE 12 1 15 1 18 24 1 30 36 42 1 48 1 54 60 cfs 0-5 10 10 USE 6 12 11 7 13 12 8 14 13 12 MINIMUM 14 13 10 15 13 16 14 LENGTH 12 - 14 _ 14 16 14 . 16 _ 17 15 14 OUTLINED 18 18 16 15 _ 20 17 15 14 S= 22 - 18 16 15 24 - 17 15 14 26 Z717 16 15 28 � 18 16 15 _ 30 x 19 17 16 � 35 _ . 20 18 17 40 20 18 17 16 45 x 4 21 19 18 16 50 22 20 18 17 55 21 19 18 60 22 - . 65 n . � 20 19 24 21 20 70 75 22 20 } y 26 23 21 80 24 22 90 26 24 100 z f 28 25 110 _ 125 as 27 29 130 Table 11-12.1 - Length-La(feet) Type A Riprap Apron Notes: 1. Bold face outlined boxes indicate minimum La to be used for a given pipe diameter or span. 2.Rounding and interpolating are acceptable. 3Sp+O:ILQ (10) = 10•775 05e ll'W V=4.3fps Use modified riprap May2002 11' Wx10'L Mod(�ied �tpr� ConnDOT Drainage Manual Ou-uet from `1��2q Storm Draina e S stems 11.13-7 r OUTLET PROTECTION-OUTLET VELOCITY< 14 feet/sec DISCHARGE 12 15 gUTL 24 PIPE pDIAM[ TER OR SPANK in cfs 54 60 0-5 10 10 USE 6 12 11 7 13 12 14 13 12 P MIN�'MUM 9 14 13y 10 x � 15 13 16 14 kW 11 12 LENGTH ., 14 14 16 > 16 - 14 ._ 17 15 14 18 OUTLINED 18 16 15 t � � E� 17 22 15 I4 r 18 16 15 24 3 fi 2 - 17 15 6 14 17 16 — 28 � � �, 15 y� 30 18 16 15 , E _ 35 19 17 16 � 40 � M � � �20 18 17 n 20 45 -_ 18 17 16 21 19 50x - 18 16 55 22 20 18 17 75 - 22 80 r26 23 21 90 � 24 22 24 110 _ 28 25 130 29 Table 11-12.1 - Length-La(feet) Type A Riprap Apron Notes: 1. Bold face outlined boxes indicate minimum La to be used for a given pipe diameter or span. 2. Rounding and interpolating are acceptable. W2-3S-,-t0--7ta=362)+01(,o-� . 1o° V� V = 2.5�Psv5ern odi f fed npro+ — May 2002 i �x 10,<.. MOdl�te� Bi qrccp y ConnDOT Drainage Manual Proposed Philip R Smith School June 5, 2018 Engineering Summary Report Water Quality Volume Calculations Philip R Smith School Where R = Volumetric Runoff Coefficient = 0.05 + 0.009 x I I = Percent Impervious Coverage A = Site Area in Acres WQV= 1" x R x A/ 12 Drainage Analysis Point#1 Underground Detention for Catch Basins 9, 10 and 11 A = 9,041 SF = 0.2076 ac. I = 7,937 SF = 87.79 % R = 0.05 + 0.009 x 87.79 = 0.84011 WQV = 1" x 0.2076 x 0.84011 / 12 = 0.01453 ac-ft = 633 CF WQV (Required) = 633 CF WQV (Provided) = 798.8 CF Porous Pavement Area for Catch Basins 9, 10 and 11 A = 8,265 SF = 0.1897 acres I = 0.1570 acres = 82.77% R = 0.05 + 0.009 x 82.77 = 0.79493 WQV (Drainage Area) = 1" x 0.79493 x 0.1897 / 12 =0.01257 ac-ft = 547.40 CF WQV (Required) = 547 CF WQV (Provided) = 6841 SF x 2'D x 30% voids =4104.6 CF Porous Pavement Area for Catch Basins 1 and 2 A = 7,278 SF = 0.16708 acres I = 0.1522 acres = 91.08% R = 0.05 + 0.009 x 91.08 = 0.8697 WQV (Drainage Area) = 1" x 0.8697 x 0.16708 / 12 =0.01211 ac-ft = 527.49 CF WQV (Required) = 527 CF WQV (Provided) = 3840 SF x 2'D x 30% voids =2304 CF Porous Pavement Area for Catch Basins 4, 5, 6, and 7 A = 8,623 SF = 0.19796 acres = 0.18726 acres = 94.60% R = 0.05 + 0.009 x 94.60 = 0.9014 WQV (Drainage Area) = 1" x 0.9014 x 0.19796 / 12 =0.01487 ac-ft = 647.74 CF WQV (Required) = 648 CF WQV (Provided) = 4630 SF x 2'D x 30% voids =2778 CF Drainage Analysis Point#2 Underground Detention for Catch Basins 6, 7, 8, 12, and 16, Yard Drains 13, 14 and 15 Proposed Philip R Smith School June 5, 2018 Engineering Summary Report A = 30,183 SF = 0..6929 ac. = 17,918SF = 59.36 % R = 0.05 + 0.009x59.36 = 0.58424 WQV = 1" x 0.6929 x 0.58424 / 12 = 0.0337 ac-ft = 1469.49 CF WQV (Required) = 1470 CF WQV (Provided) = 1480 CF Proposed Philip R. Smith Elementary School June 5, 2018 Engineering Summary Report r Appendix B - Post Construction Inspection & Maintenance Page 7 - 1.0 POST CONSTRUCTION INSPECTION&MAINTENANCE Post-construction, regularly scheduled inspections and maintenance will be necessary to ensure the permanent structural features such as the stormwater management basins and the conveyance system components remain optimally functional and continue to reduce the risk of sediment loading of surface water bodies. When construction is complete, the Contractor will remain responsible for the site until the entire site has reached final stabilization. The site is considered stabilized when all soil disturbing activities have been completed and a full uniform, perennial vegetative cover has been established or equivalent stabilization measures such as the use of mulches or geotextiles have been employed on all unpaved areas and areas not covered by permanent structures. Weekly inspections should continue until the site has reached this point. Additionally, inspections should be performed after every rain event of 0.5 inches or more in 24-hours. At the time of final stabilization, the Owner's Engineer shall perform a final inspection of the site and certify that the site has successfully undergone final stabilization using either vegetative or structural stabilization methods and that all temporary erosion and sediment controls such as silt fence, not needed for long term use, have been removed. At this point, the Owner is responsible for the following: 1. Submit to the CTDEEP a Notice of Termination prepared by the Owners' Engineer. 2. Identify all the permanent stormwater management structures that have been constructed and provide the Land Owner with an Operations and Maintenance (O&M) manual that will be necessary in order for the structures to function properly after the site has been stabilized. Section 1.0 of this report satisfies the O&M requirements. 3. Transfer the Water Quality and Quantity Report and Stormwater Pollution Prevention Control Plan (SWPPP)to the Land Owner. 4. Certify that the permanent structures have been constructed as described by this plan and the drawings. The Land Owner shall overtake responsibility of inspecting and maintaining drainage and erosion control features over the lifetime of the structures. Maintenance personnel, employed by the Land Owner, must be aware of the SWPPP and should be trained to recognize signs that stabilization — measures may not be performing optimally or are failing. The inspection of on-site stabilization measures will become part of routine preventative maintenance practiced by the Land Owner. Inspections should be performed after rain events of 0.5 inches or greater in a 24-hour period and _ at a minimum of once per year. Inspections and maintenance should be performed as described below within this section. 1.1 Inspection Overall Site Inspection The overall site, embankments, vegetation and stormwater conveyance system components including stormwater management areas, 4' deep catch basin sumps, culverts and swales should be inspected regularly after every major rain event of 0.5 inch or greater in a 24-hour period and _ on an annual basis. A rain gauge should be installed and permanently maintained at the site. The inspections should include but are not limited to: 1. Density and condition of vegetation and ground cover. 2. Erosion, differential settlement or cracking of embankment. 3. Bulging or sliding of toe of embankments. 4. Sedimentation of on-site or downstream water bodies. 5. Sedimentation of culverts or swales. 6. Sedimentation of lawn areas, paved areas or drainage outlets. 7. Damage or fatigue of storm sewer structures or associated components. Stormwater Management Areas/Water Ouality Practice Inspection Stormwater management areas and other water quality practices and all associated features such as inlets, outlets, and berms should be inspected regularly after every major rain event of 0.5 inch or greater in a 24-hour period and on an annual basis. A rain gauge should be installed and permanently maintained at the site. The inspections should include but are not limited to: 1. Density and condition of vegetation and ground cover. 2. All features of the basin should be clear of brush and tree growth. 3. Erosion, differential settlement or cracking of basin embankments. 4. Bulging or sliding of toe of embankments. 5. Presence of animal burrows. 6. Evidence of clogging or sedimentation at inlets or outlets. 7. Inlet/outlet riprap should be inspected for scour and dislodged stones and obstructions should be removed. 8. Accumulation of sediments at inlets, outlets, silt traps, and paved leak-offs. 9. All stormwater management area embankments should be inspected to ensure proper function and structural integrity. -_ 1.2 Maintenance Overall Site Maintenance Maintaining vegetative and structural measures for soil protection is necessary to keep the storm water system functioning properly. Maintenance should occur on a regular basis and should include but is not limited to: Seasonal Maintenance 1. Vegetated areas should be maintained to promote vigorous and dense growth. Lawn areas should be mowed at least three times a year but may require more frequent mowings depending on the growth rate. 2. Accumulation of litter and debris should be removed during each mowing or sweep operation. _ 3. Structural components of the storm sewer system such as culverts, catch basin sumps which require repair or replacement should be addressed immediately following identification. 4. Swale and drainageway maintenance will include periodic mowing, occasional spot reseeding and weed control. Weeds and woody plants should be eradicated or cut back since they reduce the efficiency of the drainageway. 5. Rip rap lined outlets that show signs of scour should be repaired. Weed and brush growth at the inlets and outlets should controlled as needed. Winter Maintenance 1. Remove snow and ice from catch basin inlets. Do not stockpile snow adjacent to stormwater management areas since these areas received overland flow during rain events. 2. Snow removed from paved areas should not be piled at inlets/outlets of the storm water management basin. 3. Use of deicing materials should be limited to sand and environmentally friendly chemical products. Use of salt mixtures should be kept to a minimum. 4. Sand used for deicing should be clean, course material free of fines, silt, and clay. 5. Materials used for deicing should be removed during the early spring by sweeping and/or vacuuming. Stormwater Management/Water Quality Maintenance 1. Side slope, embankments, inlets and overflow spillways should be mowed at least three times a year but may require more frequent mowings depending on the growth rate. 2. Trees and shrubs should be removed at the inlets and outlets. 3. Accumulation of litter and debris should be removed during each mowing or _ sweep operation. 4. Structural components of the basin which require repair or replacement should be addressed immediately following identification. 5. Sedimentation of stormwater management basins is dependent on storage capacity, inflow and sediment load. Basins and forebays should be monitored periodically for sediment accumulation. Sediments should be removed when capacity has been reduced by 10%, inlets/outlets become clogged or restricted, or when 6 inches has accumulated. When sediment removal is required, original grades should be restored as shown on the Construction Plans. 6. The stormtech chambers should be maintained per manufacturer's specifications. The chambers should also be inspected/maintained twice a year per manufacturer's specifications; which typically involves measurements of accumulated sediment followed by removal with a "vac-truck". These maintenance measures are to be performed at the Land Owners expense. 7. Inlet/outlet riprap damage due to scour and sedimentation should be repaired. 2.0 CONCLUSION The Engineer has designed a Stormwater Management Plan for the proposed Philip R. Smith. Overall, the proposed stormwater management system reduces and/or eliminates the impacts of the proposed development by controlling and treating stormwater through the use of stormwater management areas, long and flat water quality swales and underground detention. The stormwater management system will function adequately and will not adversely effect adjacent or downstream properties provided it is constructed and maintained as outlined in this plan and as shown on the site plans. Proposed Philip R. Smith Elementary School June 5, 2018 _ Engineering Summary Report Appendix C - Pre & Post Developed Hydrologic Data 1) 2, 10, 25, and 100-Year Storm Runoff Data 2) Pre and Post Developed Drainage Area Maps Page 8 - 1 S (3S) Drainage A alysis Area Drainage A alysis Area - Outlet Point #1 - Outlet Point #2 7L 8L Ex. Outlet Point #1 Ex. Outlet Point #2 (4S, Drainage AlIalysis Area - Outlet Point #3 13L Ex. Outlet Point #3 Subceit Reach on Link Routing Diagram for Overal Prepared by{enter your company name here}, Printed 6/11/2018 Hydro CAM 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Overal Prepared by {enter your company name here} Printed 6/11/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) Area CN Description (sq-ft) (subcatchment-numbers) 220,748 84 50-75% Grass cover, Fair, HSG D (3S, 4S) 120,567 89 <50% Grass cover, Poor, HSG D (1S) 3,773 56 Brush, Fair, HSG B (3S) _ 123,405 98 Paved parking, HSG D (1S, 3S, 4S) 90,723 98 Water Surface, HSG D (1S) 32,287 60 Woods, Fair, HSG B (1 S) _ 91,403 79 Woods, Fair, HSG D (1S) 682,906 87 TOTAL AREA Overal Prepared by{enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 3 Soil Listing (selected nodes) _ Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 36,060 HSG B 1 S, 3S 0 HSG C 646,846 HSG D 1S, 3S, 4S 0 Other 682,906 TOTAL AREA - Overal Prepared by (enter your company name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 0 0 220,748 0 220,748 50-75% Grass cover, Fair 0 0 0 120,567 0 120,567 <50% Grass cover, Poor 0 3,773 0 0 0 3,773 Brush, Fair 0 0 0 123,405 0 123,405 Paved parking 0 0 0 90,723 0 90,723 Water Surface 0 32,287 0 91,403 0 123,690 Woods, Fair 0 36,060 0 646,846 0 682,906 TOTAL AREA Overal Prepared by{enter your company name here} Printed 6/11/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 5 Pipe Listing (selected nodes) _ Line# Node In-Invert Out-Invert Length Slope n Diam/VVidth Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 3S 0.00 0.00 25.0 0.0050 0.013 12.0 0.0 0.0 i i Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/11/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 6 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Analysis Runoff Area=378,767 sf 35.51% Impervious Runoff Depth=1.86" Flow Length=856' Tc=30.6 min CN=87 Runoff=10.62 cfs 58,769 cf Subcatchment 3S: Drainage Analysis Area Runoff Area=93,060 sf 43.03% Impervious Runoff Depth=2.03" Flow Length=515' Tc=25.9 min CN=89 Runoff=3.05 cfs 15,718 cf Subcatchment 4S: Drainage Analysis Runoff Area=211,079 sf 18.75% Impervious Runoff Depth=1.86" Flow Length=437' Tc=19.8 min CN=87 Runoff=7.15 cfs 32,751 cf _ Link 7L: Ex. Outlet Point#1 Inflow=10.62 cfs 58,769 cf Primary=10.62 cfs 58,769 cf Link 8L: Ex. Outlet Point#2 Inflow=3.05 cfs 15,718 cf Primary=3.05 cfs 15,718 cf Link 13L: Ex. Outlet Point#3 Inflow=7.15 cfs 32,751 cf Primary=7.15 cfs 32,751 cf Total Runoff Area=682,906 sf Runoff Volume = 107,238 cf Average Runoff Depth = 1.88" 68.64% Pervious=468,778 sf 31.36% Impervious =214,128 sf Overal Type l// 24-hr 2 year Rainfall=3.14" Prepared by (enter your company name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1 S: Drainage Analysis Area - Outlet Point#1 Runoff = 10.62 cfs @ 12.42 hrs, Volume= 58,769 cf, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf) CN Description 120,567 89 <50% Grass cover, Poor, HSG D 43,787 98 Paved parking, HSG D 32,287 60 Woods, Fair, HSG B 90,723 98 Water Surface, HSG D 91,403 79 Woods Fair, HSG D 378,767 87 Weighted Average 244,257 64.49% Pervious Area 134,510 35.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Elev. 335.1 -321.0 Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Elev. 321.0 -315.0 Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Elev. 315.0-313.0 Mean Depth=2.00' 30.6 856 Total Subcatchment 1S: Drainage Analysis Area - Outlet Point#1 Hydrograph _ ..._ _. _ _ ■Runoff 11 10.62 cfs __ _ Type 1112 -h r . 10 9 2 year Rainfall=3.14" Runoff Area=378,767 sf 8 Runoff Volume=68,769 cf Runoff Depth=IAV 6 _.. _ LL I`low lengtb=856' 5 TG=304 min 4 CN=87 3 — 2 LM 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Runoff = 3.05 cfs @ 12.35 hrs, Volume= 15,718 cf, Depth= 2.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf CN Description _ 49,243 84 50-75% Grass cover, Fair, HSG D 40,044 98 Paved parking, HSG D 3,773 56 Brush, Fair HSG B _ 93,060 89 Weighted Average 53,016 56.97% Pervious Area 40,044 43.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 19 0.0160 0.03 Sheet Flow, Elev. 329.5 -329.2 _ Woods: Dense underbrush n= 0.800 P2= 3.20" 13.4 131 0.0400 0.16 Sheet Flow, Elev. 329.2-324.0 Grass: Dense n= 0.240 P2= 3.20" 1.6 340 0.0320 3.63 Shallow Concentrated Flow, Elev. 318.0 -307.2 Paved Kv= 20.3 fps 0.1 25 0.0050 3.21 2.52 Pipe Channel, CMP Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.9 515 Total Overal Type/1/24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 9 Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Hydrograph - 3.05 cfs I ■Runoff 3 Type III 24-hr 2 year Rainfall=3.14" Runoff Area=93,060 sf 2 Runo#-Volume=15,716 cf Runoff Depth=2.03" Flow Length=515' Tc=25.9 min GN49 _. 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here} Printed 6/11/2018 — HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Runoff = 7.15 cfs @ 12.27 hrs, Volume= 32,751 cf, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf) CN Description — 171,505 84 50-75% Grass cover, Fair, HSG D 39,574 98 Paved parking, HSG D 211,079 87 Weighted Average — 171,505 81.25% Pervious Area 39,574 18.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 45 0.0360 0.13 Sheet Flow, Elev. 318.6-317.0 Grass: Dense n= 0.240 P2= 3.20" — 0.6 46 0.0220 1.22 Sheet Flow, Elev. 317.0 -316.0 Smooth surfaces n= 0.011 P2= 3.20" 10.0 59 0.0170 0.10 Sheet Flow, Elev. 316.0 -315.0 Grass: Dense n= 0.240 P2= 3.20" — 3.2 287 0.0450 1.48 Shallow Concentrated Flow, Elev. 315.0 -302.0 Short Grass Pasture Kv= 7.0 fps 19.8 437 Total — Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Hydrograph 8 ■Runoff 75 cfs Type III 24-h r _._. Z y-ear Rainfall-3.'14" 6 — Runoff Area=211,079 sf 5- Runoff Volume=32,751 Cf _. . Runoff Do pth=1.86" — 4 Flow Length=437' Tc=19.8 min 3 - CN=8 2 1 , 0 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Link 7L: Ex. Outlet Point#1 _ Inflow Area = 378,767 sf, 35.51% Impervious, Inflow Depth = 1.86" for 2 year event Inflow = 10.62 cfs @ 12.42 hrs, Volume= 58,769 cf Primary = 10.62 cfs @ 12.42 hrs, Volume= 58,769 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 7L: Ex. Outlet Point#1 Hydrograph - __ _ ■Inflow 10.62 CfS .. ■Primary nflow Area=378,767 s 10 w 3 6 o u- 5 4- 3 2 1 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 1/124-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 12 _ Summary for Link 8L: Ex. Outlet Point#2 Inflow Area = 93,060 sf, 43.03% Impervious, Inflow Depth = 2.03" for 2 year event Inflow = 3.05 cfs @ 12.35 hrs, Volume= 15,718 cf Primary = 3.05 cfs @ 12.35 hrs, Volume= 15,718 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 8L: Ex. Outlet Point#2 Hydrograph ■inflow 3.05 cfs ■Primary Inflow Aria=93,060 sf 3 ( w v 3 0 LL 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) �. Overal Type/1/ 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Link 13L: Ex. Outlet Point#3 Inflow Area = 211,079 sf, 18.75% Impervious, Inflow Depth = 1.86" for 2 year event Inflow = 7.15 cfs @ 12.27 hrs, Volume= 32,751 cf Primary = 7.15 cfs @ 12.27 hrs, Volume= 32,751 cf, Atten=0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 13L: Ex. Outlet Point#3 Hydrograph 8 ■Inflow 7.15 cfs 7r In Area=211,079 sf 'Primary _ 6 5 3 4 3 2- 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/11/2018 — HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 14 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN — Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Drainage Analysis Runoff Area=378,767 sf 35.51% Impervious Runoff Depth=2.76" Flow Length=856' Tc=30.6 min CN=87 Runoff=15.64 cfs 86,995 cf Subcatchment 3S: Drainage Analysis Area Runoff Area=93,060 sf 43.03% Impervious Runoff Depth=2.95" Flow Length=515' Tc=25.9 min CN=89 Runoff=4.39 cfs 22,841 cf w Subcatchment 4S: Drainage Analysis Runoff Area=211,079 sf 18.75% Impervious Runoff Depth=2.76" Flow Length=437' Tc=19.8 min CN=87 Runoff=10.52 cfs 48,481 cf w Link 7L: Ex. Outlet Point#1 Inflow=15.64 cfs 86,995 cf Primary=15.64 cfs 86,995 cf w Link 8L: Ex. Outlet Point#2 Inflow=4.39 cfs 22,841 cf Primary=4.39 cfs 22,841 cf Link 13L: Ex. Outlet Point#3 Inflow=10.52 cfs 48,481 cf Primary=10.52 cfs 48,481 cf Total Runoff Area=682,906 sf Runoff Volume= 158,317 cf Average Runoff Depth = 2.78" 68.64% Pervious =468,778 sf 31.36% Impervious =214,128 sf Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/11/2018 _HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 15 - Summary for Subcatchment 1 S: Drainage Analysis Area -Outlet Point#1 Runoff = 15.64 cfs @ 12.42 hrs, Volume= 86,995 cf, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description 120,567 89 <50% Grass cover, Poor, HSG D 43,787 98 Paved parking, HSG D 32,287 60 Woods, Fair, HSG B 90,723 98 Water Surface, HSG D _ 91,403 79 Woods, Fair, HSG D 378,767 87 Weighted Average 244,257 64.49% Pervious Area 134,510 35.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Elev. 335.1 -321.0 Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Elev. 321.0-315.0 _ Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Elev. 315.0 -313.0 Mean Depth= 2.00' 30.6 856 Total Subcatchment 1S: Drainage Analysis Area - Outlet Point#1 Hydrograph 17 _ _ ■Runoff ,6 15.64 cfs ,5 Type 11124-hr 14 5 year-Rainfa11=4,13"_. 12 Runoff Area-378,767 Sf__ 11 Runoff_Volume-86,995 uf_ w 10 Runoff Depth=216"- 9 LL 8 _Flow Length=856' _ To=30A min___ 5 CN-87 4 3 2 1 0 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 16 _ Summary for Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Runoff = 4.39 cfs @ 12.35 hrs, Volume= 22,841 cf, Depth= 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description 49,243 84 50-75% Grass cover, Fair, HSG D 40,044 98 Paved parking, HSG D 3,773 56 Brush, Fair, HSG B 93,060 89 Weighted Average 53,016 56.97% Pervious Area 40,044 43.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 19 0.0160 0.03 Sheet Flow, Elev. 329.5-329.2 _ Woods: Dense underbrush n= 0.800 P2= 3.20" 13.4 131 0.0400 0.16 Sheet Flow, Elev. 329.2 -324.0 Grass: Dense n= 0.240 P2= 3.20" 1.6 340 0.0320 3.63 Shallow Concentrated Flow, Elev. 318.0 -307.2 Paved Kv= 20.3 fps 0.1 25 0.0050 3.21 2.52 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' _- n= 0.013 Corrugated PE, smooth interior 25.9 515 Total Overal Type 11124-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 17 _ Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Hydrograph - 4.39 Cfs ■itunoff Type III 24-h r 4 5 year Rainfall=4.13`' Runoff Area=93,060 sf 3 Runoff Volume=22,841 cf Runoff Depth=2.95" __Flow-Length=516'U. 2- Tc=25.9 min GN=89 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ i Overal Type/1/24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/11/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Runoff = 10.52 cfs @ 12.27 hrs, Volume= 48,481 cf, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description 171,505 84 50-75% Grass cover, Fair, HSG D 39,574 98 Paved parking, HSG D 211,079 87 Weighted Average 171,505 81.25% Pervious Area 39,574 18.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 45 0.0360 0.13 Sheet Flow, Elev. 318.6 -317.0 Grass: Dense n= 0.240 P2= 3.20" _ 0.6 46 0.0220 1.22 Sheet Flow, Elev. 317.0 -316.0 Smooth surfaces n= 0.011 P2= 3.20" 10.0 59 0.0170 0.10 Sheet Flow, Elev. 316.0-315.0 Grass: Dense n= 0.240 P2= 3.20" 3.2 287 0.0450 1.48 Shallow Concentrated Flow, Elev. 315.0 -302.0 Short Grass Pasture Kv= 7.0 fps 19.8 437 Total Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Hydrograph _ . -___ 4 _ .. . ___ ..__. . .._ ■Runoff 10.52 cfs Type tt124 10 " 5,year Rainfatt=4.13" Runoff Area=M' 079 sf _ 8 " Runoff Volume=48,481 cf_. w Runoff DePth=2.75'' 3 6 " _ low Length=437'- LL5 .. ,...._ __.._. __.. .... _..._. _ TC 4 7 3 2 1 " 0 '- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by(enter your company name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Link 7L: Ex. Outlet Point#1 Inflow Area = 378,767 sf, 35.51% Impervious, Inflow Depth = 2.76" for 5 year event Inflow = 15.64 cfs @ 12.42 hrs, Volume= 86,995 cf Primary = 15.64 cfs @ 12.42 hrs, Volume= 86,995 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 7L: Ex. Outlet Point#1 — Hydrograph IN Inflow .� 17 - - ■Primary 16 - - 15.64 cfs _ _ _ lnfl©V1/ area=378�767 sf 15 14 13 12 i 10 -- s o g U. 6 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) i Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by{enter your company name here} Printed 6/11/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Link 8L: Ex. Outlet Point#2 Inflow Area = 93,060 sf, 43.03% Impervious, Inflow Depth = 2.95" for 5 year event Inflow = 4.39 cfs @ 12.35 hrs, Volume= 22,841 cf Primary = 4.39 cfs @ 12.35 hrs, Volume= 22,841 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 8L: Ex. Outlet Point#2 Hydrograph ■Inflow ■Primary 439 cfs Inflow Area=93,060 sf___ - 4 3 w 0 LL 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 6D Time (hours) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by{enter your company name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 21 Summary for Link 13L: Ex. Outlet Point#3 Inflow Area = 211,079 sf, 18.75% Impervious, Inflow Depth = 2.76" for 5 year event Inflow = 10.52 cfs @ 12.27 hrs, Volume= 48,481 cf Primary = 10.52 cfs @ 12.27 hrs, Volume= 48,481 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 13L: Ex. Outlet Point#3 Hydrograph ■Inflow �' 11 10.52 cfs ■Primary Inflow Area=211,079 sf 10 _ _ . 8 w ,. s o LL 5 4 3 2 _. 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 22 — Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN — Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Analysis Runoff Area=378,767 sf 35.51% Impervious Runoff Depth=3.53" — Flow Length=856' Tc=30.6 min CN=87 Runoff=19.88 cfs 111,409 cf Subcatchment 3S: Drainage Analysis Area Runoff Area=93,060 sf 43.03% Impervious Runoff Depth=3.73" Flow Length=515' Tc=25.9 min CN=89 Runoff=5.51 cfs 28,954 cf — Subcatchment 4S: Drainage Analysis Runoff Area=211,079 sf 18.75% Impervious Runoff Depth=3.53" Flow Length=437' Tc=19.8 min CN=87 Runoff=13.37 cfs 62,086 cf _ Link 7L: Ex. Outlet Point#1 Inflow=19.88 cfs 111,409 cf Primary=19.88 cfs 111,409 cf Link 8L: Ex. Outlet Point#2 Inflow=5.51 cfs 28,954 cf Primary=5.51 cfs 28,954 cf Link 13L: Ex. Outlet Point#3 Inflow=13.37 cfs 62,086 cf Primary=13.37 cfs 62,086 cf Total Runoff Area= 682,906 sf Runoff Volume= 202,449 cf Average Runoff Depth =3.56" 68.64% Pervious=468,778 sf 31.36% Impervious=214,128 sf Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by{enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 23 Summary for Subcatchment 1S: Drainage Analysis Area - Outlet Point#1 Runoff = 19.88 cfs @ 12.41 hrs, Volume= 111,409 cf, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf) CN Description 120,567 89 <50% Grass cover, Poor, HSG D 43,787 98 Paved parking, HSG D 32,287 60 Woods, Fair, HSG B 90,723 98 Water Surface, HSG D 91,403 79 Woods, Fair, HSG D 378,767 87 Weighted Average 244,257 64.49% Pervious Area 134,510 35.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Elev. 335.1 -321.0 Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Elev. 321.0 -315.0 Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Elev. 315.0 -313.0 Mean Depth= 2.00' 30.6 856 Total Subcatchment 1S: Drainage Analysis Area - Outlet Point#1 Hydrograph 22 21 19.88 cfs ■Runoff 19 Type JU 24-hr 1617 1-0 year Ra nfa&4.9C" 16 -Runoff Area=378,767 sf - 15 14 _ Runo,ff Vohu ' e=l 11,409 cf .. 13 12 Runoff Depth=3.53" 11 - Flow Length=856' a 10 . Tc=306 rn+n CN=87 g 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 10 year Rainfall=4.96" Prepared by(enter your company name here) Printed 6/11/2018 HydroCAM 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 24 -" Summary for Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Runoff = 5.51 cfs @ 12.35 hrs, Volume= 28,954 cf, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf CN Description _ 49,243 84 50-75% Grass cover, Fair, HSG D 40,044 98 Paved parking, HSG D 3,773 56 Brush, Fair, HSG B 93,060 89 Weighted Average _ 53,016 56.97% Pervious Area 40,044 43.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 19 0.0160 0.03 Sheet Flow, Elev. 329.5-329.2 _ Woods: Dense underbrush n= 0.800 P2= 3.20" 13.4 131 0.0400 0.16 Sheet Flow, Elev. 329.2 -324.0 Grass: Dense n= 0.240 P2= 3.20" 1.6 340 0.0320 3.63 Shallow Concentrated Flow, Elev. 318.0 -307.2 Paved Kv= 20.3 fps 0.1 25 0.0050 3.21 2.52 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' — n= 0.013 Corrugated PE, smooth interior 25.9 515 Total Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 25 Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Hydrograph 6- 5.51 CfS ■Runoff Type III 24-hr 5 10'year Rainfall=4.96" Runoff Area=93,060 sf 4- Runoff Volume=28,954 cf JT Runoff.Depth=3.73 3- Flow Length=515' U. - _ .Tc=25.9_min_ 2 CN=89 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by (enter your company name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Runoff = 13.37 cfs @ 12.27 hrs, Volume= 62,086 cf, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf) CN Description _ 171,505 84 50-75% Grass cover, Fair, HSG D 39,574 98 Paved parking, HSG D 211,079 87 Weighted Average 171,505 81.25% Pervious Area _ 39,574 18.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 45 0.0360 0.13 Sheet Flow, Elev. 318.6 -317.0 Grass: Dense n= 0.240 P2= 3.20" _ 0.6 46 0.0220 1.22 Sheet Flow, Elev. 317.0 -316.0 Smooth surfaces n= 0.011 P2= 3.20" 10.0 59 0.0170 0.10 Sheet Flow, Elev. 316.0-315.0 Grass: Dense n= 0.240 P2= 3.20" 3.2 287 0.0450 1.48 Shallow Concentrated Flow, Elev. 315.0 -302.0 Short Grass Pasture Kv= 7.0 fps 19.8 437 Total Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Hydrograph '. _ __. . .... __. . _. . __ ■Runoff 14 13.37 cfs 13 Type III 24-h r. _. 12 10.year Rainfall=4.96 11 _ Runoff Area=211,079 sf - 10 Runoff Volume=62,086 cf v8 Run©ff Depth"'163" LL Flow Length=437'__ 6 _ Tc=19.8 min- - 5 CN=8 4 2 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 11124-hr 10 year Rainfalh4.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 27 Summary for Link 7L: Ex. Outlet Point#1 Inflow Area = 378,767 sf, 35.51% Impervious, Inflow Depth = 3.53" for 10 year event Inflow = 19.88 cfs @ 12.41 hrs, Volume= 111,409 cf Primary = 19.88 cfs @ 12.41 hrs, Volume= 111,409 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 7L: Ex. Outlet Point#1 Hydrograph 22 _ ■Inflow 21 19.s8 cfs tnfl4w_Ara=37$ zo ,767 sf Primaryry - - 19 18 17 _ 16 15 14 u 12 W 10 7 6 _ 5 2 1 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD®10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 28 Summary for Link 8L: Ex. Outlet Point#2 Inflow Area = 93,060 sf, 43.03% Impervious, Inflow Depth = 3.73" for 10 year event Inflow = 5.51 cfs @ 12.35 hrs, Volume= 28,954 cf Primary = 5.51 cfs @ 12.35 hrs, Volume= 28,954 cf, Atten=0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 8L: Ex. Outlet Point#2 — Hydrograph ■Inflow 6 ■Primary 5.51 cfs lnfl+�w Area=_93,Q6Q sf___ 5- 4- 3 — 0 a 2- 0- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) ... Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paae 29 Summary for Link 13L: Ex. Outlet Point#3 Inflow Area = 211,079 sf, 18.75% Impervious, Inflow Depth = 3.53" for 10 year event Inflow = 13.37 cfs @ 12.27 hrs, Volume= 62,086 cf Primary = 13.37 cfs @ 12.27 hrs, Volume= 62,086 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 13L: Ex. Outlet Point#3 Hydrograph ■Inflow 14 -_ 13.37 cfs Inflow Area=2-1 1 0 sf_ 10 Primary, 79 13 12 - 10 _ 9 8 o 7 ... 6 5 - 4 - _ _ . _ . 3 _. 2 _ - 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by(enter your company-name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 30 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN -- Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Analysis Runoff Area=378,767 sf 35.51% Impervious Runoff Depth=4.60" Flow Length=856' Tc=30.6 min CN=87 Runoff=25.67 cfs 145,300 cf Subcatchment 3S: Drainage Analysis Area Runoff Area=93,060 sf 43.03% Impervious Runoff Depth=4.82" Flow Length=515' Tc=25.9 min CN=89 Runoff=7.04 cfs 37,400 cf �- Subcatchment 4S: Drainage Analysis Runoff Area=211,079 sf 18.75% Impervious Runoff Depth=4.60" Flow Length=437' Tc=19.8 min CN=87 Runoff=17.26 cfs 80,973 cf _ Link 7L: Ex. Outlet Point#1 Inflow=25.67 cfs 145,300 cf Primary=25.67 cfs 145,300 cf Link 8L: Ex. Outlet Point#2 Inflow=7.04 cfs 37,400 cf Primary=7.04 cfs 37,400 cf Link 13L: Ex. Outlet Point#3 Inflow=17.26 cfs 80,973 cf Primary=17.26 cfs 80,973 cf Total Runoff Area=682,906 sf Runoff Volume= 263,673 cf Average Runoff Depth =4.63" _ 68.64% Pervious =468,778 sf 31.36% Impervious = 214,128 sf Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 1 S: Drainage Analysis Area - Outlet Point#1 _ Runoff = 25.67 cfs @ 12.41 hrs, Volume= 145,300 cf, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf) CN Description 120,567 89 <50% Grass cover, Poor, HSG D 43,787 98 Paved parking, HSG D 32,287 60 Woods, Fair, HSG B 90,723 98 Water Surface, HSG D 91,403 79 Woods, Fair, HSG D 378,767 87 Weighted Average 244,257 64.49% Pervious Area _ 134,510 35.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Elev. 335.1 -321.0 Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Elev. 321.0-315.0 Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Elev. 315.0-313.0 Mean Depth= 2.00' 30.6 856 Total Subcatchment 1S: Drainage Analysis Area - Outlet Point#1 Hydrograph 28 _ ■Runoff 25.67 cfs 26 _ - Type III 24-hr 24 22 25 year Ra nfall-lB.—W — 20 Runoff area=378,767 sf 18 - ; Runoff Volume-'-145,300 cf__ w 16 _ _ Runoff Depth=4.60''__ 14 Flow Length_=856' LL 12 _ Tc=30 fi min_ _ 10 CN=87 _ 8 /�F 6 2 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by (enter your company name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Runoff = 7.04 cfs @ 12.35 hrs, Volume= 37,400 cf, Depth= 4.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs -- Type III 24-hr 25 year Rainfall=6.09" Area (sf) CN Description 49,243 84 50-75% Grass cover, Fair, HSG D 40,044 98 Paved parking, HSG D 3,773 56 Brush, Fair, HSG B _ 93,060 89 Weighted Average 53,016 56.97% Pervious Area 40,044 43.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 19 0.0160 0.03 Sheet Flow, Elev. 329.5-329.2 _ Woods: Dense underbrush n= 0.800 P2= 3.20" 13.4 131 0.0400 0.16 Sheet Flow, Elev. 329.2 -324.0 Grass: Dense n= 0.240 P2= 3.20" 1.6 340 0.0320 3.63 Shallow Concentrated Flow, Elev. 318.0 -307.2 Paved Kv= 20.3 fps 0.1 25 0.0050 3.21 2.52 Pipe Channel, CMP Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.9 515 Total Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by (enter your company name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 33 Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Hydrograph 7.04 CfS ■Runoff i -hr Type III 24 26-year RainfaH=6.O 6 Runoff Area=93,060 sf 5-Runoff Volume=37,400 Cf JT _ -Runoff-Depth=4.82' 4 U. Flow Length=515' 3 Tc=25.9 min - CN=8 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - _ _ Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/11/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Runoff = 17.26 cfs @ 12.26 hrs, Volume= 80,973 cf, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf) CN Description _ 171,505 84 50-75% Grass cover, Fair, HSG D 39,574 98 Paved parking, HSG D 211,079 87 Weighted Average 171,505 81.25% Pervious Area 39,574 18.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 45 0.0360 0.13 Sheet Flow, Elev. 318.6 -317.0 Grass: Dense n= 0.240 P2= 3.20" 0.6 46 0.0220 1.22 Sheet Flow, Elev. 317.0-316.0 Smooth surfaces n= 0.011 P2= 3.20" 10.0 59 0.0170 0.10 Sheet Flow, Elev. 316.0 -315.0 Grass: Dense n= 0.240 P2= 3.20" 3.2 287 0.0450 1.48 Shallow Concentrated Flow, Elev. 315.0 -302.0 Short Grass Pasture Kv= 7.0 fps 19.8 437 Total Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Hydrograph 19 ■Runoff 18 17.26 cfs 17 _ -Type III 24-hr..._ 15 Z5 year: _fa�f=6.0J" 14 w. Runoff Area=211-079 sf 13 12 Ruuoff_Volume=80,97_ uf_ _ Runoff Depth=*-60"- 10 - o 9 Flow Leng# =43 ' LL $ 76`49 8 min _ . — 6 s _- 4 3 2 1 " 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 35 Summary for Link 7L: Ex. Outlet Point#1 Inflow Area = 378,767 sf, 35.51% Impervious, Inflow Depth = 4.60" for 25 year event Inflow = 25.67 cfs @ 12.41 hrs, Volume= 145,300 cf Primary = 25.67 cfs @ 12.41 hrs, Volume= 145,300 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 7L: Ex. Outlet Point#1 Hydrograph __28 25.67 cfs _ . ■Inflow 26 _ _ Inflow Area'378,767 Sf Primary 24 22 20 18 w 16 3 14 0 U. 12 10 8 6 4 2 - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by{enter your company name here) Printed 6/11/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 36 Summary for Link 8L: Ex. Outlet Point#2 Inflow Area = 93,060 sf, 43.03% Impervious, Inflow Depth = 4.82" for 25 year event Inflow = 7.04 cfs @ 12.35 hrs, Volume= 37,400 cf Primary = 7.04 cfs @ 12.35 hrs, Volume= 37,400 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 8L: Ex. Outlet Point#2 Hydrograph ■inflow __._ . _ _. ■Primary 7.°4 cfs Inflow Area=93,060 sf 6 5 .� 4 c 3 , 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) -- Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 37 Summary for Link 13L: Ex. Outlet Point#3 Inflow Area = 211,079 sf, 18.75% Impervious, Inflow Depth = 4.60" for 25 year event Inflow = 17.26 cfs @ 12.26 hrs, Volume= 80,973 cf Primary = 17.26 cfs @ 12.26 hrs, Volume= 80,973 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 13L: Ex. Outlet Point#3 Hydrograph ■Inflow 0 Primary18 17.26 cfs Inflow Ar a=241 Sf 79 17 16 15 14 13 12 10 w 11 LL 8 7 _ 5 3 _. 2 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type /// 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here) Printed 6/11/2018 _ HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 38 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN — Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Analysis Runoff Area=378,767 sf 35.51% Impervious Runoff Depth=5.44" _ Flow Length=856' Tc=30.6 min CN=87 Runoff=30.12 cfs 171,729 cf Subcatchment 3S: Drainage Analysis Area Runoff Area=93,060 sf 43.03% Impervious Runoff Depth=5.67" Flow Length=515' Tc=25.9 min CN=89 Runoff=8.21 cfs 43,963 cf — Subcatchment 4S: Drainage Analysis Runoff Area=211,079 sf 18.75% Impervious Runoff Depth=5.44" Flow Length=437' Tc=19.8 min CN=87 Runoff=20.24 cfs 95,701 cf _ Link 7L: Ex. Outlet Point#1 Inflow=30.12 cfs 171,729 cf Primary=30.12 cfs 171,729 cf Link 8L: Ex. Outlet Point#2 Inflow=8.21 cfs 43,963 cf Primary=8.21 cfs 43,963 cf Link 13L: Ex. Outlet Point#3 Inflow=20.24 cfs 95,701 cf Primary=20.24 cfs 95,701 cf Total Runoff Area= 682,906 sf Runoff Volume =311,393 cf Average Runoff Depth =6.47" 68.64% Pervious =468,778 sf 31.36% Impervious =214,128 sf Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paae 39 Summary for Subcatchment 1S: Drainage Analysis Area - Outlet Point#1 Runoff = 30.12 cfs @ 12.41 hrs, Volume= 171,729 cf, Depth= 5.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 120,567 89 <50% Grass cover, Poor, HSG D 43,787 98 Paved parking, HSG D 32,287 60 Woods, Fair, HSG B 90,723 98 Water Surface, HSG D 91,403 79 Woods, Fair, HSG D 378,767 87 Weighted Average 244,257 64.49% Pervious Area _ 134,510 35.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Elev. 335.1 -321.0 Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Elev. 321.0 -315.0 Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Elev. 315.0-313.0 Mean Depth= 2.00' 30.6 856 Total Subcatchment IS: Drainage Analysis Area - Outlet Point#1 Hydrograph 32 __ _ __ _ _ ■Runoff 30.12 cfs _ 30 . . s _...._Type li•12-4-hr 26 26 56 year Ramfal1=6.96;• 24 Runoff Area=378,767 sf 22 Runoff-Volume=l71,729 cf 20 16 _ Runoff Diepth=5AC 16 Flow Length=856'__ LL 14 Tc=SQ6��min- 12 CN--87-_ 10 8 6 4 : 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Runoff = 8.21 cfs @ 12.34 hrs, Volume= 43,963 cf, Depth= 5.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description _ 49,243 84 50-75% Grass cover, Fair, HSG D 40,044 98 Paved parking, HSG D 3,773 56 Brush, Fair, HSG B 93,060 89 Weighted Average _ 53,016 56.97% Pervious Area 40,044 43.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 19 0.0160 0.03 Sheet Flow, Elev. 329.5-329.2 _ Woods: Dense underbrush n= 0.800 P2= 3.20" 13.4 131 0.0400 0.16 Sheet Flow, Elev. 329.2 -324.0 Grass: Dense n= 0.240 P2= 3.20" 1.6 340 0.0320 3.63 Shallow Concentrated Flow, Elev. 318.0 -307.2 Paved Kv= 20.3 fps 0.1 25 0.0050 3.21 2.52 Pipe Channel, CMP Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.9 515 Total Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paae 41 Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Hydrograph 9 ■Runoff 8.21 cfs 6 Type III 24-hr 50 year Rainfa11=6.96"-- Runoff Area=93,Q60 sf-.- 6 Runoff Volume=43,963 cf 5 Runoff Depth=5.67" 3 0 ___ _ --f tow-Length=516 M 4 .Tc=25.9 min-_ 3 GN=89 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paste 42 Summary for Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Runoff = 20.24 cfs @ 12.26 hrs, Volume= 95,701 cf, Depth= 5.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description — 171,505 84 50-75% Grass cover, Fair, HSG D 39,574 98 Paved parking, HSG D 211,079 87 Weighted Average — 171,505 81.25% Pervious Area 39,574 18.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 45 0.0360 0.13 Sheet Flow, Elev. 318.6 -317.0 Grass: Dense n= 0.240 P2= 3.20" — 0.6 46 0.0220 1.22 Sheet Flow, Elev. 317.0 -316.0 Smooth surfaces n= 0.011 P2= 3.20" 10.0 59 0.0170 0.10 Sheet Flow, Elev. 316.0-316.0 Grass: Dense n= 0.240 P2= 3.20" — 3.2 287 0.0450 1.48 Shallow Concentrated Flow, Elev. 315.0-302.0 Short Grass Pasture Kv= 7.0 fps 19.8 437 Total Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Hydrograph — 22 ■Runoff 21 __ 20.24 cfs _. 20 _ _Type Hf-i4-hr--- ,9 _ 16 year Raffal1=6.96" _. 17 16 Runoff Area=214,d79 e# _ — 15 - 1a 1lnoff Vo ul'ne=�J, Q� Gf _ - 13 Run©ff;Depfh 5-�44n u 12 — 3 11 F1oY Length=�37` EL- 10 _. 9 .Tc=49:8 miry 8 _ _.- -- A 7 8 _ a 3 2 -- ___ --------------- 1 0 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - - Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCADS 10.00-19 s/n 02009 0 2016 HydroCAD Software Solutions LLC Page 43 Summary for Link 7L: Ex. Outlet Point#1 Inflow Area = 378,767 sf, 35.51% Impervious, Inflow Depth = 5.44" for 50 year event Inflow = 30.12 cfs @ 12.41 hrs, Volume= 171,729 cf Primary = 30.12 cfs @ 12.41 hrs, Volume= 171,729 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 7L: Ex. Outlet Point#1 Hydrograph ■Inflow _ . 10 32 — - -- 30 - 30.12 cfs _ -I ow-Area=a7-�n Sf _ nmary 28 26 24 22 — 20 3 18 c 16 u 14 - - -. 12 10 ---------- 8 2 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/11/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 44 Summary for Link 8L: Ex. Outlet Point#2 Inflow Area = 93,060 sf, 43.03% Impervious, Inflow Depth = 5.67" for 50 year event Inflow = 8.21 cfs @ 12.34 hrs, Volume= 43,963 cf Primary = 8.21 cfs @ 12.34 hrs, Volume= 43,963 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs w Link 8L: Ex. Outlet Point#2 Hydrograph FM Inflow 9 r At ■Primary 8.21 cfs . _ . Inflow Area=93 060 sf 8 7- 6- 5- 0 <L 4 3 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 45 Summary for Link 13L: Ex. Outlet Point#3 Inflow Area = 211,079 sf, 18.75% Impervious, Inflow Depth = 5.44" for 50 year event Inflow = 20.24 cfs @ 12.26 hrs, Volume= 95,701 cf Primary = 20.24 cfs @ 12.26 hrs, Volume= 95,701 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 13L: Ex. Outlet Point#3 Hydrograph ■Inflow 22 ■Primary 21 20.24 cfs inflow Area=211- 0 sf 20 - -- 19 18 17 - 16 15 14 — 13 12 - - LL 10 8 7 6 - - _ _ _ 5 4 3 - 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 11124-hr 100 year Rainfall=7.84" Prepared by{enter your company name here} Printed 6/11/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 46 _ Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Drainage Analysis Runoff Area=378,767 sf 35.51% Impervious Runoff Depth=6.29" Flow Length=856' Tc=30.6 min CN=87 Runoff=34.60 cfs 198,664 cf Subcatchment 3S: Drainage Analysis Area Runoff Area=93,060 sf 43.03% Impervious Runoff Depth=6.53" Flow Length=515' Tc=25.9 min CN=89 Runoff=9.39 cfs 50,639 cf Subcatchment 4S: Drainage Analysis Runoff Area=211,079 sf 18.75% Impervious Runoff Depth=6.29" Flow Length=437' Tc=19.8 min CN=87 Runoff=23.25 cfs 110,711 cf _ Link 7L: Ex. Outlet Point#1 Inflow=34.60 cfs 198,664 cf Primary=34.60 cfs 198,664 cf Link 8L: Ex. Outlet Point#2 Inflow=9.39 cfs 50,639 cf Primary=9.39 cfs 50,639 cf Link 13L: Ex. Outlet Point#3 Inflow=23.25 cfs 110,711 cf Primary=23.25 cfs 110,711 cf Total Runoff Area=682,906 sf Runoff Volume=360,014 cf Average Runoff Depth = 6.33" 68.64% Pervious =468,778 sf 31.36% Impervious=214,128 sf Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 1S: Drainage Analysis Area - Outlet Point#1 Runoff = 34.60 cfs @ 12.41 hrs, Volume= 198,664 cf, Depth= 6.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" - Area (sf) CN Description 120,567 89 <50% Grass cover, Poor, HSG D 43,787 98 Paved parking, HSG D 32,287 60 Woods, Fair, HSG B 90,723 98 Water Surface, HSG D 91,403 79 Woods, Fair, HSG D 378,767 87 Weighted Average 244,257 64.49% Pervious Area 134,510 35.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Elev. 335.1 -321.0 Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Elev. 321.0 -316.0 Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Elev. 315.0-313.0 Mean Depth= 2.00' 30.6 856 Total Subcatchment 1 S: Drainage Analysis Area - Outlet Point#1 Hydrograph 38 ._ _ . . ■Runoff 36 34.60 cfs 34 TyPe 111-Umhr 32 -100 year RaInfa11=7.84"___ 30 28 Runoff Area=378,7 7 sf 26 Runoff Volume=1 J8,664 cf 22 Runoff Depth=6. 9" — 20 0 18 _ Flow Length=856, " 16 _ Tc=30 6-min-_ 14 —87 10 8 g 4 2 0 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by{enter your company name here} Printed 6/11/2018 _ HydroCAD010.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Runoff = 9.39 cfs @ 12.34 hrs, Volume= 50,639 cf, Depth= 6.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description _ 49,243 84 50-75% Grass cover, Fair, HSG D 40,044 98 Paved parking, HSG D 3,773 56 Brush, Fair, HSG B _ 93,060 89 Weighted Average 53,016 56.97% Pervious Area 40,044 43.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 19 0.0160 0.03 Sheet Flow, Elev. 329.5 -329.2 -.. Woods: Dense underbrush n= 0.800 P2= 3.20" 13.4 131 0.0400 0.16 Sheet Flow, Elev. 329.2 -324.0 Grass: Dense n= 0.240 P2= 3.20" 1.6 340 0.0320 3.63 Shallow Concentrated Flow, Elev. 318.0 -307.2 Paved Kv= 20.3 fps 0.1 25 0.0050 3.21 2.52 Pipe Channel, CMP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 25.9 515 Total Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here) Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 49 Subcatchment 3S: Drainage Analysis Area - Outlet Point#2 Hydrograph 10 _ __. _. __ _ ■Runoff 9.39 cfs _ 9 Type 11124-h r 8 1O0_year Rainfatl=7.84"-- Runoff i4 93,060 sf Runoff_Volume_=60,639 af._ 6 Runoff Depth=6.53 LL 5 Flow Length=515' 4 _ Tc=25.0 min _ -- 3 GN=89 2 _ 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type Ill 24-hr 100 year Rainfall=7.84" Prepared by (enter your company name here) Printed 6/11/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Runoff = 23.25 cfs @ 12.26 hrs, Volume= 110,711 cf, Depth= 6.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description _ 171,505 84 50-75% Grass cover, Fair, HSG D 39,574 98 Paved parking, HSG D 211,079 87 Weighted Average _ 171,505 81.25% Pervious Area 39,574 18.75% Impervious Area Tc Length Slope Velocity Capacity Description — (min) (feet) (fUft) (ft/sec) (cfs) 6.0 45 0.0360 0.13 Sheet Flow, Elev. 318.6 -317.0 Grass: Dense n= 0.240 P2= 3.20" — 0.6 46 0.0220 1.22 Sheet Flow, Elev. 317.0 -316.0 Smooth surfaces n= 0.011 P2= 3.20" 10.0 59 0.0170 0.10 Sheet Flow, Elev. 316.0-315.0 Grass: Dense n= 0.240 P2= 3.20" — 3.2 287 0.0450 1.48 Shallow Concentrated Flow, Elev. 315.0-302.0 Short Grass Pasture Kv= 7.0 fps 19.8 437 Total — Subcatchment 4S: Drainage Analysis Area - Outlet Point#3 Hydrograph 26 - 25 23.25 Cfs24 _ : ■Runoff 23 Type I11 _24 br - 22 21 100 year RarnfW1=7.84" 20 19 RunoffArea=211-079 sf - _ 18 „ Runoff Volume=1;10,T11 df 16 _. 15 Runoff D Pfh-6.29" — 14 3 13 Flow Lien" th, 37` 0 12 10 6 _.. 5 - .. a 3 2 1 _ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 a2 44 46 48 50 Time (hours) Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 51 Summary for Link 7L: Ex. Outlet Point#1 Inflow Area = 378,767 sf, 35.51% Impervious, Inflow Depth = 6.29" for 100 year event Inflow = 34.60 cfs @ 12.41 hrs, Volume= 198,664 cf Primary = 34.60 cfs @ 12.41 hrs, Volume= 198,664 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 7L: Ex. Outlet Point#1 Hydrograph ■Inflow 36 34.60 cfs 34 re Inflow Aa=379,767 gf _ Primaryry 32 — 30 28 26 __. 24 w 22 20 0 18 a 16 14 12 _ 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by (enter your company name here) Printed 6/11/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 52 Summary for Link 8L: Ex. Outlet Point#2 Inflow Area = 93,060 sf, 43.03% Impervious, Inflow Depth = 6.53" for 100 year event Inflow = 9.39 cfs @ 12.34 hrs, Volume= 50,639 cf Primary = 9.39 cfs @ 12.34 hrs, Volume= 50,639 cf, Atten= 0%, Lag= 0.0 min — Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 8L: Ex. Outlet Point#2 Hydrograph ---- ----- — ■Inflow ■Primary 10 - 9.39 cfs -. r.._ _ �6 _ lnow Area=9 sf__ - w 6 _ - - - c 5 4 3 2 _ . 1 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) — Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/11/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 53 Summary for Link 13L: Ex. Outlet Point#3 — Inflow Area = 211,079 sf, 18.75% Impervious, Inflow Depth = 6.29" for 100 year event Inflow = 23.25 cfs @ 12.26 hrs, Volume= 110,711 cf Primary = 23.25 cfs @ 12.26 hrs, Volume= 110,711 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 13L: Ex. Outlet Point#3 Hydrograph —"'26 ■Inflow — _ - _ . __ _ ■Primary 24 _ 23.25 cfs Inflow Area=214,079 sf - 22 .� 20 - - 18 16 u 14 0 12 LL 10 a g 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) C89,and�10 /CB 11 C88,CB 9�nd CB i0G61-CB�Detentio887-CB�CBS-CB \21 CS/ Poro Area 4-D ention PR.Draina6 Analysis YD 14-C 12-YD 13 469 Area-Ou et Point#2 42 41 48 D15-CB16 Underground tention i Porous davement Poro46 Pavement Porous Pavement I / � /x l , ,., Pr.Outlet Pomt#2 Underground Detention CB 6,CB 7 and CB 8 1 / .Drainage Analysis Area-Outlet Point#1- / Not Detained PR.Drain a Analysis / Area-01 Point#3 I / � i I / � I / I / i 19L 12L Pr.Outlet Point 01 vt R.Outlet Point#3 Detention Reach on Link Routing Diagram for Overal Prepared by{enter your company name here}, Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Overal Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) _ Area CN Description (sq-ft) (subcatchment-numbers) 15,215 61 >75% Grass cover, Good, HSG B (6S) 268,863 80 >75%Grass cover, Good, HSG D (6S, 11S, 12S, 14S, 21S, 23S, 39S, 40S, 44S, 45S, 47S) 138,705 98 Paved parking, HSG D (6S, 11 S, 12S, 14S, 21 S, 23S, 39S, 40S, 44S, 45S, 47S) 24,726 98 Roofs, HSG D (21S) 20,984 98 Unconnected roofs, HSG D (11S) 90,723 98 Water Surface, HSG D (21S) 32,287 60 Woods, Fair, HSG B (21S) 91,403 79 Woods, Fair, HSG D (21 S) 682,906 86 TOTAL AREA Overal Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (selected nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 47,502 HSG B 6S, 21S 0 HSG C 635,404 HSG D 6S, 11 S, 12S, 14S, 21 S, 23S, 39S, 40S, 44S, 45S, 47S 0 Other 682,906 TOTAL AREA Overal Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground S (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 15,215 0 268,863 0 284,078 >75%Grass cover, Good 0 0 0 138,705 0 138,705 Paved parking 0 0 0 24,726 0 24,726 Roofs 0 0 0 20,984 0 20,984 Unconnected roofs 0 0 0 90,723 0 90,723 Water Surface 0 32,287 0 91,403 0 123,690 Woods, Fair 0 47,502 0 635,404 0 682,906 TOTAL AREA Y Y - Overal Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 5 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 38P 101.50 101.50 10.0 0.0000 0.013 4.0 0.0 0.0 2 41 P 101.50 101.50 10.0 0.0000 0.013 4.0 0.0 0.0 3 48P 101.50 101.50 10.0 0.0000 0.013 4.0 0.0 0.0 Overal Type ///24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 6 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 6S: PR. Drainage Analysis Runoff Area=48,603 sf 48.86% Impervious Runoff Depth=1.56" Flow Length=300' Slope=0.0467'/' Tc=16.8 min CN=83 Runoff=1.46 cfs 6,319 cf Subcatchment 11S: PR. Drainage Runoff Area=206,071 sf 31.00% Impervious Runoff Depth=1.78" Flow Length=300' Slope=0.0300'/' Tc=20.1 min CN=86 Runoff=6.63 cfs 30,620 cf i Subcatchment 12S: CB 1 -CB 2 - Detention Runoff Area=7,278 sf 91.08% Impervious Runoff Depth=2.69" Tc=5.0 min CN=96 Runoff=0.49 cfs 1,631 cf Subcatchment 14S: CB 7-CB 6 -CB 5-CB Runoff Area=8,623 sf 94.60% Impervious Runoff Depth=2.80" Tc=5.0 min CN=97 Runoff=0.60 cfs 2,010 cf Subcatchment 21S: PR. Drainage Runoff Area=364,842 sf 38.38% Impervious Runoff Depth=1.71" Flow Length=856' Tc=30.6 min CN=85 Runoff=9.37 cfs 51,884 cf Subcatchment 23S: CB 11 Runoff Area=6,516 sf 84.75% Impervious Runoff Depth=2.59" Tc=5.0 min CN=95 Runoff=0.43 cfs 1,404 cf Subcatchment 39S: CB 9, and CB 10 Runoff Area=2,525 sf 95.64% Impervious Runoff Depth=2.80" Tc=5.0 min CN=97 Runoff=0.17 cfs 589 cf Subcatchment 40S: CB 8, CB 9, and CB 10- Runoff Area=8,265 sf 82.77% Impervious Runoff Depth=2.59" Tc=5.0 min CN=95 Runoff=0.55 cfs 1,781 cf Subcatchment 44S: YD 14-CB 12 -YD 13 Runoff Area=4,934 sf 44.49% Impervious Runoff Depth=1.94" Tc=5.0 min CN=88 Runoff=0.26 cfs 799 cf Subcatchment 45S: YD 15-CB 16 Runoff Area=7,374 sf 70.78% Impervious Runoff Depth=2.39" Tc=5.0 min CN=93 Runoff=0.46 cfs 1,468 cf Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff Area=17,875 sf 58.76% Impervious Runoff Depth=2.20" Flow Length=225' Tc=7.3 min CN=91 Runoff=0.99 cfs 3,280 cf Pond 21P: Underground Detention Peak EIev=100.78' Storage=198 cf Inflow=1.68 cfs 5,547 cf Outflow=1.61 cfs 5,547 cf Pond 38P: Porous Pavement Peak EIev=100.38' Storage=435 cf Inflow=0.49 cfs 1,631 cf Discarded=0.09 cfs 1,631 cf Secondary=0.00 cfs 0 cf Outflow=0.09 cfs 1,631 cf Pond 41P: Porous Pavement Peak EIev=100.44' Storage=909 cf Inflow=0.55 cfs 1,781 cf Discarded=0.02 cfs 1,781 cf Secondary=0.00 cfs 0 cf Outflow=0.02 cfs 1,781 cf Pond 42P: Underground Detention Peak EIev=100.39' Storage=61 cf Inflow=0.61 cfs 1,993 cf Outflow=0.60 cfs 1,993 cf Pond 48P: Porous Pavement Peak EIev=100.50' Storage=691 cf Inflow=0.60 cfs 2,010 cf Discarded=0.06 cfs 2,010 cf Secondary=0.00 cfs 0 cf Outflow=0.06 cfs 2,010 cf Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 7 Link 11 L: Pr. Outlet Point#2 Inflow=2.78 cfs 11,865 cf Primary=2.78 cfs 11,865 cf -- Link 12L: Pr. Outlet Point#3 Inflow=6.63 cfs 30,620 cf Primary=6.63 cfs 30,620 cf Link 19L: Pr. Outlet Point#1 with Detention Inflow=9.55 cfs 53,877 cf Primary=9.55 cfs 53,877 cf Total Runoff Area =682,906 sf Runoff Volume= 101,785 cf Average Runoff Depth = 1.79" 59.71% Pervious =407,768 sf 40.29% Impervious = 275,138 sf Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Runoff = 1.46 cfs @ 12.24 hrs, Volume= 6,319 cf, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs - Type III 24-hr 2 year Rainfall=3.14" Area (sfl CN Description 15,215 61 >75% Grass cover, Good, HSG B 23,748 98 Paved parking, HSG D 9,640 80 >75% Grass cover, Good, HSG D 48,603 83 Weighted Average 24,855 51.14% Pervious Area 23,748 48.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 300 0.0467 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Hydrograph 1.46 CfS ■Runoff Type III 24-hr 2 year Rainfall=3.14" _ Runoff Area=48,603 sf Runoff Volume=6,319 cf Runoff Depth=1.56" Flow Length=300' _ Slope=0.0467 Tc=16.8 min CN=83 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - _ Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 11S: PR. Drainage Analysis Area - Outlet Point#3 Runoff = 6.63 cfs @ 12.28 hrs, Volume= 30,620 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sD CN Description _ 142,199 80 >75% Grass cover, Good, HSG D 42,888 98 Paved parking, HSG D 20,984 98 Unconnected roofs, HSG D _ 206,071 86 Weighted Average 142,199 69.00% Pervious Area 63,872 31.00% Impervious Area 20,984 32.85% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 20.1 300 0.0300 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 11 S: PR. Drainage Analysis Area - Outlet Point#3 Hydrograph _ _.. _ _.._ ■Runoff ... 7 6.63 cfs Type I11 24-h r. 6 2 year Rainfall=3.14" _ -Runoff Area=206,071 sf 5- Runoff Volume=30,620 cf 4 Runoff Depth=1.78 LL _ _ _Flown Length=300. _. 3 Slope=0.0300 '/' T0=20.1 min_. 2 " CN=86 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) s Overal Type/1/ 24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 10 _ Summary for Subcatchment 12S: CB 1 - CB 2 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 0.49 cfs @ 12.07 hrs, Volume= 1,631 cf, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf) CN Description 649 80 >75% Grass cover, Good, HSG D 6,629 98 Paved parking, HSG D 7,278 96 Weighted Average 649 8.92% Pervious Area 6,629 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: CB 1 - CB 2 - Detention Hydrograph 0.55 0.49 CfS ■Runoff 0.5 _. _Type III 24-hr_.. 0.45 2 year Rainfall= 14" 0.4 Runoff Area=7,278 sf 0.35 Runoff Volume=1,631 cf 03 Runoff Depth=2.69" 0.25 Tc=5.0 m i n 0.2 GN=96 0.15 0.1 " _ 0.05 0 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type Ill 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 14S: CB 7 - CB 6 - CB 5 - CB 4 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.07 hrs, Volume= 2,010 cf, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" _ Area (sf) CN Description 466 80 >75% Grass cover, Good, HSG D 8,157 98 Paved parking, HSG D 8,623 97 Weighted Average 466 5.40% Pervious Area 8,157 94.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 14S: CB 7 - CB 6 - CB 5 - CB 4 - Detention _ Hydrograph 0.65 0.60 CFS ■Runoff 0.6 Type 11124 o.ss yea r Ra+nfe1 21=3 A 4" 0.5 _ -Ruoff Area=8,623 sf 0.45 0.4 Runoff voiUme=�,010-of _ 0.35 - >�ulnoff Depth=2.$0" 3 0.3 Tc=5.4 min __ . 0.25 GN=97 _ 0.2 0.15 0.1 " 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 _HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 12 Summary for Subcatchment 21S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Runoff = 9.37 cfs @ 12.43 hrs, Volume= 51,884 cf, Depth= 1.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf) CN Description 90,723 98 Water Surface, HSG D 32,287 60 Woods, Fair, HSG B 91,403 79 Woods, Fair, HSG D 101,116 80 >75% Grass cover, Good, HSG D 24,587 98 Paved parking, HSG D 24,726 98 Roofs, HSG D 364,842 85 Weighted Average 224,806 61.62% Pervious Area 140,036 38.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Mean Depth= 2.00' 30.6 856 Total Overal Type/1/ 24-hr 2 year Rainfall=3.14" Prepared by (enter your company name here) Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 13 Subcatchment 21 S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Hydrograph 10 � __, _ _ _ ■Runoff 9.37 9 TYpe 11124-hr _ 2-year Rainfall=8.14" _. 8 _ -Runoff Area 3",842 sf Runoff...Votume=51 y884 Cf _ 6 Runoff Depth=1.71" 5 Flow Length=856' 4 Tc=30.6 min — 3 �N=_85__... 2-' 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type ///24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 23S: CB 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.43 cfs @ 12.07 hrs, Volume= 1,404 cf, Depth= 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf CN Description 5,522 98 Paved parking, HSG D 994 80 >75% Grass cover, Good, HSG D 6,516 95 Weighted Average 994 15.25% Pervious Area 5,522 84.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 23S: CB 11 Hydrograph 0.48 0.46 0.43 cfs ■Runoff 0.44 0.42 _ - Type f#f 24 hr 0.4 w 0.38 - - -- _ 2 year Rai of all=3.1 ' 0.36 _ 0.34 --- Runo€f-Af-ea=fi 51-f 9f 0.32 0.3 Runoff Volume=1,404 cf 0.28 0.26 _. __ Runoff-depth=2.59" - ; 0.24 s 0.22 LL - -_Tc=5.0-min 0.2 _ 0.18 ___ __. _ VN-96 0.16 0.14 ! - - 0.12 0.1 _ - 0.08 - 0.06 0.04 0.02 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 39S: CB 9, and CB 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 12.07 hrs, Volume= 589 cf, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" _ Area (sf CN Description 2,415 98 Paved parking, HSG D 110 80 >75% Grass cover, Good, HSG D 2,525 97 Weighted Average 110 4.36% Pervious Area 2,415 95.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 39S: CB 9, and CB 10 _ Hydrograph 0.19 . __ _. , .. . _ _ . - - _ _ ■Runoff .� 0.17 cfs 0.18 A 111 w 0.17 TV 0.16 _ _ _ . _ _ _.._ _ -- 0.15 _. _ _ . _ _ __ _ t e r R�nfa�lt=3. _4 ._ _ - 0.14 RUnW AriO-- 525 's ._ 0.13 _.. 0.12 ___ _ ---- Runoff oume�58 Cf_ 0.11 --_ _._. 0.1 . RunoffDepth_18W 0 0.09 0.08 TG= .Q__m1n_ 0.07 _ 0.06 -­97 0.05 w 0.04 0.03 0.02 0.01 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type l//24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.55 cfs @ 12.07 hrs, Volume= 1,781 cf, Depth= 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf) CN Description 1,424 80 >75% Grass cover, Good, HSG D 6,841 98 Paved parking, HSG D 8,265 95 Weighted Average 1,424 17.23% Pervious Area 6,841 82.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area Hydrograph 0.6 _ _ _ ■Runoff 0.55 cfs 0.55 Type Ul 24 hr_ 0 5 _ 2 year Rainfall=3.a 4 0.45 Runo#.Area.=8,265 sf_ _ 0.4 l unof#Volume=1 81 cf-- F 0.35 ! Runoff-©epth=2.59 0.3 LL -- - Tc=5.0-thin 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 2 year Rainfall=3.14" Prepared by (enter your company name here) Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 44S: YD 14 - CB 12 -YD 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.26 cfs @ 12.08 hrs, Volume= 799 cf, Depth= 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf CN Description 2,739 80 >75% Grass cover, Good, HSG D 2,195 98 Paved parking HSG D 4,934 88 Weighted Average 2,739 55.51% Pervious Area 2,195 44.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 44S: YD 14 - CB 12 -YD 13 _ Hydrograph 0 28 ■Runoff 0.26 cfs 0.26 hype-111 24-h r 0.24 0.22 year Rainf`a11=3. 4"-- 02 Runoff Area=4.,934 Sf 0.18 _ RunoffVolu a=799 c F 0.16 c 0.14 l�unaff'Depth=1.94" _ CC //�� r� U. 0.12 Tc=5.0-miia 0.1 CAI 88 — 0.08 0.06 0.04 0.02 _ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) w Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 45S: YD 15 - CB 16 (49] Hint: Tc<2dt may require smaller dt Runoff = 0.46 cfs @ 12.07 hrs, Volume= 1,468 cf, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year Rainfall=3.14" Area (sf) CN Description 2,155 80 >75% Grass cover, Good, HSG D 5,219 98 Paved parking, HSG D 7,374 93 Weighted Average 2,155 29.22% Pervious Area 5,219 70.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 45S: YD 15 - CB 16 Hydrograph 0.5 0.46 Cfs _ . ■Ruoff 0.48 - 0.46 - - -- - - - 1II ;2.4 -h�0.44 - 0.42 0.4 _. 2 year Rain=fa11-3.14" 0.38 0.36 R -noff-Area=7,374 sf- 0.34 0.32 - Runoff Volume=1,4-68 Cf 0.3 0:26 runoff Depth= 391' -- �a o 0.24 - T�+=S.Q �]I n LL 0.22 - 0.2 - 0.18 CN-93- 0.16 0.14 - 0.12 0.1 0.08 0.04 0.02 0 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 a2 44 46 48 so Time (hours) w Overal Type /// 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff = 0.99 cfs @ 12.10 hrs, Volume= 3,280 cf, Depth= 2.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs — Type III 24-hr 2 year Rainfall=3.14" Area (sf CN Description w 7,371 80 >75% Grass cover, Good, HSG D 10,504 98 Paved parking, HSG D 17,875 91 Weighted Average w 7,371 41.24% Pervious Area 10,504 58.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.0500 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 125 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.3 225 Total Subcatchment 47S: CB 6, CB 7 and CB 8 Hydrograph w ■Runoff 0.99 cfs Type III 24-h r 2 year Rainfall=3.14" Runoff Area=17,875 sf - Runoff Volume=3,280 cf Runoff Depth=2.20" _ .2 Flow Length=225' TC-7.3 min _ CN-91 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) w Overal Type/1/24-hr 2 year Rainfal1=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Pond 21 P: Underground Detention Inflow Area = 30,183 sf, 59.36% Impervious, Inflow Depth = 2.21" for 2 year event Inflow = 1.68 cfs @ 12.09 hrs, Volume= 5,547 cf Outflow = 1.61 cfs @ 12.12 hrs, Volume= 5,547 cf, Atten=4%, Lag= 1.5 min Primary = 1.61 cfs @ 12.12 hrs, Volume= 5,547 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.78' @ 12.12 hrs Surf.Area= 631 sf Storage= 198 cf Plug-Flow detention time= 5.9 min calculated for 5,541 cf(100% of inflow) Center-of-Mass det. time= 5.9 min ( 808.7-802.7 ) Volume Invert Avail.Storage Storage Description #1A 100.00, 734 cf 16.08'W x 39.221 x 4.00'H Field A 2,523 cf Overall - 689 cf Embedded = 1,834 cf x 40.0%Voids #2A 101.00, 689 cf ADS_StormTech SC-740+Cap x 15 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 3 Rows of 5 Chambers 1,423 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 10.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.57 cfs @ 12.12 hrs HW=100.77' (Free Discharge) 't-1=Orifice/Grate (Orifice Controls 1.57 cfs @ 2.99 fps) - Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 21 Pond 21 P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 +Cap(ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 8.0" Spacing = 59.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 3 Rows x 51.0"Wide + 8.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.08' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover=4.00' Field Height 15 Chambers x 45.9 cf= 689.1 cf Chamber Storage _. 2,522.9 cf Field -689.1 cf Chambers = 1,833.8 cf Stone x 40.0% Voids = 733.5 cf Stone Storage Chamber Storage + Stone Storage = 1,422.6 cf= 0.033 of Overall Storage Efficiency = 56.4% Overall System Size = 39.22' x 16.08' x 4.00' 15 Chambers 93.4 cy Field 67.9 cy Stone Overal Type/1/ 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 22 Pond 21 P: Underground Detention Hydrograph _ ■Inflow 1.68 cfS ■Primary 1.61 cfS Inflow Area=30,183 sf Peak Elev=100.78' Storage=198 cf LL 01A. . . . . . . . . . . . 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ - Overal Type/1/24-hr 2 year Rainfall=3.14" Prepared by (enter your company name here) Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 23 Summary for Pond 38P: Porous Pavement Inflow Area = 7,278 sf, 91.08% Impervious, Inflow Depth = 2.69" for 2 year event Inflow = 0.49 cfs @ 12.07 hrs, Volume= 1,631 cf Outflow = 0.09 cfs @ 12.52 hrs, Volume= 1,631 cf, Atten= 82%, Lag= 26.9 min Discarded = 0.09 cfs @ 12.52 hrs, Volume= 1,631 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.38' @ 12.52 hrs Surf.Area= 3,840 sf Storage=435 cf Plug-Flow detention time= 29.2 min calculated for 1,630 cf(100% of inflow) Center-of-Mass det. time= 29.2 min ( 802.8- 773.7 ) - Volume Invert Avail.Storage Storage Description _ #1 100.00, 2,304 cf Custom Stage Data(Prismatic) Listed below (Recalc) 7,680 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store '— (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 3,840 0 0 102.00 3,840 7,680 7,680 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.990 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 _ Inlet/Outlet Invert= 101.50'/ 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.09 cfs @ 12.52 hrs HW=100.38' (Free Discharge) 1=Exfiltration ( Controls 0.09 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) T-2=Culvert ( Controls 0.00 cfs) Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 24 Pond 38P: Porous Pavement Hydrograph 0.49 CfS - ■Inflow p Outflow _ 0.55 Inflow-Ar-ea=7,278.Sf ■Seconded dary 0.5 Peak- EEev=1-04.38' 0.45 _ - -Storage=435 cf 0.4 - _ 0.35 a 0.3 3 c 0.25 LL 0.2 0.15 0.09 CfS _ 0.1 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type Ill 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 25 Summary for Pond 41 P: Porous Pavement Inflow Area = 8,265 sf, 82.77% Impervious, Inflow Depth = 2.59" for 2 year event Inflow = 0.55 cfs @ 12.07 hrs, Volume= 1,781 cf Outflow = 0.02 cfs @ 14.66 hrs, Volume= 1,781 cf, Atten= 96%, Lag= 155.3 min Discarded = 0.02 cfs @ 14.66 hrs, Volume= 1,781 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.44' @ 14.66 hrs Surf.Area= 6,841 sf Storage= 909 cf Plug-Flow detention time= 339.3 min calculated for 1,781 cf(100% of inflow) Center-of-Mass det. time= 339.0 min ( 1,119.6- 780.6 ) Volume Invert Avail.Storage Storage Description _ #1 100.00, 4,105 cf Custom Stage Data(Prismatic) Listed below (Recalc) 13,682 cf Overall x 30.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 6,841 0 0 102.00 6,841 13,682 13,682 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.155 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50'/ 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.02 cfs @ 14.66 hrs HW=100.44' (Free Discharge) — 1=Exfiltration ( Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) _ 2=Culvert (Controls 0.00 cfs) Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 26 Pond 41 P: Porous Pavement Hydrograph 0.55 Cfs ■inflow s 0 Outflow of low-Area== V 7'Sf_- ■■Discarded — 0.6 _ ! Secondary 0.55 fl _Peak £lev=1044' Stora' &909`cf — 0.45 0.4 _ 0.35 0.3 0 u. 0.25 _. — 0.2 _ 0.15 o., a.02 Cfs 0.00 cfS 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 27 Summary for Pond 42P: Underground Detention Inflow Area = 9,041 sf, 87.79% Impervious, Inflow Depth = 2.65" for 2 year event Inflow = 0.61 cfs @ 12.07 hrs, Volume= 1,993 cf Outflow = 0.60 cfs @ 12.09 hrs, Volume= 1,993 cf, Atten= 2%, Lag= 1.3 min Primary = 0.60 cfs @ 12.09 hrs, Volume= 1,993 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs _ Peak Elev= 100.39' @ 12.09 hrs Surf.Area= 393 sf Storage= 61 cf Plug-Flow detention time= 5.9 min calculated for 1,991 cf(100% of inflow) Center-of-Mass det. time= 5.9 min ( 782.1 -776.2 ) Volume Invert Avail.Storage Storage Description #1A 100.00, 385 cf 15.75'W x 24.981 x 3.50'H Field A 1,377 cf Overall -413 cf Embedded = 963 cf x 40.0% Voids #2A 100.50' 413 cf ADS_StormTech SC-740+Cap x 9 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf _ Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 799 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600 Zrimary OutFlow Max=0.59 cfs @ 12.09 hrs HW=100.38' (Free Discharge) _ 1=0rifice/Grate (Orifice Controls 0.59 cfs @ 2.11 fps) Overal Type/1/ 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 28 Pond 42P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 +Cap(ADS StormTech®SC-740 with cap length) Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing _ 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf=413.5 cf Chamber Storage 1,376.8 cf Field -413.5 cf Chambers = 963.4 cf Stone x 40.0%Voids = 385.4 cf Stone Storage Chamber Storage + Stone Storage = 798.8 cf= 0.018 of Overall Storage Efficiency= 58.0% Overall System Size = 24.98' x 15.75' x 3.50' 9 Chambers 51.0 cy Field 35.7 cy Stone Overal Type/1/24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 29 Pond 42P: Underground Detention Hydrograph ■Inflow 0.61 cfS _, ■Primary 0.65 0.60 cfs InfIOW.Area �9,O41 sf _. 0.6 0.55 Peals Efav=100.3W - - — 0.5 Storage 0.45 0.4 0.35 3 o a 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type Ill 24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here} Printed 6/12/2018 _HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 30 Summary for Pond 48P: Porous Pavement Inflow Area = 8,623 sf, 94.60% Impervious, Inflow Depth = 2.80" for 2 year event Inflow = 0.60 cfs @ 12.07 hrs, Volume= 2,010 cf Outflow = 0.06 cfs @ 12.78 hrs, Volume= 2,010 cf, Atten= 90%, Lag=42.6 min Discarded = 0.06 cfs @ 12.78 hrs, Volume= 2,010 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.50' @ 12.78 hrs Surf.Area=4,630 sf Storage= 691 cf Plug-Flow detention time= 79.0 min calculated for 2,008 cf(100% of inflow) Center-of-Mass det. time= 78.9 min ( 844.5- 765.6 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,778 cf Custom Stage Data(Prismatic) Listed below (Recalc) 9,260 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 4,630 0 0 102.00 4,630 9,260 9,260 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.575 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf L scarded OutFlow Max=0.06 cfs @ 12.78 hrs HW=100.50' (Free Discharge) 1=Exfiltration ( Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Overal Type/1/ 24-hr 2 year Rainfall=3.14" Prepared by (enter your company name here) Printed 6/12/2018 _ HydroCAD® 10 00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 31 Pond 48P: Porous Pavement Hydrograph ■Inflow 0.60 cfs _ __ :. __ El outflow _ �p A ■Discarded �n 0 Area 8j62-3-Sf.., ®Secondary 0.65 Peatc Efiev='I00.Sol , . 0.6 " 0.55 Storage=691 _cf, _. 0.5 0.45 0.4 0.35 U. - 0.25 0.2 0.15cfs 0.1 0.00 cfs _ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 2 year Rainfall=3.14" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paae 32 Summary for Link 11 L: Pr. Outlet Point#2 Inflow Area = 78,786 sf, 52.89% Impervious, Inflow Depth = 1.81" for 2 year event Inflow = 2.78 cfs @ 12.16 hrs, Volume= 11,865 cf Primary = 2.78 cfs @ 12.16 hrs, Volume= 11,865 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 11 L: Pr. Outlet Point#2 Hydrograph _ ■Inflow 3 2.78 cfs ■Primary Inflow Area=78,786 sf 2 LL 1 _ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 33 Summary for Link 12L: Pr. Outlet Point#3 Inflow Area = 206,071 sf, 31.00% Impervious, Inflow Depth = 1.78" for 2 year event Inflow = 6.63 cfs @ 12.28 hrs, Volume= 30,620 cf Primary = 6.63 cfs @ 12.28 hrs, Volume= 30,620 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs w Link 12L: Pr. Outlet Point#3 Hydrograph ------------ _ _ ■Inflow ■Primary 6.63 cfs _ Inflow__Araa=206,071 sf__ 6 5 _ a u 4 o LL i 3 2 0 IWO - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ _ Overal Type 111 24-hr 2 year Rainfall=3.14" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 34 - Summary for Link 19L: Pr. Outlet Point#1 with Detention Inflow Area = 373,883 sf, 39.58% Impervious, Inflow Depth = 1.73" for 2 year event Inflow = 9.55 cfs @ 12.42 hrs, Volume= 53,877 cf Primary = 9.55 cfs @ 12.42 hrs, Volume= 53,877 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 19L: Pr. Outlet Point#1 with Detention - Hydrograph _. _ ■Inflow _ 10 9.55 cfs ■Primary _ -tnfl©w Area=373,883 sf 9 _ 8 w 6 5 LL 4- 3- 2- 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 35 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 6S: PR. Drainage Analysis Runoff Area=48,603 sf 48.86% Impervious Runoff Depth=2.40" Flow Length=300' Slope=0.0467'/' Tc=16.8 min CN=83 Runoff=2.26 cfs 9,718 cf Subcatchment 11S: PR. Drainage Runoff Area=206,071 sf 31.00% Impervious Runoff Depth=2.66" Flow Length=300' Slope=0.0300'/' Tc=20.1 min CN=86 Runoff=9.89 cfs 45,754 cf - Subcatchment 12S: CB 1 -CB 2 - Detention Runoff Area=7,278 sf 91.08% Impervious Runoff Depth=3.67" Tc=5.0 min CN=96 Runoff=0.66 cfs 2,225 cf _ Subcatchment 14S: CB 7 -CB 6 -CB 5-CB Runoff Area=8,623 sf 94.60% Impervious Runoff Depth=3.78" Tc=5.0 min CN=97 Runoff=0.80 cfs 2,717 cf Subcatchment 21S: PR. Drainage Runoff Area=364,842 sf 38.38% Impervious Runoff Depth=2.57" Flow Length=856' Tc=30.6 min CN=85 Runoff=14.13 cfs 78,268 cf Subcatchment 23S: CB 11 Runoff Area=6,516 sf 84.75% Impervious Runoff Depth=3.56" Tc=5.0 min CN=95 Runoff=0.58 cfs 1,933 cf Subcatchment 39S: CB 9, and CB 10 Runoff Area=2,525 sf 95.64% Impervious Runoff Depth=3.78" Tc=5.0 min CN=97 Runoff=0.23 cfs 796 cf Subcatchment 40S: CB 8, CB 9, and CB 10 - Runoff Area=8,265 sf 82.77% Impervious Runoff Depth=3.56" -- Tc=5.0 min CN=95 Runoff=0.74 cfs 2,451 cf Subcatchment 44S: YD 14-CB 12-YD 13 Runoff Area=4,934 sf 44.49% Impervious Runoff Depth=2.85" Tc=5.0 min CN=88 Runoff=0.38 cfs 1,172 cf Subcatchment 45S: YD 15-CB 16 Runoff Area=7,374 sf 70.78% Impervious Runoff Depth=3.35" Tc=5.0 min CN=93 Runoff=0.64 cfs 2,056 cf - Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff Area=17,875 sf 58.76% Impervious Runoff Depth=3.14" Flow Length=225' Tc=7.3 min CN=91 Runoff=1.38 cfs 4,680 cf Pond 21P: Underground Detention Peak EIev=101.08' Storage=290 cf Inflow=2.36 cfs 7,908 cf Outflow=2.14 cfs 7,908 cf Pond 38P: Porous Pavement Peak EIev=100.59' Storage=678 cf Inflow=0.66 cfs 2,225 cf Discarded=0.09 cfs 2,225 cf Secondary=0.00 cfs 0 cf Outflow=0.09 cfs 2,225 cf Pond 41P: Porous Pavement Peak EIev=100.68' Storage=1,388 cf Inflow=0.74 cfs 2,451 cf Discarded=0.02 cfs 2,451 cf Secondary=0.00 cfs 0 cf Outflow=0.02 cfs 2,451 cf Pond 42P: Underground Detention Peak EIev=100.46' Storage=72 cf Inflow=0.82 cfs 2,728 cf Outflow=0.81 cfs 2,728 cf Pond 48P: Porous Pavement Peak EIev=100.74' Storage=1,032 cf Inflow=0.80 cfs 2,717 cf Discarded=0.06 cfs 2,717 cf Secondary=0.00 cfs 0 cf Outflow=0.06 cfs 2,717 cf Overal Type Ill 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 36 Link 11 L: Pr. Outlet Point#2 Inflow=4.13 cfs 17,627 cf Primary=4.13 cfs 17,627 cf Link 12L: Pr. Outlet Point#3 Inflow=9.89 cfs 45,754 cf Primary=9.89 cfs 45,754 cf Link 19L: Pr. Outlet Point#1 with Detention Inflow=14.36 cfs 80,996 cf Primary=14.36 cfs 80,996 cf Total Runoff Area=682,906 sf Runoff Volume= 151,770 cf Average Runoff Depth =2.67" 59.71% Pervious =407,768 sf 40.29% Impervious =275,138 sf - Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Runoff = 2.26 cfs @ 12.23 hrs, Volume= 9,718 cf, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description 15,215 61 >75% Grass cover, Good, HSG B 23,748 98 Paved parking, HSG D 9,640 80 >75% Grass cover, Good, HSG D 48,603 83 Weighted Average s 24,855 51.14% Pervious Area 23,748 48.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 300 0.0467 0.30 Sheet Flow, _ Grass: Short n= 0.150 P2= 3.20" Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Hydrograph ■Runoff 2.26 cfs Type 11124-hr 2 5 year Rainfall=4.13" _ Runoff Area=48,603 sf Runoff Volume=9,718 cf _ Runoff Depth=2.40' U. _Flow Len9th=300' ' Slope=0.0467 '1' Tc-16.8 min CN=83 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 11 S: PR. Drainage Analysis Area - Outlet Point#3 Runoff = 9.89 cfs @ 12.27 hrs, Volume= 45,754 cf, Depth= 2.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description 142,199 80 >75% Grass cover, Good, HSG D 42,888 98 Paved parking, HSG D 20,984 98 Unconnected roofs, HSG D 206,071 86 Weighted Average 142,199 69.00% Pervious Area 63,872 31.00% Impervious Area 20,984 32.85% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.1 300 0.0300 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 11 S: PR. Drainage Analysis Area - Outlet Point#3 Hydrograph 117 9.89 cfs 3 ■Runoff 10 Type III 24-h r 5 year Rainfall=4.13" -- 6 Runoff Area=206,071 sf 77 6 Runoff Volume=45,754 cf w Runoff Depth=2.66" LL 5 FIaw*Length=300,__ 4 SlapO 0.0300 '/'__ Tr,=20.1 min — 2 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 39 — Summary for Subcatchment 12S: CB 1 - CB 2 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 0.66 cfs @ 12.07 hrs, Volume= 2,225 cf, Depth= 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" — Area (sf) CN Description 649 80 >75% Grass cover, Good, HSG D 6,629 98 Paved parking HSG D 7,278 96 Weighted Average 649 8.92% Pervious Area 6,629 91.08% Impervious Area — Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) — 5.0 Direct Entry, Subcatchment 12S: CB 1 - CB 2 - Detention _ Hydrograph __ ___ ■Runoff 0.7 0.66 cfs 0.65 _Type 11124-hr__ 0.6 5 year Rainfall 4.13`' 0.55 " Runoff-Area=7,278 sf 0.5 0.45 ` Ru -off-Volume=2, 2v cf 0.4 . Runoff. De tft=167" T C c 0.35 1 a7.� min__. LL 0.3 __. CN=96-- 0.25 0.2 0.15 — 0.1 ` 0.05 _ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 14S: CB 7 - CB 6 - CB 5 - CB 4 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 0.80 cfs @ 12.07 hrs, Volume= 2,717 cf, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description 466 80 >75% Grass cover, Good, HSG D 8,157 98 Paved parking, HSG D 8,623 97 Weighted Average 466 5.40% Pervious Area 8,157 94.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: CB 7 - CB 6 - CB 5 - CB 4 - Detention _ Hydrograph 0.85 0.80 CfS . _. ■Runoff 0.8 _ Type Hf 24-h-r 0.75 0.7 5 year Rainfall=.13"_ 0.65 0.6 Runoff-Area=8 623 sf _. — os � 0.55 Runoff_Volume=2,717 cf__ w 5 0.45 Runoff Depth=3.78" 1 0.4 , Tc_&O min 0.35 — 0.3 0.25 0.2 0.15 0.1 0.05 _ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 21 S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Runoff = 14.13 cfs @ 12.42 hrs, Volume= 78,268 cf, Depth= 2.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description _ 90,723 98 Water Surface, HSG D 32,287 60 Woods, Fair, HSG B 91,403 79 Woods, Fair, HSG D 101,116 80 >75% Grass cover, Good, HSG D 24,587 98 Paved parking, HSG D 24,726 98 Roofs, HSG D 364,842 85 Weighted Average 224,806 61.62% Pervious Area 140,036 38.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Mean Depth= 2.00' 30.6 856 Total Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 42 Subcatchment 21 S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Hydrograph _ _ ._ __ _ ■Runoff 15 -- 14.13 cfs 14 _ - Type ll!_24-hr_ 13 6 year RatnfaW--4.13" 12 _ 11 Runloff Area=364,842 sf 10 _.___ R.u.noff Vol_ume.=_78,288 of .. 9 _ Runof#-Depth=2.5T _. LL -Flowt ngt =8v6'__ 6 70=30.6 m i n CN1,85__ 4 — 2 - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ _ _ Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 23S: CB 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.58 cfs @ 12.07 hrs, Volume= 1,933 cf, Depth= 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description 5,522 98 Paved parking, HSG D 994 80 >75% Grass cover, Good, HSG D 6,516 95 Weighted Average 994 15.25% Pervious Area 5,522 84.75% Impervious Area _ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 23S: CB 11 a Hydrograph 0.65 ■Runoff 0.6 0.58 cfs Type Hf -24-hr 0.55 1__ 5 year Rainfett=A.13 0.5 Runoff'Alrea=6,516 !d 0.45 0.4 Runoff Volume=1,933 cf 0.35 Runoff Depth=3.56" LL 0.3 Tc=5.0 min 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 39S: CB 9, and CB 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.23 cfs @ 12.07 hrs, Volume= 796 cf, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf CN Description 2,415 98 Paved parking, HSG D 110 80 >75% Grass cover, Good, HSG D 2,525 97 Weighted Average 110 4.36% Pervious Area 2,415 95.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 39S: CB 9, and CB 10 _ Hydrograph 0.26 0.25 0.24 0.23 CfS ■Runoff 0.23 0.22 Type-111 34-h r 0.2, 0.2 5 year Rai:nf 111=4.13" 0.19 0.18 Runoff A =2.525 sf 0.17 _ `t 1_ 0. 0.15 Runoff OUMe-=796 Cf.� u 0.14 — 3 0.13 � __ _ _ Runoff Depth 178" 0 0.12 0.11 0., TC= fa min_ 0.09 — 0.08 _ C-N--91 0.07 0.06 0.05 _ _ 0.04 0.03 - 0.02 0.01 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by (enter your company name here) Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.74 cfs @ 12.07 hrs, Volume= 2,451 cf, Depth= 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" _ Area (sf) CN Description 1,424 80 >75% Grass cover, Good, HSG D 6,841 98 Paved parking HSG D —• 8,265 95 Weighted Average 1,424 17.23% Pervious Area 6,841 82.77% Impervious Area _ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area _ Hydrograph 0.8 ■Runoff 0.74 n_ 0.75 ' -TYlae lit 24'hr_ 0.7 0.65 _ 5 tear Rainfal1=4.137 0.6 Runof€Area=8,2f5 sf_ 0.55 05 Runoff d uire=2,451 cf _ _ . _ . 0.45 - Runoff Do th=,3.56" _ 3 0.4 u. 0.35 0.3 _ - 0.25 0.2 .� 0.15 0.1 0.05 .- 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) T w Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 46 Summary for Subcatchment 44S: YD 14 - CB 12 -YD 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.38 cfs @ 12.07 hrs, Volume= 1,172 cf, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf) CN Description 2,739 80 >75% Grass cover, Good, HSG D 2,195 98 Paved parking, HSG D 4,934 88 Weighted Average 2,739 55.51% Pervious Area 2,195 44.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, - Subcatchment 44S: YD 14 - CB 12 -YD 13 Hydrograph 0.42 0.4 _. 0.38 cfs - ■Runoff 0.38 0.36 __ _ _ _ Type 0124-hr 0.34 _. _. ___ 5 year Rair faN=4.13" 0.32 0.3 _ -. ___ . Runoff-Area=4,934 Sf 0.28 - _ - _ 0.26 _ _ _ Runoff Volume=1,172 cf. ^ 0.24 0.22 Runoff Depth 2. 5-!" 0 0.2 LL 0.18 Tc-5.0 m i n 0.16 0.1 a CN-88 - 0.12 _ 0.1 _ 0.08 0.06 0.04 0.02 0 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 a0 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 45S: YD 15 - CB 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.64 cfs @ 12.07 hrs, Volume= 2,056 cf, Depth= 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 5 year Rainfall=4.13" Area (sf CN Description 2,155 80 >75% Grass cover, Good, HSG D 5,219 98 Paved parking, HSG D 7,374 93 Weighted Average 2,155 29.22% Pervious Area 5,219 70.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 45S: YD 15 - CB 16 Hydrograph 0.7 - _ _ _ _ __ ■Runoff _ 0.64 0.65 _ Type IH 24-hir 0.6 ` 0.55 5 year Rainfall=A.'13 _ 0.5 Runoff Area=7,374 Sf 0.45 Runoff Volume_=2,056 Cf _. 0.4 Runoff Depth=3.36" 0.35 _o TC=5.0 min v 0.3 _ CN' 3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff = 1.38 cfs @ 12.10 hrs, Volume= 4,680 cf, Depth= 3.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs _ Type III 24-hr 5 year Rainfall=4.13" Area (sf CN Description 7,371 80 >75% Grass cover, Good, HSG D 10,504 98 Paved parking, HSG D 17,875 91 Weighted Average 7,371 41.24% Pervious Area 10,504 58.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.0500 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 125 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.3 225 Total Subcatchment 47S: CB 6, CB 7 and CB 8 Hydrograph 1.38 Cfs ■Runoff Type III 24-h r 5 year Rainfall=4.13"' Runoff Area=17,875 sf_ ' . Runoff Volume=4,680 cf Runoff Depth=3.14" Flow Length=225' Tc=7.3 m i n _ CN=91 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 3 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 49 Summary for Pond 21 P: Underground Detention Inflow Area = 30,183 sf, 59.36% Impervious, Inflow Depth = 3.14" for 5 year event Inflow = 2.36 cfs @ 12.09 hrs, Volume= 7,908 cf Outflow = 2.14 cfs @ 12.13 hrs, Volume= 7,908 cf, Atten= 9%, Lag= 2.3 min Primary = 2.14 cfs @ 12.13 hrs, Volume= 7,908 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.08' @ 12.13 hrs Surf.Area= 631 sf Storage= 290 cf Plug-Flow detention time= 5.2 min calculated for 7,900 cf(100% of inflow) Center-of-Mass det. time 5.2 min ( 798.2 -793.0 ) Volume Invert Avail.Storage Storage Description #1A 100.00, 734 cf 16.08'W x 39.221 x 4.00'H Field A 2,523 cf Overall - 689 cf Embedded = 1,834 cf x 40.0%Voids #2A 101.00, 689 cf ADS_StormTech SC-740 +Cap x 15 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 5 Chambers 1,423 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 10.0"Vert. Orifice/Grate C= 0.600 rimary OutFlow Max=2.10 cfs @ 12.13 hrs HW=101.06' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.10 cfs @ 3.86 fps) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by{enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 50 Pond 21 P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 +Cap(ADS StormTech®SC-740 with cap length) Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 51.0"Wide + 8.0" Spacing = 59.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 3 Rows x 51.0"Wide + 8.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.08' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover=4.00' Field Height 15 Chambers x 45.9 cf= 689.1 cf Chamber Storage 2,522.9 cf Field -689.1 cf Chambers = 1,833.8 cf Stone x 40.0% Voids = 733.5 cf Stone Storage Chamber Storage + Stone Storage = 1,422.6 cf= 0.033 of Overall Storage Efficiency = 56.4% Overall System Size = 39.22' x 16.08' x 4.00' 15 Chambers 93.4 cy Field 67.9 cy Stone Overal Type/1/ 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 51 Pond 21 P: Underground Detention Hydrograph ■Inflow 2.36 cfs ■Primary Inflow Area=30,183 sf 2.14 cfs _ .. .Peak E1ev_=10,L.Og,__ 2 Storage=290 cf LL 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) w Overal Type /Il 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 52 Summary for Pond 38P: Porous Pavement 7. Inflow Area = 7,278 sf, 91.08% Impervious, Inflow Depth = 3.67" for 5 year event Inflow = 0.66 cfs @ 12.07 hrs, Volume= 2,225 cf Outflow = 0.09 cfs @ 12.59 hrs, Volume= 2,225 cf, Atten= 87%, Lag= 31.2 min — Discarded = 0.09 cfs @ 12.59 hrs, Volume= 2,225 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.59' @ 12.59 hrs Surf.Area= 3,840 sf Storage= 678 cf Plug-Flow detention time= 48.8 min calculated for 2,223 cf(100% of inflow) Center-of-Mass det. time=48.7 min ( 814.9- 766.2 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,304 cf Custom Stage Data(Prismatic) Listed below (Recalc) 7,680 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 3,840 0 0 102.00 3,840 7,680 7,680 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.990 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50'/ 101.50' S= 0.0000 'P Cc= 0.900 n= 0.013, Flow Area= 0.09 sf ,Qiscarded OutFlow Max=0.09 cfs @ 12.59 hrs HW=100.59' (Free Discharge) 1=Exfiltration ( Controls 0.09 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 53 Pond 38P: Porous Pavement Hydrograph I nflow0.66 CfS utflowts� ptiscardedIn1low_Ares' =7�278_SJecondary 0.7 _. } _read E1ev— 00-- ' 0.65 0.6 - - _ Storage=678-cf 0.55 0.5 0.45 u 0.4 u 0.3 0.25 0.2 o.,s 0.09 cfS 0.1 0.00 cfs - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 11124-hr 5 year Rainfalh4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 54 Summary for Pond 41 P: Porous Pavement 7. Inflow Area = 8,265 sf, 82.77% Impervious, Inflow Depth = 3.56" for 5 year event Inflow = 0.74 cfs @ 12.07 hrs, Volume= 2,451 cf Outflow = 0.02 cfs @ 15.57 hrs, Volume= 2,451 cf, Atten= 97%, Lag= 210.0 min — Discarded = 0.02 cfs @ 15.57 hrs, Volume= 2,451 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.68' @ 15.57 hrs Surf.Area= 6,841 sf Storage= 1,388 cf Plug-Flow detention time= 511.2 min calculated for 2,449 cf(100% of inflow) Center-of-Mass det. time= 511.4 min ( 1,284.0 - 772.5 ) Volume Invert Avail.Storage Storage Description #1 100.00, 4,105 cf Custom Stage Data(Prismatic) Listed below (Recalc) 13,682 cf Overall x 30.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 6,841 0 0 102.00 6,841 13,682 13,682 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.155 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.02 cfs @ 15.57 hrs HW=100.68' (Free Discharge) 1=Exfiltration (Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 55 Pond 41 P: Porous Pavement Hydrograph :C3 flowoutflowDiscardedInflow Area-8,285°sf Secondary 0.8 0.75 _Rea Elev-104.68'- 0.7 0.65 Stara�ge=1,388..Cf 0.6 0.55 0.5 ;- 0.45 3 0.4 o a 0.35 — — — — - 0.3 - 0.25 0.2 _ - 0.15 0.1 ' . AIO.02 cfS 0.00 cfs 0 ...-—- 1.-- MW 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ _ Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 56 Summary for Pond 42P: Underground Detention Inflow Area = 9,041 sf, 87.79% Impervious, Inflow Depth = 3.62" for 5 year event Inflow = 0.82 cfs @ 12.07 hrs, Volume= 2,728 cf Outflow = 0.81 cfs @ 12.09 hrs, Volume= 2,728 cf, Atten= 1%, Lag= 1.2 min Primary = 0.81 cfs @ 12.09 hrs, Volume= 2,728 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs _ Peak Elev= 100.46' @ 12.09 hrs Surf.Area= 393 sf Storage= 72 cf Plug-Flow detention time= 5.4 min calculated for 2,728 cf(100% of inflow) Center-of-Mass det. time= 5.2 min ( 773.8 -768.6 ) Volume Invert Avail.Storage Storage Description #1A 100.00, 385 cf 15.75'W x 24.981 x 3.50'H Field A 1,377 cf Overall -413 cf Embedded = 963 cf x 40.0% Voids #2A 100.50' 413 cf ADS StormTech SC-740 +Cap x 9 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 799 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600 rimary OutFlow Max=0.79 cfs @ 12.09 hrs HW=100.45' (Free Discharge) 1=0rifice/Grate (Orifice Controls 0.79 cfs @ 2.29 fps) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 57 Pond 42P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 +Cap(ADS StormTech@ SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length _ 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width _ 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf=413.5 cf Chamber Storage 1,376.8 cf Field -413.5 cf Chambers = 963.4 cf Stone x 40.0%Voids = 385.4 cf Stone Storage Chamber Storage + Stone Storage = 798.8 cf= 0.018 of Overall Storage Efficiency = 58.0% Overall System Size = 24.98' x 15.75' x 3.50' 9 Chambers 51.0 cy Field _ 35.7 cy Stone Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 58 Pond 42P: Underground Detention Hydrograph - _ ■Inflow 0.9 0. 2 Cfs ■Primary _ o.ss - 0.81 cfS .85 Inflow-Area=9,041_Sf0.8 - _ _ . 0.75 _ Pear E ev-_'� .46- 0.7 0.65 ,tQra�_e=7 G ' 0.6 -,$ - 0.55 0.5 _-- 0.45 c a 0.4 _ 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type /// 24-hr 5 year Rainfall=4.13" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 59 Summary for Pond 48P: Porous Pavement Inflow Area = 8,623 sf, 94.60% Impervious, Inflow Depth = 3.78" for 5 year event Inflow = 0.80 cfs @ 12.07 hrs, Volume= 2,717 cf Outflow = 0.06 cfs @ 13.05 hrs, Volume= 2,717 cf, Atten= 92%, Lag= 58.9 min Discarded = 0.06 cfs @ 13.05 hrs, Volume= 2,717 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.74' @ 13.05 hrs Surf.Area=4,630 sf Storage= 1,032 cf Plug-Flow detention time= 125.5 min calculated for 2,717 cf(100% of inflow) _ Center-of-Mass det. time= 125.4 min ( 884.4 - 759.0 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,778 cf Custom Stage Data(Prismatic) Listed below (Recalc) 9,260 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 4,630 0 0 102.00 4,630 9,260 9,260 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.575 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 _ Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.06 cfs @ 13.05 hrs HW=100.74' (Free Discharge) -- 1=Exfiltration ( Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Overal Type 111 24-hr 5 year Rainfall=4.13" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 60 Pond 48P: Porous Pavement Hydrograph 0.80 CfS ■Inflow p Outflow Inflow ■Discarded Area=8,623,sf 0.85 ■Secondary 0.6 -Peals Elev=100.74' 0.75 _. 0.7 .Storage=1,032-ef 0.6s 0.s _ 0.55 0.5 _ 0.45 0.4 LL 0.35 0.3 - 0.25 0.2 _ 0.15 �.06 CfS 0.1 0.00 Cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 4 46 48 50 Time (hours) Overal Type/1/24-hr 5 year Rainfall=4.13" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 61 Summary for Link 11 L: Pr. Outlet Point#2 Inflow Area = 78,786 sf, 52.89% Impervious, Inflow Depth = 2.68" for 5 year event Inflow = 4.13 cfs @ 12.18 hrs, Volume= 17,627 cf Primary = 4.13 cfs @ 12.18 hrs, Volume= 17,627 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 11 L: Pr. Outlet Point#2 Hydrograph ■Inflow ■Primary 4.13 cfs Inflov�Area=7$;7 6 sf_. a 3 .� w w 0 0 M 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Type 11124-hr 5 year Rainfall=4.13" Overal Printed 6/12/2018 Prepared by {enter your company name here} Pane 62 H droCAD® 10.00-19 s/n 02009 ©2016 H droCAD Software Solutions LLC Summary for Link 12L: Pr. Outlet Point#3 Inflow Area = 206,071 sf, 31.00% Impervious, Inflow Depth = 2.66" for 5 year event Inflow = 9.89 cfs @ 12.27 hrs, Volume= 45,754 cf Primary = 9.89 cfs @ 12.27 hrs, Volume= 45,754 cf, Atten=0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 12L: Pr. Outlet Point#3 Hydrograph ■Inflow ■Primary � 11 - .89 cfs tnflow_Arew 21061071 Sf _ 10 — 9 8 7 u 6 5 LL 3 2 . 1 ' 0 0 2 4 6 8 10 12 14 16 18 20 2T' 24(„06�)8 30 32 34 36 38 40 42 44 46 48 50 me i i Overal Prepared by{enter your company name here} Type 111 24-hr 5 year Rainfall=4.13" H droCAD® 10.00-19 s/n 0200) ©2016 Hy droCAD Software Solutions LLC Printed 6/12/2018 Pa Summary for Link 19L: Pr. Outlet Point#1 with Detention Inflow Area = 373,883 sf, 39.58% Impervious, Inflow Depth = 2.60" for 5 year event Inflow = 14.36 cfs @ 12.42 hrs, Volume= 80,996 cf Primary = 14.36 cfs @ 12.42 hrs, Volume= o 80,996 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs w Link 19L: Pr. Outlet Point#1 with Detention Hydrograph 16 - _ __. . ■Inflow 15 14.36 cfS ■Primary 14 — Inflow Area=373,883 sf 13 — 12 _ 10 - w 9 8 li 7 g rJ 4 _. + 3 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) T A. �r Overal Prepared by{enter your co ti droCAp® 10,00-19 s/n 02009 pany name here} Type ///24_hr >p 2016 H droCAp So Year Rainfall=4.96" flware Solutions LLC Printed 6/12/2018 Time span_0.00-50.00 Pa a 64 Runoff by SCS T hrs, dt=0.05 hrs, 1001 Reach routing of Stor-Ind+-26 method, UH=SCS points Subcatchment 6S: P method - Weighted-CN R. Drainage Pond routing by Stor-Ind method Flow g Analysis Runoff Area=Length=300' Slope=o.0467'/48,603 sf 48.86% Impervious Runoff De Subcatchment 11S: PR. Drainage Tc=16.8 min p2,709 c CN=83 Runoff=2,95 cfs 12,709 cf ` Runoffgrea=206,071 sf o Flow Length=300' 31.00/° Im Subcatch Slope=0.0300 '/' Tc=20.1 min CN=8fi envious Runoff Depth=97 cf ment 12S: CB 1 -CB 2-Detention Runoff Runoff= 12.65 cfs 58,897 cf Area=7,278 sf 91.08% Im Subcatchment 14S: Tc=5.0 min perv"us Runoff De ., CS 7-CS 6 'CBS-CS CN=96 Runoff=0.80 cfsp2 25 cf RunoffArea- Subcatch 8,623 sf 94.60% Impervious ment 21S; PR. Tc=5•0 min CN=97 Runoff Depth=4.61"Drainage Runoffgrea- Runoff=0.gg cfs 3 -364, ,311 cf Subcatch Flow Length=85a 842 sf 38.38% Impervious ment 23S: CB 11 Tc=30.6 min CN=85 Runoff Dept,27. cf Runoff=lg•19 cfs 101,277 cf Runoffgrea=6,516 sf 84.75% Imp ervious Runoff De 0. and CB 10 min CN=95 Runoff=0.71 cfspth=4.38 Runoffgrea- 2,378 cf Subcatch 2 525 sf 95.64% Impervious ment 40S: Cg g Tc=5.0 min CN=97 Runoff Depth=4.61"CB 9, and CB 10. Runoff=0•28 cfs 969 cf Runoff Area=g,265 sf 82.77% Im Subcatchment Tcsf min pervious Runoff Depth : YD 14-CB 12_ CN=95 Runoff=0.90 cfs3,017 8f YD 13 RunoffArea- Subcatch 4,934 sf 44,49% Impervious ment 45S: YD 15- Tc=5.0 min CN=88 Runoff cfs 1,49'3 cf CB 16 Runoff=0,47 cfs 1,493 cf Runoff Area=7,374 sf 70.78% Imp ervious Runoff De CB 7 and CB CN=93 Runoff=0.78 cfsp2,555 cf 8 Runoff Area=17,875 sf o Flow Length=225' n CN=9 S8.76/o Impervious Underground Tc=7.3 min Runoff Depth=3.94" Pond 21P: Detention Runoff=1.72 cfs 5,874 cf Peak EIev=101.32' Storage=411 cf Pond 38P: Porous Pavement Infl0w=2.92 cfs 9,922 cf Outflow=2.50 cfs 9,922 cf Discarded- Peak EIev=100.77' Stora -0.09 cfs 2,725 cf Secondary ge=892 cf Inflow= Pond 41P: porous P rY=0.00 cfs 0 cf cf cfs 2,725 cf Pavement Outflow=0.09 cfs 2,7 Discarded- Peak EIev=100.89' 25 cf -0.02 cfs 3,017 cf Storage=1,819 cf Pond 42P: Under Secondary=0.00 cfs 0 cf Inflow-0.90 cfs 3,017 cf Underground Detention Outflow=0.02 cfs 3 Peak EIev=100.51' ,017 cf Pond Storage=81 cf Inflow=0 99 cfs 3 48P: Porous Pavement Outflow= 348 cf Peak EIev=100.97' 0.97 cfs 3,348 cf Discarded=0.06 cfs 3,311 cf Stora Seconda 9e-1'345 cf Inflow=0.96 cfs ,'311 cf ►Y=0.00 cfs 0 cf Outflow=0.06 cfs 3,311 cf Type III 24-hr 10 year Rainfall=4.96° _ Printed 6118 Pa 2e 65 Overal our company name here} enter y ©2016 H droCAD Software Solutions LLC 4 cfs 22,632 cf Prepared by { Inflow=5.2 g32 cf Fi droCAD® 10.0(-19 sln 02009 5.24 cfs 22, Primary= Link 11L: Pr. Outlet Point#2 Inflow=12.65 cfs 58,897 cf Primary=12.65 cfs 58,897 cf -- Link 12L: Pr. Outlet Point#3 Inflow=18•48 cfs 104' 625 cf Primary=18.48 cfs 104,625 cf _ Link 19L: Pr. Outlet Point#1 with Detention 3.43" 195,205 cf Average Runoff Depth sf - .71 u Pervious=407,768 sf 40.29%ImpeNious= Total Runoff Area=682,90659 Runoff Volume Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 66 Summary for Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Runoff = 2.95 cfs @ 12.23 hrs, Volume= 12,709 cf, Depth= 3.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs _ Type III 24-hr 10 year Rainfall=4.96" Area (sf) CN Description 15,215 61 >75% Grass cover, Good, HSG B -- 23,748 98 Paved parking, HSG D 9,640 80 >75% Grass cover, Good, HSG D 48,603 83 Weighted Average 24,855 51.14% Pervious Area 23,748 48.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 300 0.0467 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 _ Hydrograph 2.95 Cfs - ■Runoff 3 " Type III 24-hr 10 year Rainfall=4.96" Runoff Area=48,603 sf 2 Runoff Volume=12,709 Cf Runoff Depth=3.14"' Flow Length=300' Slope=0.0467 '/' 1 Tc=16.8 min CN=83 06 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 — HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment 11 S: PR. Drainage Analysis Area - Outlet Point#3 Runoff = 12.65 cfs @ 12.27 hrs, Volume= 58,897 cf, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs — Type III 24-hr 10 year Rainfall=4.96" Area (sf CN Description — 142,199 80 >75% Grass cover, Good, HSG D 42,888 98 Paved parking, HSG D 20,984 98 Unconnected roofs, HSG D - 206,071 86 Weighted Average 142,199 69.00% Pervious Area 63,872 31.00% Impervious Area 20,984 32.85% Unconnected '— Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) — 20.1 300 0.0300 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 11 S: PR. Drainage Analysis Area - Outlet Point#3 Hydrograph 14- 13 12.65 cfs ■Runoff Type 111-244hr-- 12 — 11 10 yeah Rat fall=4.96" 10 Runeff Area-206,071 sf 9 _. Runoff Volurine-58,$97 cf — 8 Runoff.Depth=3.43'_ 0 _ . Flow Length-300--- — LL 6 Slope -0300 T _ 5 Tc=20.1 min . 4 - 3 . _ CN=86 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) — Overal Type Ill 24-hr 10 year Rainfall=4.96" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment 12S: CB 1 - CB 2 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 0.80 cfs @ 12.07 hrs, Volume= 2,725 cf, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf CN Description 649 80 >75% Grass cover, Good, HSG D 6,629 98 Paved parking, HSG D 7,278 96 Weighted Average 649 8.92% Pervious Area 6,629 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: CB 1 - CB 2 - Detention Hydrograph 0.85 0.80 CfS __ . - ■Runoff 0.8 00.8 Type III .2�4-h�r- 0.7 10year Rainfall 4.96" 0.65 __. Runoff-Area=7,278 sf 0.6 0.55 Runoff Volume=2,7.25 Cf0.5 .45 Runoff-Depth=4.49"__ IL Tc=5.0 min 0.35 0.3 CN=96 0.3 0.25 0.2 — 0.15 0.1 0.05 — 0 2 4 6 8 10 12 14 16 18 20 22 24 A A 30 32 34 36 38 40 4,2 44 46 48 50 Time (hours) Overal Type /// 24-hr 10 year Rainfall=4.96" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paste 69 Summary for Subcatchment 14S: CB 7 - CB 6 CB 5 -CB 4 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 0.96 cfs @ 12.07 hrs, Volume= 3,311 cf, Depth= 4.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" _ Area (sf) CN Description 466 80 >75% Grass cover, Good, HSG D 8,157 98 Paved parking, HSG D 8,623 97 Weighted Average 466 5.40% Pervious Area 8,157 94.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 14S: CB 7 - CB 6 - CB 5 - CB 4 - Detention _ Hydrograph ._ _.__. __ __ _ , .___ _ .__ . _. _._ .____ ■Runoff 0.96 cfs Ty pe III 24-hr 10 year Rainfall=4.96" _ Runoff Are0i=8,623 sf Runoff Volume=3,311 cf _ Runoff Depth=4.61" LL Tc=5.0 min _ CN=97 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 10 year Rainfall=4.96" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment 21S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained — Runoff = 18.19 cfs @ 12.42 hrs, Volume= 101,277 cf, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf) CN Description 90,723 98 Water Surface, HSG D 32,287 60 Woods, Fair, HSG B 91,403 79 Woods, Fair, HSG D 101,116 80 >75% Grass cover, Good, HSG D - 24,587 98 Paved parking, HSG D 24,726 98 Roofs, HSG D 364,842 85 Weighted Average 224,806 61.62% Pervious Area 140,036 38.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, _ Mean Depth= 2.00' — 30.6 856 Total - Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD810.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 71 Subcatchment 21S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Hydrograph 20 ■Runoff 19 _. __-__ 18.19 cfs 18 Type ll .._24-hr 17 Rainf all 16 _. ,5 Runoff Area=364,042 sf_ 14 13 Runoff Vol ume=101,277 cf -- 12 -Runofif Depth=3.33i'oil " o ,o _ _ Flow Length=856' LL 9 e _ - Tc=30.6 min. . _ __. CN--85 6 6 4 _ _ -- 3 2 _ _..._._ _.__.. 1 " 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 72 Summary for Subcatchment 23S: CB 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.71 cfs @ 12.07 hrs, Volume= 2,378 cf, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf CN Description 5,522 98 Paved parking, HSG D 994 80 >75% Grass cover, Good, HSG D 6,516 95 Weighted Average 994 15.25% Pervious Area 5,522 84.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 23S: CB 11 Hydrograph 0.75 0.71 cfs _ ■Runoff 0.7 _ Type Ill 24-hr 0.6 0 _ 10 year Rainfall=4.96"-- .6 _ 0.55 Runoff'Area=6,516 sf Runoff-Vofurne=2 378 cf _ 0.45 0.4 Runoff-Depth=4.38" X 0.35 Tc 5.0 min 0.3 iCN=95-. — 0.25 0.2 0.15 _ 0.1 0.05 0 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type /// 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment 39S: CB 9, and CB 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.28 cfs @ 12.07 hrs, Volume= 969 cf, Depth= 4.61" — Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf) CN Description 2,415 98 Paved parking, HSG D 110 80 >75% Grass cover, Good, HSG D 2,525 97 Weighted Average 110 4.36% Pervious Area 2,415 95.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 39S: CB 9, and CB 10 _ Hydrograph 0.3 0 ■Runoff .28 cfS — 0.28 _ Type 111 24-h r. 0.26 0.24 10 dear Rainfa11=4.96 ' ... — 0.22 Runoff Area-2,525 sf.._. 0.2 Runoff volume=969 0.18 Cf 0.16 Runoff Depth-4r61"__ 0.14 " ._....... . 012 G=S.0_mill. _. 0.1 CN=9' _ 0.08 0.06 0.04 0.02 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.90 cfs @ 12.07 hrs, Volume= 3,017 cf, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf) CN Description 1,424 80 >75% Grass cover, Good, HSG D 6,841 98 Paved parking HSG D 8,265 95 Weighted Average 1,424 17.23% Pervious Area 6,841 82.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area Hydrograph 0.90 cfs ■Runoff Type III 24-h r 10 year Rainfall=4.96" Runoff Area=8,265 sf Runoff Volume=3,017 cf Runoff Depth=4.38" LL Tc=•5.0 min CN=95 _ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10 00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment 44S: YD 14 - CB 12 -YD 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.07 hrs, Volume= 1,493 cf, Depth= 3.63" -- Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf CN Description 2,739 80 >75% Grass cover, Good, HSG D 2,195 98 Paved parking HSG D 4,934 88 Weighted Average 2,739 55.51% Pervious Area 2,195 44.49% Impervious Area -- Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 44S: YD 14 - CB 12 -YD 13 _ Hydrograph _. . .__ __ __. ■Runoff 0.5 0.47 cfs 0.4s Type lit4-hr I year Rainfa11=4.95" , 0.4 _. Runoff-Area=4,934 sf 0.35 Runoff VdJume=1,493 cf 0.3 Runoff Depth=3.53"_ c 0.25 TIc=5.0 min 0.2 CN=8 8 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type l//24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 76 — Summary for Subcatchment 45S: YD 15 - CB 16 _ [49] Hint: Tc<2dt may require smaller dt Runoff = 0.78 cfs @ 12.07 hrs, Volume= 2,555 cf, Depth= 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf) CN Description 2,155 80 >75% Grass cover, Good, HSG D 5,219 98 Paved parking HSG D 7,374 93 Weighted Average 2,155 29.22% Pervious Area 5,219 70.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 45S: YD 15 - CB 16 Hydrograph 0.85 _ _ _ _ _ ■Runoff 0.8 _ . 0.78 cfs Type Ill 24-hr 0.7 10 year Rainfall=4.96 0.65 0.6 Runoff Area=7,374 sf Runoff volume=2,555 of- 0.5 0.45 Runoff Depth=4.16" 0.4 LL 0.35 T�=5.� min n 35 0.3 0.25 0.2 0.15 0.1 _ 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type Ill 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10 00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paae 77 Summary for Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff = 1.72 cfs @ 12.10 hrs, Volume= 5,874 cf, Depth= 3.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year Rainfall=4.96" Area (sf) CN Description — 7,371 80 >75% Grass cover, Good, HSG D 10,504 98 Paved parking, HSG D 17,875 91 Weighted Average — 7,371 41.24% Pervious Area 10,504 58.76% Impervious Area Tc Length Slope Velocity Capacity Description '- (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.0500 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" _. 0.5 125 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.3 225 Total Subcatchment 47S: CB 6, CB 7 and CB 8 Hydrograph ■Runoff 1.72 cfs Type III :24-h r -� 10 year Rainfall=4.96" Runoff Area=17,875 sf -- Runoff Volume=5,874 cf Runoff de0th=3.941 U. Flow Length=225' Tc=7.3 m i n CN=91 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 78 i Summary for Pond 21 P: Underground Detention Inflow Area = 30,183 sf, 59.36% Impervious, Inflow Depth = 3.94" for 10 year event Inflow = 2.92 cfs @ 12.09 hrs, Volume= 9,922 cf Outflow = 2.50 cfs @ 12.14 hrs, Volume= 9,922 cf, Atten= 14%, Lag= 3.2 min Primary = 2.50 cfs @ 12.14 hrs, Volume= 9,922 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.32' @ 12.14 hrs Surf.Area= 631 sf Storage= 411 cf - Plug-Flow detention time=4.8 min calculated for 9,912 cf(100% of inflow) Center-of-Mass det. time=4.8 min ( 791.7-786.9) Volume Invert Avail.Storage Storage Description #1A 100.00, 734 cf 16.08'W x 39.221 x 4.00'H Field A 2,523 cf Overall -689 cf Embedded = 1,834 cf x 40.0% Voids #2A 101.00, 689 cf ADS_StormTech SC-740 +Cap x 15 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0'W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 5 Chambers 1,423 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 10.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.49 cfs @ 12.14 hrs HW=101.31' (Free Discharge) t1=0rifice/Grate (Orifice Controls 2.49 cfs @ 4.56 fps) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10 00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 79 Pond 21 P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740+Cap(ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 8.0" Spacing = 59.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 3 Rows x 51.0"Wide + 8.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.08' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover= 4.00' Field Height 15 Chambers x 45.9 cf= 689.1 cf Chamber Storage 2,522.9 cf Field -689.1 cf Chambers = 1,833.8 cf Stone x 40.0%Voids = 733.5 cf Stone Storage Chamber Storage + Stone Storage = 1,422.6 cf= 0.033 of Overall Storage Efficiency = 56.4% Overall System Size = 39.22' x 16.08' x 4.00' 15 Chambers 93.4 cy Field _ 67.9 cy Stone A Overal Type/1/ 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 80 - Pond 21 P: Underground Detention Hydrograph 2.92 cfS ■inflow ■Primary _ 3 Inflow Area=30,183 sf 2.so cfs Peak Elev=101 .32' Stora9e=411 cf 2 LL 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 60 Time (hours) Overal Type Ill 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10 00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 81 Summary for Pond 38P: Porous Pavement Inflow Area = 7,278 sf, 91.08% Impervious, Inflow Depth = 4.49" for 10 year event Inflow = 0.80 cfs @ 12.07 hrs, Volume= 2,725 cf Outflow = 0.09 cfs @ 12.71 hrs, Volume= 2,725 cf, Atten= 89%, Lag= 38.2 min Discarded = 0.09 cfs @ 12.71 hrs, Volume= 2,725 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.77' @ 12.71 hrs Surf.Area= 3,840 sf Storage= 892 cf Plug-Flow detention time= 67.5 min calculated for 2,722 cf(100% of inflow) Center-of-Mass det. time=67.5 min ( 829.1 -761.7 ) Volume Invert Avail Storage Storage Description #1 100.00, 2,304 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,680 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 3,840 0 0 102.00 3,840 7,680 7,680 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.990 in/hr Wiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 _ Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.09 cfs @ 12.71 hrs HW=100.77' (Free Discharge) T--1=Exfltration ( Controls 0.09 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) _ 2=Culvert ( Controls 0.00 cfs) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paae 82 Pond 38P: Porous Pavement Hydrograph - 0.80 CfS ■Infl MOW _ 0 Ouow scarded 0.85 _ Inflow Area=7,278 s ■Slecondary o.s Peals Elev=1_0017' 0.75 0.7 Storage=892-cf — 0.65 - 0.6 0.55 0 0.5 0.45 _ 0.4 0.35 0.3 - 0.25 0.2 0.09 cfs ri 0.15 1 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - - Overal Type/1/ 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 83 Summary for Pond 41 P: Porous Pavement Inflow Area = 8,265 sf, 82.77% Impervious, Inflow Depth = 4.38" for 10 year event Inflow = 0.90 cfs @ 12.07 hrs, Volume= 3,017 cf Outflow = 0.02 cfs @ 16.05 hrs, Volume= 3,017 cf, Atten= 97%, Lag= 238.5 min Discarded = 0.02 cfs @ 16.05 hrs, Volume= 3,017 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.89' @ 16.05 hrs Surf.Area= 6,841 sf Storage= 1,819 cf Plug-Flow detention time= 663.3 min calculated for 3,014 cf(100% of inflow) — Center-of-Mass det. time= 663.8 min ( 1,431.3- 767.5 ) Volume Invert Avail.Storage Storage Description _ #1 100.00, 4,105 cf Custom Stage Data(Prismatic) Listed below (Recalc) 13,682 cf Overall x 30.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 6,841 0 0 102.00 6,841 13,682 13,682 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.155 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 _ Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.02 cfs @ 16.05 hrs HW=100.89' (Free Discharge) _ 1=Exfltration ( Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) _ 2=Culvert ( Controls 0.00 cfs) _ Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paae 84 _ Pond 41 P: Porous Pavement Hydrograph _ 0.90 CfS ■Inflow 0 Outflow _ :Sd aInflow Area,8,265 sf ewd Peak Elev=100.89' Storage=1,819 cf LL a 0.00 cfS 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ _ Overal Type 1/124-hr 10 year Rainfall=4.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 85 Summary for Pond 42P: Underground Detention Inflow Area = 9,041 sf, 87.79% Impervious, Inflow Depth = 4.44" for 10 year event Inflow = 0.99 cfs @ 12.07 hrs, Volume= 3,348 cf Outflow = 0.97 cfs @ 12.09 hrs, Volume= 3,348 cf, Atten= 2%, Lag= 1.1 min Primary = 0.97 cfs @ 12.09 hrs, Volume= 3,348 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs _ Peak Elev= 100.51' @ 12.09 hrs Surf.Area= 393 sf Storage= 81 cf Plug-Flow detention time= 5.0 min calculated for 3,348 cf(100% of inflow) Center-of-Mass det. time=4.8 min (768.7- 763.9 ) — Volume Invert Avail.Storage Storage Description #1A 100.00, 385 cf 15.75'W x 24.981 x 3.50'H Field A ,. 1,377 cf Overall -413 cf Embedded = 963 cf x 40.0% Voids #2A 100.50' 413 cf ADS_StormTech SC-740 +Cap x 9 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 799 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.95 cfs @ 12.09 hrs HW=100.50' (Free Discharge) _ t-1=Orifice/Grate (Orifice Controls 0.95 cfs @ 2.41 fps) w Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 _HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 86 Pond 42P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740+Cap(ADS StormTech®SC-740 with cap length) Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width - 6.0" Base + 30.0" Chamber Height +6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf=413.5 cf Chamber Storage -- 1,376.8 cf Field -413.5 cf Chambers = 963.4 cf Stone x 40.0% Voids = 385.4 cf Stone Storage Chamber Storage + Stone Storage = 798.8 cf= 0.018 of Overall Storage Efficiency= 58.0% Overall System Size = 24.98'x 15.75' x 3.50' 9 Chambers 51.0 cy Field 35.7 cy Stone Overal Type/1/24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10 00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 87 Pond 42P: Underground Detention Hydrograph ■Inflow 0.99 CFS _. ■Primary o.s7 ifs Inflow rea=9,041 sf Peak EIev=100.51` w Storage=81 cf 01 w w 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) w Overal Type/1/24-hr 10 year Rainfall=4.96" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 88 Summary for Pond 48P: Porous Pavement — Inflow Area = 8,623 sf, 94.60% Impervious, Inflow Depth = 4.61" for 10 year event Inflow = 0.96 cfs @ 12.07 hrs, Volume= 3,311 cf Outflow = 0.06 cfs @ 13.49 hrs, Volume= 3,311 cf, Atten= 94%, Lag= 84.9 min Discarded = 0.06 cfs @ 13.49 hrs, Volume= 3,311 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.97' @ 13.49 hrs Surf.Area=4,630 sf Storage= 1,345 cf Plug-Flow detention time= 170.3 min calculated for 3,311 cf(100% of inflow) Center-of-Mass det. time= 170.2 min ( 925.2 - 755.0 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,778 cf Custom Stage Data(Prismatic) Listed below (Recalc) 9,260 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 4,630 0 0 102.00 4,630 9,260 9,260 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.575 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50'/ 101.50' S= 0.0000 'P Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Iscarded OutFlow Max=0.06 cfs @ 13.49 hrs HW=100.97' (Free Discharge) 1=Exfiltration ( Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 89 Pond 48P: Porous Pavement Hydrograph _. ■Inflow 0.96E3 Outflow Inflow Area=8,63 2sf ®Secondardl y ' Peak Elev=100.9T Storage=1 ,345 cf w LL JEOW 0.06 cfs 0.00 c o _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 10 year Rainfall=4.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 90 Summary for Link 11 L: Pr. Outlet Point#2 Inflow Area = 78,786 sf, 52.89% Impervious, Inflow Depth = 3.45" for 10 year event Inflow = 5.24 cfs @ 12.19 hrs, Volume= 22,632 cf Primary = 5.24 cfs @ 12.19 hrs, Volume= 22,632 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 11 L: Pr. Outlet Point#2 Hydrograph ■Inflow 5.24 c ■Primary fs 8;786 sf Inflow Area-7 5 4 w ' I u 3 o 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 60 Time (hours) Overal Type I1124-hr 10 year Rainfall=4.96" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 91 Summary for Link 12L: Pr. Outlet Point#3 Inflow Area = 206,071 sf, 31.00% Impervious, Inflow Depth = 3.43" for 10 year event Inflow = 12.65 cfs @ 12.27 hrs, Volume= 58,897 cf Primary = 12.65 cfs @ 12.27 hrs, Volume= 58,897 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 12L: Pr. Outlet Point#3 Hydrograph 14 ■Inflow 13 12.65 cfs _ _ fnftowrea=206,471 s# ■Primary 12 10 9 " w 8 n 3 0 LL 6 5 3 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) �. Overal Type/1/ 24-hr 10 year Rainfall=4.96" Prepared by{enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 92 Summary for Link 19L: Pr. Outlet Point#1 with Detention Inflow Area = 373,883 sf, 39.58% Impervious, Inflow Depth = 3.36" for 10 year event Inflow = 18.48 cfs @ 12.41 hrs, Volume= 104,625 cf Primary = 18.48 cfs @ 12.41 hrs, Volume= 104,625 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 19L: Pr. Outlet Point#1 with Detention Hydrograph ■Inflow 20 ■Primary 19 1s.4s cfs :Inflow Area=373,883 sf 18 17 _ 16 15 14 13 12 11 c 10 M 9 8 7 _ 6 _ . 5 .� 4 3 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 - HydroCAD010.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 93 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN - Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 6S: PR. Drainage Analysis Runoff Area=48,603 sf 48.86% Impervious Runoff Depth=4.17" Flow Length=300' Slope=0.0467'/' Tc=16.8 min CN=83 Runoff=3.89 cfs 16,910 cf Subcatchment 11S: PR. Drainage Runoff Area=206,071 sf 31.00% Impervious Runoff Depth=4.50" Flow Length=300' Slope=0.0300'/' Tc=20.1 min CN=86 Runoff=16.42 cfs 77,191 cf - Subcatchment 12S: CB 1 -CB 2 - Detention Runoff Area=7,278 sf 91.08% Impervious Runoff Depth=5.62" Tc=5.0 min CN=96 Runoff=0.99 cfs 3,407 cf Subcatchment 14S: CB 7-CB 6 -CB 5-CB Runoff Area=8,623 sf 94.60% Impervious Runoff Depth=5.73" Tc=5.0 min CN=97 Runoff=1.18 cfs 4,120 cf Subcatchment 21S: PR. Drainage Runoff Area=364,842 sf 38.38% Impervious Runoff Depth=4.39" Flow Length=856' Tc=30.6 min CN=85 Runoff=23.77 cfs 133,395 cf Subcatchment 23S: CB 11 Runoff Area=6,516 sf 84.75% Impervious Runoff Depth=5.50" Tc=5.0 min CN=95 Runoff=0.88 cfs 2,987 cf Subcatchment 39S: CB 9, and CB 10 Runoff Area=2,525 sf 95.64% Impervious Runoff Depth=5.73" Tc=5.0 min CN=97 Runoff=0.35 cfs 1,207 cf Subcatchment 40S: CB 8, CB 9, and CB 10- Runoff Area=8,265 sf 82.77% Impervious Runoff Depth=5.50" Tc=5.0 min CN=95 Runoff=1.12 cfs 3,789 cf Subcatchment 44S: YD 14-CB 12 -YD 13 Runoff Area=4,934 sf 44.49% Impervious Runoff Depth=4.71" _ Tc=5.0 min CN=88 Runoff=0.61 cfs 1,938 cf Subcatchment 45S: YD 15-CB 16 Runoff Area=7,374 sf 70.78% Impervious Runoff Depth=5.27" Tc=5.0 min CN=93 Runoff=0.98 cfs 3,239 cf - Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff Area=17,875 sf 58.76% Impervious Runoff Depth=5.05" Flow Length=225' Tc=7.3 min CN=91 Runoff=2.17 cfs 7,515 cf - Pond 21 P: Underground Detention Peak EIev=101.74' Storage=609 cf Inflow=3.69 cfs 12,692 cf Outflow=3.02 cfs 12,692 cf Pond 38P: Porous Pavement Peak EIev=101.05' Storage=1,206 cf Inflow=0.99 cfs 3,407 cf Discarded=0.09 cfs 3,407 cf Secondary=0.00 cfs 0 cf Outflow=0.09 cfs 3,407 cf Pond 41P: Porous Pavement Peak EIev=101.19' Storage=2,435 cf Inflow=1.12 cfs 3,789 cf Discarded=0.02 cfs 3,788 cf Secondary=0.00 cfs 0 cf Outflow=0.02 cfs 3,788 cf Pond 42P: Underground Detention Peak EIev=100.57' Storage=99 cf Inflow=1.23 cfs 4,194 cf Outflow=1.18 cfs 4,194 cf Pond 48P: Porous Pavement Peak EIev=101.31' Storage=1,822 cf Inflow=1.18 cfs 4,120 cf - Discarded=0.06 cfs 4,120 cf Secondary=0.00 cfs 0 cf Outflow=0.06 cfs 4,120 cf Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 94 Link 11 L: Pr. Outlet Point#2 Inflow=6.73 cfs 29,602 cf Primary=6.73 cfs 29,602 cf Link 12L: Pr. Outlet Point#3 Inflow=16.42 cfs 77,191 cf Primary=16.42 cfs 77,191 cf Link 19L: Pr. Outlet Point#1 with Detention Inflow=24.12 cfs 137,588 cf Primary=24.12 cfs 137,588 cf Total Runoff Area= 682,906 sf Runoff Volume=255,697 cf Average Runoff Depth =4.49" 59.71% Pervious =407,768 sf 40.29% Impervious=275,138 sf Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by{enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 95 Summary for Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Runoff = 3.89 cfs @ 12.23 hrs, Volume= 16,910 cf, Depth= 4.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf CN Description _ 15,215 61 >75% Grass cover, Good, HSG B 23,748 98 Paved parking, HSG D 9,640 80 >75% Grass cover, Good, HSG D _ 48,603 83 Weighted Average 24,855 51.14% Pervious Area 23,748 48.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 300 0.0467 0.30 Sheet Flow, _ Grass: Short n= 0.150 P2= 3.20" Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 _ Hydrograph . 3.89 CfS __ __ _- _ __ ■Runoff 4 Type III 24-hr 25 year Rainfall=6.09" _ _Runoff Area-48,603 sf__ 3 Runoff Volume=16,910 cf _ Runoff Depth=4.17" 2 2 Flow Length=300' U. Slope=0.0467 7' — Tc=16.8 min 1 CN-83711 - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 60 Time (hours) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 96 Summary for Subcatchment 11S: PR. Drainage Analysis Area - Outlet Point#3 Runoff = 16.42 cfs @ 12.27 hrs, Volume= 77,191 cf, Depth= 4.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf CN Description 142,199 80 >75% Grass cover, Good, HSG D 42,888 98 Paved parking, HSG D 20,984 98 Unconnected roofs, HSG D 206,071 86 Weighted Average 142,199 69.00% Pervious Area 63,872 31.00% Impervious Area 20,984 32.85% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.1 300 0.0300 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 11 S: PR. Drainage Analysis Area - Outlet Point#3 Hydrograph 18 _, ■Runoff 17 _ 16.42 cfs 16 - Type 11124-hr 15 25-year Rainfall=6.09" 14 -'- 13 Ru no ffArea*106,07f Sf12 11 __. _ Runoff-Vofume=77,191 cf_ v 10 Runof.Depth=4.50" 0 9 _ Flow-Length=300` E 8 7 Slope=0.03.00 '/' 6 Tc-20.1 min-_ 3 2 1 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by(enter your company name here) Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 97 Summary for Subcatchment 12S: CB 1 - CB 2 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 0.99 cfs @ 12.07 hrs, Volume= 3,407 cf, Depth= 5.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf) CN Description 649 80 >75% Grass cover, Good, HSG D 6,629 98 Paved parking, HSG D 7,278 96 Weighted Average 649 8.92% Pervious Area 6,629 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 12S: CB 1 - CB 2 - Detention _ Hydrograph 0.99 CfS ■Runoff Type III 24-h r 25 year Rainfall=6.09" _ Runoff Area=7,278 sf Runoff Volume=3,407 cf _ Runoff Depth=5.62" LL TC=5.0 min _ -96 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 98 Summary for Subcatchment 14S: CB 7 - CB 6 - CB 5 -CB 4 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 1.18 cfs @ 12.07 hrs, Volume= 4,120 cf, Depth= 5.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf) CN Description 466 80 >75% Grass cover, Good, HSG D 8,157 98 Paved parking, HSG D 8,623 97 Weighted Average 466 5.40% Pervious Area 8,157 94.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: CB 7 - CB 6 - CB 5 - CB 4 - Detention _ Hydrograph 1.18 CfS ■Runoff Type III 24-h r 25 year-Retrrfet1=6.09 Runoff'Area=8,623 sf Runoff Volume=4,120 cf Runoff Depth=5.73" ° U. Tc=5.0 m i n CN=97 0 16 12 14 16 ,8 20 22 24 26 A 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 25 year Rainfall=6.09" Prepared by (enter your company name here) Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 99 Summary for Subcatchment 21S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Runoff = 23.77 cfs @ 12.41 hrs, Volume= 133,395 cf, Depth= 4.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf) CN Description w 90,723 98 Water Surface, HSG D 32,287 60 Woods, Fair, HSG B 91,403 79 Woods, Fair, HSG D 101,116 80 >75% Grass cover, Good, HSG D w 24,587 98 Paved parking, HSG D 24,726 98 Roofs, HSG D 364,842 85 Weighted Average 224,806 61.62% Pervious Area 140,036 38.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Mean Depth= 2.00' 30.6 856 Total w Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 100 Subcatchment 21 S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Hydrograph 26 ■Runoff 23.77 cfs 24 Type M 24-hr- 22 25 year-Rainfall=6.09." 20,8 _Runoff Area=364,842 sf - Rtuno##-Votume=4 33,395 cf _ 16 JOT 14 _Runoff Depth=4.39' LL 12 _ -Flow Length=836 10 _ Tc=306 min $ CN=85 67 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 101 Summary for Subcatchment 23S: CB 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.07 hrs, Volume= 2,987 cf, Depth= 5.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" — Area (sf CN Description 5,522 98 Paved parking, HSG D 994 80 >75% Grass cover, Good, HSG D — 6,516 95 Weighted Average 994 15.25% Pervious Area 5,522 84.75% Impervious Area �- Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) — 5.0 Direct Entry, Subcatchment 23S: CB 11 Hydrograph 0.95 _. _... , ._. . . . ._ _ ■Runoff 0 0.88 .s 0.85 _ ___ _;Type Nlt , 4-hr 0.8 25 year Rainfall f.09" 0.75 0.7 __. _ Runoff Ar-ea=6,516 of 0.65 0.6 _ Runoff Volume=2,9$ of 0.55 Runoff Depth=5.50"'_.. 0.5 , i 0.45 J, 1 T is-SiO rein LL 0.4 0.35 _ D =95. 0.3 0.25 _ _._ _.. 0.2 0.15 0.1 0.05 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) w Overal Type/1/ 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 102 Summary for Subcatchment 39S: CB 9, and CB 10 _ [49] Hint: Tc<2dt may require smaller dt Runoff = 0.35 cfs @ 12.07 hrs, Volume= 1,207 cf, Depth= 5.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf CN Description 2,415 98 Paved parking, HSG D _ 110 80 >75% Grass cover, Good, HSG D 2,525 97 Weighted Average 110 4.36% Pervious Area 2,415 95.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 39S: CB 9, and CB 10 Hydrograph 0.38 _ ■Runoff 0.36 0.35 cfs _ - -- _ 0.34 Type 1 u 24-h 0.32 0.3 25 year Rainfall-6.09" 0.26 _ - Runoff-Area-=2,525 sf__. 0.26 0.24 Runoff-Volume=1-,207 of m 0.22 0.2 Runoff Depth=513" ... 0.18 _ T1c=5.0-rain LL 0.16 0.14 V N=97 — 0.12 0.1 _ 0.08 _ 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 103 Summary for Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area [49] Hint: Tc<2dt may require smaller dt Runoff = 1.12 cfs @ 12.07 hrs, Volume= 3,789 cf, Depth= 5.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" _ Area (sf) CN Description 1,424 80 >75% Grass cover, Good, HSG D 6,841 98 Paved parking, HSG D 8,265 95 Weighted Average 1,424 17.23% Pervious Area 6,841 82.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft1ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area Hydrograph 1.12 cfs ■Runoff Type 111 24-h r 25 year Rainfall=6.09 _ Runoff Area=8,265 Sf Runoff Volume=3,789 cf _ Runoff Depth=5.50' U. Tc=5.4 m in CN=96 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type /// 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 104 Summary for Subcatchment 44S: YD 14 - CB 12 -YD 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.61 cfs @ 12.07 hrs, Volume= 1,938 cf, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sD CN Description 2,739 80 >75% Grass cover, Good, HSG D 2,195 98 Paved parking, HSG D 4,934 88 Weighted Average 2,739 55.51% Pervious Area 2,195 44.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 44S: YD 14 - CB 12 -YD 13 Hydrograph — 0.6s 0.61 CfS - _ . ■Runoff -- _ Type III 24-hr_- 0.55 _25 year Rainfall=6.09"_-_ 0.5 Runoff-Area=4,934 of - 0.45 ^ 0.4 Runoff Volume=1,938 cf_ 0.35 Runoff Depth=4.71" - LL 0.3 Tc=5.0 m i n 0.25 CN=880.2 0.15 — 0.1 0.05 0 .� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) s Overal Type/1/ 24-hr 25 year Rainfall=6.09" Prepared by{enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 105 Summary for Subcatchment 45S: YD 15 - CB 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.98 cfs @ 12.07 hrs, Volume= 3,239 cf, Depth= 5.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" _ Area (sf CN Description 2,155 80 >75% Grass cover, Good, HSG D 5,219 98 Paved parking, HSG D 7,374 93 Weighted Average 2,155 29.22% Pervious Area 5,219 70.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 45S: YD 15 - CB 16 Hydrograph __ _ __ __ ■Runoff 0.98 cfs Type III 24-h r 25 year Rainfall=6.49" Runoff Area=7,374 sf Runoff Volume=3,239 cf _ Runoff Depth=5.27" U. TC=5.0 min CN=93 0 L�w........... loom I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type l// 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 106 Summary for Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff = 2.17 cfs @ 12.10 hrs, Volume= 7,515 cf, Depth= 5.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 25 year Rainfall=6.09" Area (sf) CN Description 7,371 80 >75% Grass cover, Good, HSG D 10,504 98 Paved parking, HSG D 17,875 91 Weighted Average 7,371 41.24% Pervious Area 10,504 58.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fl/ft) (ft/sec) (cfs) '— 6.8 100 0.0500 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 125 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.3 225 Total Subcatchment 47S: CB 6, CB 7 and CB 8 Hydrograph 2.17 cfs ■Runoff Type-fl1 :24--hr-- 2 25 year Rainfall=6.09" Runoff Area=17,875 sf Runoff Volume=7,515 cf Runoff Depth=5.05" LL Flow-Length=225' Tc=7.3 m i n CN=91 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 107 Summary for Pond 21 P: Underground Detention Inflow Area = 30,183 sf, 59.36% Impervious, Inflow Depth = 5.05" for 25 year event Inflow = 3.69 cfs @ 12.09 hrs, Volume= 12,692 cf Outflow = 3.02 cfs @ 12.15 hrs, Volume= 12,692 cf, Atten= 18%, Lag= 3.8 min Primary = 3.02 cfs @ 12.15 hrs, Volume= 12,692 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs _ Peak Elev= 101.74' @ 12.15 hrs Surf.Area= 631 sf Storage= 609 cf Plug-Flow detention time=4.9 min calculated for 12,692 cf(100% of inflow) Center-of-Mass det. time=4.6 min ( 785.0-780.5 ) Volume Invert Avail.Storage Storage Description #1A 100.00, 734 cf 16.08'W x 39.22'L x 4.00'H Field A _ 2,523 cf Overall -689 cf Embedded = 1,834 cf x 40.0%Voids #2A 101.00, 689 cf ADS_StormTech SC-740 +Cap x 15 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 5 Chambers 1,423 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices _ #1 Primary 100.00' 10.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.01 cfs @ 12.15 hrs HW=101.73' (Free Discharge) _ L1=0rifice/Grate (Orifice Controls 3.01 cfs @ 5.52 fps) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD010.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 108 Pond 21 P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740+Cap(ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 51.0"Wide + 8.0" Spacing = 59.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 3 Rows x 51.0"Wide + 8.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.08' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover=4.00' Field Height 15 Chambers x 45.9 cf= 689.1 cf Chamber Storage 2,522.9 cf Field -689.1 cf Chambers = 1,833.8 cf Stone x 40.0% Voids = 733.5 cf Stone Storage Chamber Storage + Stone Storage = 1,422.6 cf= 0.033 of Overall Storage Efficiency = 56.4% Overall System Size = 39.22'x 16.08' x 4.00' 15 Chambers 93.4 cy Field 67.9 cy Stone Overal Type/1/ 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 109 — Pond 21 P: Underground Detention Hydrograph ■Inflow 4 3.69 cfs ■Primary — Inflow Area=30,183 sf .Peak Elev=101 .74' 3.02 cfs 3- Storage=609 cf 3 2 o LL - 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 110 Summary for Pond 38P: Porous Pavement Inflow Area = 7,278 sf, 91.08% Impervious, Inflow Depth = 5.62" for 25 year event Inflow = 0.99 cfs @ 12.07 hrs, Volume= 3,407 cf Outflow = 0.09 cfs @ 12.92 hrs, Volume= 3,407 cf, Atten= 91%, Lag= 51.1 min Discarded = 0.09 cfs @ 12.92 hrs, Volume= 3,407 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.05' @ 12.92 hrs Surf.Area= 3,840 sf Storage= 1,206 cf Plug-Flow detention time= 96.4 min calculated for 3,403 cf(100% of inflow) Center-of-Mass det. time= 96.3 min ( 853.3- 757.0 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,304 cf Custom Stage Data(Prismatic) Listed below (Recalc) -- 7,680 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 3,840 0 0 102.00 3,840 7,680 7,680 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.990 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50'/ 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.09 cfs @ 12.92 hrs HW=101.05' (Free Discharge) 1=Exfiltration ( Controls 0.09 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Overal Type/1/24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 111 Pond 38P: Porous Pavement Hydrograph 0.99 ■inflow /� _ Outflow InfEOV1/ Area�7,278'Sf rded rded ®Secondaca ry Peak Elev=1'01 .05- _ Storage-1 ,206,cf U. 0.09 cfs 0.00 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) T Overal Type I1124-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 112 - Summary for Pond 41 P: Porous Pavement Inflow Area = 8,265 sf, 82.77% Impervious, Inflow Depth = 5.50" for 25 year event Inflow = 1.12 cfs @ 12.07 hrs, Volume= 3,789 cf Outflow = 0.02 cfs @ 16.98 hrs, Volume= 3,788 cf, Atten= 98%, Lag= 294.5 min Discarded = 0.02 cfs @ 16.98 hrs, Volume= 3,788 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.19' @ 16.98 hrs Surf.Area= 6,841 sf Storage= 2,435 cf Plug-Flow detention time= 877.3 min calculated for 3,788 cf(100% of inflow) Center-of-Mass det. time= 877.2 min ( 1,639.5- 762.3 ) Volume Invert Avail.Storage Storage Description #1 100.00, 4,105 cf Custom Stage Data (Prismatic) Listed below (Recalc) 13,682 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 6,841 0 0 102.00 6,841 13,682 13,682 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.155 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 7 Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.02 cfs @ 16.98 hrs HW=101.19' (Free Discharge) 1=Exfiltration ( Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 2=Culvert (Controls 0.00 cfs) Overal Type 11124-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 113 Pond 41 P: Porous Pavement Hydrograph ■Infls. ow 1.12 Cfs outflorr w Inflow Area-8,2f5rsf__ ■Secondaee Peak Elev=101 .19' 1 Storage=2,435 cf LL 0.02 cfs 0.00 cfs o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 114 Summary for Pond 42P: Underground Detention Inflow Area = 9,041 sf, 87.79% Impervious, Inflow Depth = 5.57" for 25 year event Inflow = 1.23 cfs @ 12.07 hrs, Volume= 4,194 cf Outflow = 1.18 cfs @ 12.09 hrs, Volume= 4,194 cf, Atten= 3%, Lag= 1.4 min Primary = 1.18 cfs @ 12.09 hrs, Volume= 4,194 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.57' @ 12.09 hrs Surf.Area= 393 sf Storage= 99 cf Plug-Flow detention time=4.3 min calculated for 4,189 cf(100% of inflow) Center-of-Mass det. time=4.4 min ( 763.4-759.1 ) "- Volume Invert Avail.Stora a Storage Description #1A 100.00, 385 cf 15.75'W x 24.981 x 3.50'H Field A 1,377 cf Overall -413 cf Embedded = 963 cf x 40.0% Voids #2A 100.50' 413 cf ADS_StormTech SC-740 +Cap x 9 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 799 cf Total Available Storage Storage Group A created with Chamber Wizard _Device Routing Invert Outlet Devices #1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600 - Primary OutFlow Max=1.17 cfs @ 12.09 hrs HW=100.56' (Free Discharge) L1=Orifice/Grate (Orifice Controls 1.17 cfs @ 2.56 fps) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10 00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 115 Pond 42P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 +Cap(ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height +6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf=413.5 cf Chamber Storage 1,376.8 cf Field -413.5 cf Chambers = 963.4 cf Stone x 40.0%Voids = 385.4 cf Stone Storage Chamber Storage + Stone Storage = 798.8 cf= 0.018 of Overall Storage Efficiency = 58.0% Overall System Size = 24.98' x 15.75' x 3.50' 9 Chambers 51.0 cy Field _ 35.7 cy Stone Overal Type/1/24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 116 Pond 42P: Underground Detention Hydrograph ■Inflow 1.23 cfs ■Primary _ 1.18 cfs Inflow Area=9,041 Sf Peaks Etev=100.57' ' Storage=99 cf U. 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 — Time (hours) _ i Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 117 Summary for Pond 48P: Porous Pavement Inflow Area = 8,623 sf, 94.60% Impervious, Inflow Depth = 5.73" for 25 year event Inflow = 1.18 cfs @ 12.07 hrs, Volume= 4,120 cf Outflow = 0.06 cfs @ 13.97 hrs, Volume= 4,120 cf, Atten= 95%, Lag= 114.0 min Discarded = 0.06 cfs @ 13.97 hrs, Volume= 4,120 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.31' @ 13.97 hrs Surf.Area=4,630 sf Storage= 1,822 cf Plug-Flow detention time= 239.6 min calculated for 4,120 cf(100% of inflow) Center-of-Mass det. time= 239.5 min ( 990.5- 750.9 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,778 cf Custom Stage Data(Prismatic) Listed below (Recalc) 9,260 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 4,630 0 0 102.00 4,630 9,260 9,260 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.575 in/hr Exfiltration over Surface area -- Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 'P Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.06 cfs @ 13.97 hrs HW=101.31' (Free Discharge) — 1=Exfiltration ( Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) _ 2=Culvert ( Controls 0.00 cfs) Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 118 Pond 48P: Porous Pavement Hydrograph 1.18 CfS ■inflow 0 Outflow ■Discarded _ Inflow Area=8,623 sf ■Secondary Peak E1ev=101.31' Storage=1 ,822 cf w 0 LL 0.06 cfs 0.00 C% 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ a _ Overal Type 111 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 119 Summary for Link 11 L: Pr. Outlet Point#2 Inflow Area = 78,786 sf, 52.89% Impervious, Inflow Depth = 4.51" for 25 year event Inflow = 6.73 cfs @ 12.20 hrs, Volume= 29,602 cf Primary = 6.73 cfs @ 12.20 hrs, Volume= 29,602 cf, Atten=0%, Lag= 0.0 min -- Primary outflow= Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 11 L: Pr. Outlet Point#2 Hydrograph ■Inflow ■Primary 7 �` 6.73 cfs Inflow Area=78,786 sf 6 5 w 4 3 _ ..-_.- 0 LL 3 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 120 Summary for Link 12L: Pr. Outlet Point#3 Inflow Area = 206,071 sf, 31.00% Impervious, Inflow Depth = 4.50" for 25 year event Inflow = 16.42 cfs @ 12.27 hrs, Volume= 77,191 cf Primary = 16.42 cfs @ 12.27 hrs, Volume= 77,191 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 12L: Pr. Outlet Point#3 Hydrograph 18 ■Primary■Inflow 17 16.42 cfs Inflow-Area=M-6,0'�1. Sf 1s 1s 14 13 12 u 10 3 9 o u. 8 6 3 1 — 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type ///24-hr 25 year Rainfall=6.09" Prepared by {enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 121 Summary for Link 19L: Pr. Outlet Point#1 with Detention Inflow Area = 373,883 sf, 39.58% Impervious, Inflow Depth = 4.42" for 25 year event Inflow = 24.12 cfs @ 12.41 hrs, Volume= 137,588 cf Primary = 24.12 cfs @ 12.41 hrs, Volume= 137,588 cf, Aften= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 19L: Pr. Outlet Point#1 with Detention Hydrograph ■Inflow _ . . ■Primary 26 24.12 cfs 24 __._. _ __._ Inflow- Area-'- sf16 14 _-- 22 20 18 w 'p 12 10 2 0 Pow 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) — Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 122 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 6S: PP, Drainage Analysis Runoff Area=48,603 sf 48.86% Impervious Runoff Depth=4.99" Flow Length=300' Slope=0.0467'/' Tc=16.8 min CN=83 Runoff=4.63 cfs 20,211 cf Subcatchment 11S: PR. Drainage Runoff Area=206,071 sf 31.00% Impervious Runoff Depth=5.33" Flow Length=300' Slope=0.0300'/' Tc=20.1 min CN=86 Runoff=19.32 cfs 91,483 cf Subcatchment 12S: CB 1 -CB 2 - Detention Runoff Area=7,278 sf 91.08% Impervious Runoff Depth=6.48" Tc=5.0 min CN=96 Runoff=1.14 cfs 3,932 cf Subcatchment 14S: CB 7-CB 6 -CB 5-CB Runoff Area=8,623 sf 94.60% Impervious Runoff Depth=6.60" Tc=5.0 min CN=97 Runoff=1.36 cfs 4,744 cf Subcatchment 21S: PR. Drainage Runoff Area=364,842 sf 38.38% Impervious Runoff Depth=5.21" Flow Length=856' Tc=30.6 min CN=85 Runoff=28.06 cfs 158,534 cf Subcatchment 23S: CB 11 Runoff Area=6,516 sf 84.75% Impervious Runoff Depth=6.37" Tc=5.0 min CN=95 Runoff=1.01 cfs 3,457 cf Subcatchment 39S: CB 9, and CB 10 Runoff Area=2,525 sf 95.64% Impervious Runoff Depth=6.60" Tc=5.0 min CN=97 Runoff=0.40 cfs 1,389 cf Subcatchment 40S: CB 8, CB 9, and CB 10- Runoff Area=8,265 sf 82.77% Impervious Runoff Depth=6.37" Tc=5.0 min CN=95 Runoff=1.28 cfs 4,385 cf Subcatchment 44S: YD 14-CB 12 -YD 13 Runoff Area=4,934 sf 44.49% Impervious Runoff Depth=5.55" Tc=5.0 min CN=88 Runoff=0.71 cfs 2,284 cf Subcatchment 45S: YD 15-CB 16 Runoff Area=7,374 sf 70.78% Impervious Runoff Depth=6.13" Tc=5.0 min CN=93 Runoff=1.13 cfs 3,768 cf Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff Area=17,875 sf 58.76% Impervious Runoff Depth=5.90" Flow Length=225' Tc=7.3 min CN=91 Runoff=2.51 cfs 8,788 cf Pond 21P: Underground Detention Peak EIev=102.11' Storage=779 cf Inflow=4.28 cfs 14,839 cf Outflow=3.42 cfs 14,839 cf Pond 38P: Porous Pavement Peak EIev=101.27' Storage=1,464 cf Inflow=1.14 cfs 3,932 cf Discarded=0.09 cfs 3,932 cf Secondary=0.00 cfs 0 cf Outflow=0.09 cfs 3,932 cf Pond 41P: Porous Pavement Peak EIev=101.43' Storage=2,927 cf Inflow=1.28 cfs 4,385 cf Discarded=0.02 cfs 3,966 cf Secondary=0.00 cfs 0 cf Outflow=0.02 cfs 3,966 cf Pond 42P: Underground Detention Peak EIev=100.62' Storage=114 cf Inflow=1.41 cfs 4,846 cf Outflow=1.36 cfs 4,846 cf Pond 48P: Porous Pavement Peak EIev=101.58' Storage=2,199 cf Inflow=1.36 cfs 4,744 cf Discarded=0.06 cfs 4,709 cf Secondary=0.01 cfs 35 cf Outflow=0.07 cfs 4,744 cf Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 — HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Paste 123 Link 11 L: Pr. Outlet Point#2 Inflow=7.87 cfs 35,050 cf Primary=7.87 cfs 35,050 cf — Link 12L: Pr. Outlet Point#3 Inflow=19.32 cfs 91,483 cf Primary=19.32 cfs 91,483 cf _ Link 19L: Pr. Outlet Point#1 with Detention Inflow=28.47 cfs 163,415 cf Primary=28.47 cfs 163,415 cf Total Runoff Area=682,906 sf Runoff Volume =302,974 cf Average Runoff Depth =5.32" 59.71% Pervious=407,768 sf 40.29% Impervious =275,138 sf Overal Type/1/ 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 124 Summary for Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Runoff = 4.63 cfs @ 12.23 hrs, Volume= 20,211 cf, Depth= 4.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 15,215 61 >75% Grass cover, Good, HSG B 23,748 98 Paved parking, HSG D 9,640 80 >75% Grass cover, Good, HSG D 48,603 83 Weighted Average 24,855 51.14% Pervious Area 23,748 48.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 300 0.0467 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Hydrograph 5 4.63 cfs _ _ __ ■Runoff Type III 24-h r 4 - - 50 year Retnfalt=6.96" _ Runoff Area=48,603 sf Runoff Volume=20,211 cf___ _ 3 Runoff Depth=4.99" Flow Length=300' U. 2 Slope=0.0467 '/' Tc=16.8 min CN=83 0 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 125 Summary for Subcatchment 11S: PR. Drainage Analysis Area - Outlet Point#3 Runoff = 19.32 cfs @ 12.27 hrs, Volume= 91,483 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf CN Description 142,199 80 >75% Grass cover, Good, HSG D 42,888 98 Paved parking, HSG D 20,984 98 Unconnected roofs, HSG D _ 206,071 86 Weighted Average 142,199 69.00% Pervious Area 63,872 31.00% Impervious Area 20,984 32.85% Unconnected — Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) — 20.1 300 0.0300 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 11 S: PR. Drainage Analysis Area - Outlet Point#3 Hydrograph 21 ■Runoff 20 19 Ty III 24-hr. 17 _ 50 year Rainfall=6.96" _. 16 Runtoff Area=206,07'1 sf 15 14 Runoff-Voluine=31,483 cf — 13 - 12 _. Runoff Depth=5.33" L 10 L low-Length=3Q©' _ s _ _ Tp=20.1 M I n g _. — 5 _ e-N 86--- 4 3 2 — 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - - Overal Type l//24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 126 Summary for Subcatchment 12S: CB 1 - CB 2 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 1.14 cfs @ 12.07 hrs, Volume= 3,932 cf, Depth= 6.48" ` Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 649 80 >75% Grass cover, Good, HSG D 6,629 98 Paved parking, HSG D 7,278 96 Weighted Average 649 8.92% Pervious Area 6,629 91.08% Impervious Area ` Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: CB 1 - CB 2 - Detention _ Hydrograph 1.14 CfS ' ■Runoff Type III 24-hr 50 year Rainfall=6.96"__ Runoff'Area=7,278 sf Runoff Volume=3,932 cf _ Runoff Depth=6.48" ° LL Tc=5.0 min CN=96 0 -. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by{enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 127 Summary for Subcatchment 14S: CB 7 - CB 6 - CB 5 - CB 4 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 1.36 cfs @ 12.07 hrs, Volume= 4,744 cf, Depth= 6.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 466 80 >75% Grass cover, Good, HSG D 8,157 98 Paved parking, HSG D 8,623 97 Weighted Average 466 5.40% Pervious Area 8,157 94.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 14S: CB 7 - CB 6 - CB 5 - CB 4 - Detention _ Hydrograph ■Runoff 1.36 cfs " Type 11124-hr 50 year;Rainfall=6.96' _ Runoff Ar-ea=8,623 sf Runoff Volume=4,744 Cf Runoff Depth=6.60"' U. Tc=5.0 min _ CN=97 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 128 Summary for Subcatchment 21 S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Runoff = 28.06 cfs @ 12.41 hrs, Volume= 158,534 cf, Depth= 5.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 90,723 98 Water Surface, HSG D 32,287 60 Woods, Fair, HSG B 91,403 79 Woods, Fair, HSG D 101,116 80 >75% Grass cover, Good, HSG D _ 24,587 98 Paved parking, HSG D 24,726 98 Roofs, HSG D 364,842 85 Weighted Average 224,806 61.62% Pervious Area 140,036 38.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, Mean Depth= 2.00' "' 30.6 856 Total Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here) Printed 6/12/2018 — HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 129 Subcatchment 21S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Hydrograph _ - - _ ■Runoff 30 28.06 cfs za Type 111--24-hr 26 so year Rafnfalt=6 s��_ 24 22 Runoff Area=384,842 sf - _ . _ 20 Runoff Volume=158,534 cf 18 _ -Runoff Depth=5.21 - 16 Flow L+engti =85f' LL 14 _ 12 TO-30 6 m i n... - 10 CN=85 8 6 — 4 _ 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 130 Summary for Subcatchment 23S: CB 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.01 cfs @ 12.07 hrs, Volume= 3,457 cf, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 5,522 98 Paved parking, HSG D 994 80 >75% Grass cover, Good, HSG D _ 6,516 95 Weighted Average 994 15.25% Pervious Area 5,522 84.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 23S: CB 11 Hydrograph 1.01 CfS ■Runoff Type 11124-h r 50 year Rainfail=6.96`' Runoff Area=6,516 sf Runoff Volume=3,457 cf Runoff Depth=6.37" LL Tc=5.0 m i n CN=95 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 131 _ Summary for Subcatchment 39S: CB 9, and CB 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.40 cfs @ 12.07 hrs, Volume= 1,389 cf, Depth= 6.60" -- Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 2,415 98 Paved parking, HSG D 110 80 >75% Grass cover, Good, HSG D 2,525 97 Weighted Average 110 4.36% Pervious Area 2,415 95.64% Impervious Area -- Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 39S: CB 9, and CB 10 _ Hydrograph 0.44 _ _ ■Runoff 0.42 0.40 cfs0.4 0.38 Type 0.36 .50 year RAi Ifalt:t6.9V@�"_ _ 0.34 _.. 0.32 Runoff Area=2,525 sf 0.3 0.26 Runoff Vo1urne=1,3$9'cf 0.26 w 0.24 ' " Runoff Deptfi=&W- 0.22 -- ._ T A 0.2 ic 0.18 /+ww,, 0.16 GIN 9#- . 0.14 --__ __ _- _ _ _ 0.12 0.1 _ 0.08 0.06 0.04 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 132 Summary for Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.07 hrs, Volume= 4,385 cf, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf CN Description 1,424 80 >75% Grass cover, Good, HSG D 6,841 98 Paved parking, HSG D 8,265 95 Weighted Average 1,424 17.23% Pervious Area 6,841 82.77% Impervious Area -' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area Hydrograph 1.28 cfs ■Runoff Type III 24-h r 50 year'Rainfall=6.96"' Runoff Area=8,265 sf Runoff Volume=4,385 cf Runoff Depth=6.37" U. Tc=5.0 m i n _ CN=95 0 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 60 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 133 Summary for Subcatchment 44S: YD 14 - CB 12 -YD 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.71 cfs @ 12.07 hrs, Volume= 2,284 cf, Depth= 5.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 2,739 80 >75% Grass cover, Good, HSG D 2,195 98 Paved parking HSG D '- 4,934 88 Weighted Average 2,739 55.51% Pervious Area 2,195 44.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 44S: YD 14 - CB 12 -YD 13 _ Hydrograph __ '--- _ _ ■Runoff 0.75 0.71 cfs 0.7 -Type all;24-hr_ 0.65 _50 year Rainfall-6:96" 0.6 — 0.55 Runoff Area=4,J34 sf- 0.5 Runoff Vol-ume-=2,284 of - j 0.45 --__ _ _ __ Runof Depth=5.55„ u 0.4 LL 0.35 _ TC 5.0 min 0.3 CN 88 0.25 0.2 _ ... 0.15 0.1 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 11124-hr 50 year Rainfall=6.96" Prepared by(enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 134 - Summary for Subcatchment 45S: YD 15 - CB 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.13 cfs @ 12.07 hrs, Volume= 3,768 cf, Depth= 6.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 50 year Rainfall=6.96" Area (sf) CN Description 2,155 80 >75% Grass cover, Good, HSG D 5,219 98 Paved parking, HSG D 7,374 93 Weighted Average 2,155 29.22% Pervious Area 5,219 70.78% Impervious Area '— Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 45S: YD 15 - CB 16 Hydrograph 1.13 cfs ■Runoff Type III 24-hr 1 50 year Rainfall=6.96" Runoff;Area=7,374 sf Runoff Volume=3,768 cf _ Runoff Depth=6.13" U. Tc=5.0 m i n CN=93 0 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 135 Summary for Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff = 2.51 cfs @ 12.10 hrs, Volume= 8,788 cf, Depth= 5.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs — Type III 24-hr 50 year Rainfall=6.96" Area (sf CN Description 7,371 80 >75% Grass cover, Good, HSG D 10,504 98 Paved parking, HSG D 17,875 91 Weighted Average _ 7,371 41.24% Pervious Area 10,504 58.76% Impervious Area Tc Length Slope Velocity Capacity Description — (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.0500 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 125 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.3 225 Total — Subcatchment 47S: CB 6, CB 7 and CB 8 Hydrograph 2.51 cfs ■Runoff Type III 24-hr — 50 year Rainfall=6.96"' 2 Runoff Area=17,875 sf — Runoff Volume=8,788 cf Runoff Depth=5.90' — Flow Length=225' 1 _ . To=7.3 rm i n _ CN=91 0 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 136 Summary for Pond 21 P: Underground Detention Inflow Area = 30,183 sf, 59.36% Impervious, Inflow Depth = 5.90" for 50 year event Inflow = 4.28 cfs @ 12.09 hrs, Volume= 14,839 cf Outflow = 3.42 cfs @ 12.16 hrs, Volume= 14,839 cf, Atten= 20%, Lag=4.1 min Primary = 3.42 cfs @ 12.16 hrs, Volume= 14,839 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 102.11' @ 12.16 hrs Surf.Area= 631 sf Storage= 779 cf Plug-Flow detention time=4.4 min calculated for 14,825 cf(100% of inflow) Center-of-Mass det. time=4.4 min ( 781.0- 776.5 ) Volume Invert Avail.Storage Storage Description #1A 100.00, 734 cf 16.08'W x 39.22'L x 4.00'H Field A 2,523 cf Overall -689 cf Embedded = 1,834 cf x 40.0%Voids #2A 101.00, 689 cf ADS StormTech SC-740+Cap x 15 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 5 Chambers 1,423 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 10.0"Vert. Orifice/Grate C= 0.600 Zrimary OutFlow Max=3.40 cfs @ 12.16 hrs HW=102.09' (Free Discharge) 1=0rifice/Grate (Orifice Controls 3.40 cfs @ 6.23 fps) Overal Type /// 24-hr 50 year Rainfall=6.96" Prepared by{enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 137 Pond 21 P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740+Cap(ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 8.0" Spacing = 59.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 3 Rows x 51.0"Wide + 8.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.08' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover=4.00' Field Height 15 Chambers x 45.9 cf= 689.1 cf Chamber Storage 2,522.9 cf Field - 689.1 cf Chambers = 1,833.8 cf Stone x 40.0% Voids = 733.5 cf Stone Storage Chamber Storage + Stone Storage = 1,422.6 cf= 0.033 of Overall Storage Efficiency = 56.4% Overall System Size = 39.22' x 16.08' x 4.00' 15 Chambers 93.4 cy Field _ 67.9 cy Stone Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 138 Pond 21 P: Underground Detention Hydrograph 4.28 cfs ■inflow ■Primary inflow-Area=30-483 sf 4 Peak Elev=102.11' 3.42 cfs -Storage=77- cf 3 0 U. 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ _ Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 139 Summary for Pond 38P: Porous Pavement Inflow Area = 7,278 sf, 91.08% Impervious, Inflow Depth = 6.48" for 50 year event Inflow = 1.14 cfs @ 12.07 hrs, Volume= 3,932 cf Outflow = 0.09 cfs @ 13.05 hrs, Volume= 3,932 cf, Aften= 92%, Lag= 58.5 min Discarded = 0.09 cfs @ 13.05 hrs, Volume= 3,932 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.27' @ 13.05 hrs Surf.Area= 3,840 sf Storage= 1,464 cf Plug-Flow detention time= 121.1 min calculated for 3,928 cf(100% of inflow) Center-of-Mass det. time= 120.9 min ( 875.1 - 754.2 ) Volume Invert Avail.Storage Storage Description _ #1 100.00, 2,304 cf Custom Stage Data(Prismatic) Listed below (Recalc) 7,680 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 3,840 0 0 102.00 3,840 7,680 7,680 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.990 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 _ Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.09 cfs @ 13.05 hrs HW=101.27' (Free Discharge) — 1=Exfiltration ( Controls 0.09 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) _ 2=Culvert (Controls 0.00 cfs) 1 Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 140 Pond 38P: Porous Pavement Hydrograph 1.14 CfS ■inflow p Outflow Inflow Area-7,278 sf ■Discarded■Secondary Peak Elev=101 .27' 1 Storage=1 ,464 cf U. t.fQ him- 0.09 Cfs 0.00 Cfs 111111111111111110111 NNW 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by (enter your company name here) Printed 6/12/2018 w HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 141 Summary for Pond 41 P: Porous Pavement Inflow Area = 8,265 sf, 82.77% Impervious, Inflow Depth = 6.37" for 50 year event Inflow = 1.28 cfs @ 12.07 hrs, Volume= 4,385 cf Outflow = 0.02 cfs @ 17.52 hrs, Volume= 3,966 cf, Atten= 98%, Lag= 326.7 min -- Discarded = 0.02 cfs @ 17.52 hrs, Volume= 3,966 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.43' @ 17.52 hrs Surf.Area= 6,841 sf Storage= 2,927 cf Plug-Flow detention time= 951.7 min calculated for 3,966 cf(90% of inflow) Center-of-Mass det. time= 904.0 min ( 1,663.2- 759.2 ) Volume Invert Avail.Storage Storage Description _ #1 100.00, 4,105 cf Custom Stage Data(Prismatic) Listed below (Recalc) 13,682 cf Overall x 30.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 6,841 0 0 102.00 6,841 13,682 13,682 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.155 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.02 cfs @ 17.52 hrs HW=101.43' (Free Discharge) w 1=Exfiltration ( Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) w Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 142 Pond 41 P: Porous Pavement Hydrograph - 1.28 CfS ■Inflow El Outflow Inflow Area=8,265'sf :DiscardedSecondary Peak EWF 01 T-- Storage=2,927 cf 1 O U. 0.02 us 0.00 Cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type /// 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10 00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 143 Summary for Pond 42P: Underground Detention Inflow Area = 9,041 sf, 87.79% Impervious, Inflow Depth = 6.43" for 50 year event Inflow = 1.41 cfs @ 12.07 hrs, Volume= 4,846 cf Outflow = 1.36 cfs @ 12.10 hrs, Volume= 4,846 cf, Atten= 3%, Lag= 1.6 min Primary = 1.36 cfs @ 12.10 hrs, Volume= 4,846 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.62' @ 12.10 hrs Surf.Area= 393 sf Storage= 114 cf Plug-Flow detention time=4.1 min calculated for 4,841 cf(100% of inflow) Center-of-Mass det. time= 4.1 min (760.3- 756.1 ) Volume Invert Avail.Storage Storage Description #1A 100.00, 385 cf 15.75'W x 24.981 x 3.50'H Field A 1,377 cf Overall -413 cf Embedded = 963 cf x 40.0% Voids #2A 100.50' 413 cf ADS_StormTech SC-740 +Cap x 9 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 799 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.35 cfs @ 12.10 hrs HW=100.61' (Free Discharge) L1=Orifice/Grate (Orifice Controls 1.35 cfs @ 2.67 fps) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 144 Pond 42P: Underground Detention - Chamber Wizard Field A _ Chamber Model =ADS_StormTech SC-740 +Cap(ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75, Base Width 6.0" Base + 30.0" Chamber Height +6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf=413.5 cf Chamber Storage 1,376.8 cf Field -413.5 cf Chambers = 963.4 cf Stone x 40.0% Voids = 385.4 cf Stone Storage Chamber Storage + Stone Storage = 798.8 cf= 0.018 of Overall Storage Efficiency = 58.0% Overall System Size = 24.98' x 15.75' x 3.50' 9 Chambers 51.0 cy Field 35.7 cy Stone i Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 145 w Pond 42P: Underground Detention Hydrograph ■inflow Ill 1.41 cfs ■Primary w 1.36 cfs Inflow Area=9,041 sf Peak EIev=100.62' _ storage=11-4 c#__ 1 u 3 0 LL w w 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) w Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 146 Summary for Pond 48P: Porous Pavement Inflow Area = 8,623 sf, 94.60% Impervious, Inflow Depth = 6.60" for 50 year event Inflow = 1.36 cfs @ 12.07 hrs, Volume= 4,744 cf Outflow = 0.07 cfs @ 14.07 hrs, Volume= 4,744 cf, Atten= 95%, Lag= 120.2 min Discarded = 0.06 cfs @ 14.07 hrs, Volume= 4,709 cf Secondary = 0.01 cfs @ 14.07 hrs, Volume= 35 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.58' @ 14.07 hrs Surf.Area=4,630 sf Storage= 2,199 cf Plug-Flow detention time= 289.6 min calculated for 4,739 cf(100% of inflow) Center-of-Mass det. time= 289.5 min ( 1,038.1 - 748.5 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,778 cf Custom Stage Data(Prismatic) Listed below (Recalc) 9,260 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 4,630 0 0 102.00 4,630 9,260 9,260 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.575 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50'/ 101.50' S= 0.0000 'P Cc= 0.900 — n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.06 cfs @ 14.07 hrs HW=101.58' (Free Discharge) 1=Exfiltration (Controls 0.06 cfs) Secondary OutFlow Max=0.01 cfs @ 14.07 hrs HW=101.58' (Free Discharge) 2=Culvert (Barrel Controls 0.01 cfs @ 0.50 fps) - Overal Type/1/ 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 147 Pond 48P: Porous Pavement Hydrograph , ■Inflow 1.36 cfs outflow Inflow Area .8,623 Sf ®Secondary Peak Elev=101 .58' Storage=2,199�cf 1 u 3 o U. 0.06 cfs 0.01 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 148 Summary for Link 11 L: Pr. Outlet Point#2 Inflow Area = 78,786 sf, 52.89% Impervious, Inflow Depth = 5.34" for 50 year event Inflow = 7.87 cfs @ 12.20 hrs, Volume= 35,050 cf Primary = 7.87 cfs @ 12.20 hrs, Volume= 35,050 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 11 L: Pr. Outlet Point#2 Hydrograph ■Inflow 8 Primary 7.87 cfs Inflow Area=78,786 sf 6 5 3 0 4 LL 3 �. 2 1 I 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 149 Summary for Link 12L: Pr. Outlet Point#3 Inflow Area = 206,071 sf, 31.00% Impervious, Inflow Depth = 5.33" for 50 year event Inflow = 19.32 cfs @ 12.27 hrs, Volume= 91,483 cf Primary = 19.32 cfs @ 12.27 hrs, Volume= 91,483 cf, Atten= 0%, Lag= 0.0 min — Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 12L: Pr. Outlet Point#3 Hydrograph _ - FM inflow 21 ■Primary 20 19.32 cfs _ ___ Inflow Area -206,071 sf_- 19 _ - 18 17 -- 16 15 _ 14 13 12 0 10 LL 9 6 5 Q 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) — Overal Type 111 24-hr 50 year Rainfall=6.96" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 150 Summary for Link 19L: Pr. Outlet Point#1 with Detention Inflow Area = 373,883 sf, 39.58% Impervious, Inflow Depth = 5.24" for 50 year event Inflow = 28.47 cfs @ 12.41 hrs, Volume= 163,415 cf Primary = 28.47 cfs @ 12.41 hrs, Volume= 163,415 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs _ Link 19L: Pr. Outlet Point#1 with Detention Hydrograph ■Inflow 30 28.47 cfs - __ _ _ _ ■Primary 26 Inflow A►rea-=3.73,883 sf__ 26 24 22 _ 20 w 18 16 LL 14 12 10 4 2 - 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here) Printed 6/12/2018 _ HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 151 Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN - Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 6S: PR. Drainage Analysis Runoff Area=48,603 sf 48.86% Impervious Runoff Depth=5.82" _ Flow Length=300' Slope=0.0467'/' Tc=16.8 min CN=83 Runoff=5.39 cfs 23,592 cf Subcatchment 11S: PR. Drainage Runoff Area=206,071 sf 31.00% Impervious Runoff Depth=6.18" Flow Length=300' Slope=0.0300'/' Tc=20.1 min CN=86 Runoff=22.25 cfs 106,064 cf Subcatchment 12S: CB 1 -CB 2 - Detention Runoff Area=7,278 sf 91.08% Impervious Runoff Depth=7.36" Tc=5.0 min CN=96 Runoff=1.28 cfs 4,465 cf Subcatchment 14S: CB 7 -CB 6 -CB 5-CB Runoff Area=8,623 sf 94.60% Impervious Runoff Depth=7.48" Tc=5.0 min CN=97 Runoff=1.53 cfs 5,376 cf Subcatchment 21S: PR. Drainage Runoff Area=364,842 sf 38.38% Impervious Runoff Depth=6.06" Flow Length=856' Tc=30.6 min CN=85 Runoff=32.40 cfs 184,214 cf Subcatchment 23S: CB 11 Runoff Area=6,516 sf 84.75% Impervious Runoff Depth=7.24" Tc=5.0 min CN=95 Runoff=1.14 cfs 3,932 cf Subcatchment 39S: CB 9, and CB 10 Runoff Area=2,525 sf 95.64% Impervious Runoff Depth=7.48" Tc=5.0 min CN=97 Runoff=0.45 cfs 1,574 cf Subcatchment 40S: CB 8, CB 9, and CB 10- Runoff Area=8,265 sf 82.77% Impervious Runoff Depth=7.24" Tc=5.0 min CN=95 Runoff=1.45 cfs 4,988 cf Subcatchment 44S: YD 14-CB 12 -YD 13 Runoff Area=4,934 sf 44.49% Impervious Runoff Depth=6.41" _ Tc=5.0 min CN=88 Runoff=0.81 cfs 2,636 cf Subcatchment 45S: YD 15-CB 16 Runoff Area=7,374 sf 70.78% Impervious Runoff Depth=7.00" Tc=5.0 min CN=93 Runoff=1.28 cfs 4,304 cf Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff Area=17,875 sf 58.76% Impervious Runoff Depth=6.77" Flow Length=225' Tc=7.3 min CN=91 Runoff=2.86 cfs 10,079 cf Pond 21 P: Underground Detention Peak EIev=102.53' Storage=960 cf Inflow=4.87 cfs 17,020 cf Outflow=3.82 cfs 17,020 cf _ Pond 38P: Porous Pavement Peak EIev=101.51' Storage=1,737 cf Inflow=1.28 cfs 4,465 cf Discarded=0.09 cfs 4,464 cf Secondary=0.00 cfs 0 cf Outflow=0.09 cfs 4,465 cf Pond 41P: Porous Pavement Peak EIev=101.62' Storage=3,327 cf Inflow=1.45 cfs 4,988 cf Discarded=0.02 cfs 4,018 cf Secondary=0.01 cfs 209 cf Outflow=0.04 cfs 4,227 cf Pond 42P: Underground Detention Peak EIev=100.67' Storage=128 cf Inflow=1.59 cfs 5,506 cf Outflow=1.54 cfs 5,506 cf Pond 48P: Porous Pavement Peak EIev=101.73' Storage=2,408 cf Inflow=1.53 cfs 5,376 cf Discarded=0.06 cfs 4,967 cf Secondary=0.05 cfs 409 cf Outflow=0.12 cfs 5,376 cf Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 02016 HydroCAD Software Solutions LLC Page 152 Link 11 L: Pr. Outlet Point#2 Inflow=9.02 cfs 40,611 cf Primary=9.02 cfs 40,611 cf Link 12L: Pr. Outlet Point#3 Inflow=22.25 cfs 106,064 cf Primary=22.25 cfs 106,064 cf Link 19L: Pr. Outlet Point#1 with Detention Inflow=32.86 cfs 190,338 cf Primary=32.86 cfs 190,338 cf Total Runoff Area=682,906 sf Runoff Volume=351,224 cf Average Runoff Depth =6.17" 59.71% Pervious =407,768 sf 40.29% Impervious=275,138 sf Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by{enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 153 Summary for Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 Runoff = 5.39 cfs @ 12.22 hrs, Volume= 23,592 cf, Depth= 5.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs .- Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description _ 15,215 61 >75% Grass cover, Good, HSG B 23,748 98 Paved parking, HSG D 9,640 80 >75% Grass cover, Good, HSG D _ 48,603 83 Weighted Average 24,855 51.14% Pervious Area 23,748 48.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 300 0.0467 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 6S: PR. Drainage Analysis Area - Outlet Point#2 _ Hydrograph 6 ■Runoff 5.39 cfs Type 111--24-hr 5 100 year Rainfall=7.84" Runoff Area=48,G03 of 4 Runoff Volume=23,692 cf Runoff Depth"3 Flaw Length=300' LL � Slope=0.0467 '/' _. 2 Tc=16.8 min CN=83--- w 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAM 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 154 — Summary for Subcatchment 11S: PR. Drainage Analysis Area - Outlet Point#3 Runoff = 22.25 cfs @ 12.27 hrs, Volume= 106,064 cf, Depth= 6.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf CN Description 142,199 80 >75% Grass cover, Good, HSG D —' 42,888 98 Paved parking, HSG D 20,984 98 Unconnected roofs, HSG D 206,071 86 Weighted Average 142,199 69.00% Pervious Area 63,872 31.00% Impervious Area 20,984 32.85% Unconnected —' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.1 300 0.0300 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" Subcatchment 11 S: PR. Drainage Analysis Area - Outlet Point#3 Hydrograph 24 23 22.25 CfSi _ _. ■Runoff �- 22 _ Type Ill 24-hr- 21 - 20 100 year Rai~nfal1=7.84 19 18 Runoff Area-206,071 sf__. ,7 16 Runoff Volume-106,064-cf 14 Runoff Depth 6.18',__ 13 12 Flo Length=30©'- 0 „ — 10 _ Slope=0.03- W r,r_.. 9 _ !_ 8 _ Tc=20.1 min �. 5 ' 4 - 3 _- 2 - --- 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 155 Summary for Subcatchment 12S: CB 1 - CB 2 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.07 hrs, Volume= 4,465 cf, Depth= 7.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description 649 80 >75% Grass cover, Good, HSG D _ 6,629 98 Paved parking, HSG D 7,278 96 Weighted Average 649 8.92% Pervious Area 6,629 91.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: CB 1 - CB 2 - Detention Hydrograph ■Runoff 1.28 cfs Type III :24-hr 100 year :Rainfall=7.84 ' �unoff'Area=7127$ sf Runoff Volume=4,465 d _ Runoff Depth=7.36' . U. Tc=5.0 min CN=96 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type l// 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 156 Summary for Subcatchment 14S: CB 7 - CB 6 -CB 5 -CB 4 - Detention [49] Hint: Tc<2dt may require smaller dt Runoff = 1.53 cfs @ 12.07 hrs, Volume= 5,376 cf, Depth= 7.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description 466 80 >75% Grass cover, Good, HSG D 8,157 98 Paved parking, HSG D _ 8,623 97 Weighted Average 466 5.40% Pervious Area 8,157 94.60% Impervious Area -� Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, — Subcatchment US: CB 7 - CB 6 - CB 5 - CB 4 - Detention Hydrograph 1.53 Cfs ■Runoff Type III 24-h r '100 year Rainfall=7.84" Runoff Area=8,623 sf Runoff Volume=-5,376 cf__ Runoff Depth=7.48" LL Tc=5.0 m i n _ CN=97 LM 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by{enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Palle 157 Summary for Subcatchment 21S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Runoff = 32.40 cfs @ 12.41 hrs, Volume= 184,214 cf, Depth= 6.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description 90,723 98 Water Surface, HSG D 32,287 60 Woods, Fair, HSG B 91,403 79 Woods, Fair, HSG D _ 101,116 80 >75% Grass cover, Good, HSG D 24,587 98 Paved parking, HSG D 24,726 98 Roofs, HSG D 364,842 85 Weighted Average 224,806 61.62% Pervious Area 140,036 38.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.8 150 0.0940 0.09 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.20" 1.5 68 0.0880 0.74 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 638 8.02 Lake or Reservoir, .- Mean Depth= 2.00' 30.6 856 Total w Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD010.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 158 Subcatchment 21S: PR. Drainage Analysis Area - Outlet Point#1 - Not Detained Hydrograph 36 ! _ _ ■Runoff 34 32.40 cfS 32 _ .Type III 24-hr _ — 30 28 100 year Rainfalt=7 8,V 26 Runoff Area= 64,842 sf — 24 22 Runoff Volume=184,214 d - _ - -- w 20 Runoff Depth=6.06" 18 Flow Lengt-h=8%'- . LL 16 14 Tc MA in in 12 10 s 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type /// 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 159 Summary for Subcatchment 23S: CB 11 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.14 cfs @ 12.07 hrs, Volume= 3,932 cf, Depth= 7.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf CN Description 5,522 98 Paved parking, HSG D w 994 80 >75% Grass cover, Good, HSG D 6,516 95 Weighted Average 994 15.25% Pervious Area 5,522 84.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 23S: CB 11 Hydrograph ■Runoff Ty pe III 24-hr 100 year Rainfall=7.84 Runoff Area=6,516 sf Runoff Volume=3,932 cf Runoff Depth=7.24" .2 Tc=5.0 minU. _ CN=95 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46' 48 50 Time (hours) Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 160 _ Summary for Subcatchment 39S: CB 9, and CB 10 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.45 cfs @ 12.07 hrs, Volume= 1,574 cf, Depth= 7.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description 2,415 98 Paved parking, HSG D 110 80 >75% Grass cover, Good, HSG D 2,525 97 Weighted Average 110 4.36% Pervious Area 2,415 95.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 39S: CB 9, and CB 10 Hydrograph 0.5 ; 0.48 0.45 Cfs _. . ■Runoff 0.46 _ 0.44 - Type IH 24-hr 0.42 0.4 0.38 100 year Rainfall=7i841' - - . 0.36 _ _. _ Ru-n-.off Area=2,525 s#- - 0.34 Runoff 0.32 0.3 0.2s Runoff-DeOti'1=T.48- 0.24 T_ -C LL 0.22 _ __ 1 - .0 m i n 0.2 0.18 - 0.16 _ - 0.14 0.12 _ 0.1 _ 0.08 0.06 - - 0.04 _ 0.02 0 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 s0 Time (hours) Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 161 Summary for Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area [49] Hint: Tc<2dt may require smaller dt Runoff = 1.45 cfs @ 12.07 hrs, Volume= 4,988 cf, Depth= 7.24" — Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf CN Description 1,424 80 >75% Grass cover, Good, HSG D _ 6,841 98 Paved parking, HSG D 8,265 95 Weighted Average 1,424 17.23% Pervious Area 6,841 82.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 40S: CB 8, CB 9, and CB 10 - Porous Area _ Hydrograph ■Runoff 1.45 cfs Type III 24-h r 100 year Rainfall=7.84" _ Runoff Area=8,265 sf 1 Runoff Volume=4,988 cf _ Runoff Depth=7.24" LL Tc=5.0 m i n CN=95 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 162 _ Summary for Subcatchment 44S: YD 14 - CB 12 -YD 13 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.81 cfs @ 12.07 hrs, Volume= 2,636 cf, Depth= 6.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description 2,739 80 >75% Grass cover, Good, HSG D 2,195 98 Paved parking, HSG D 4,934 88 Weighted Average 2,739 55.51% Pervious Area 2,195 44.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 44S: YD 14 - CB 12 -YD 13 Hydrograph 0.9 ■Runoff 0.85 0.81 cfs _ 0.6 - _ _ Type 11124 hr 0.75 0.7 100 year Rainfall=7.84" 0.65 Runoff Area=4,934 sf -_ 0.6 0.55 Runoff Volume=2,636 cf _ 0.5 Runoff Depth=�6.41" _ 0.45 _ 0.4 Tc�5.0 min _ w, p p 0.35 . _ - CN=88 _ 0.3 0.25 0.2 0.15 0.1 _ 0.05 0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 C 2016 HydroCAD Software Solutions LLC Page 163 Summary for Subcatchment 45S: YD 15 - CB 16 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.28 cfs @ 12.07 hrs, Volume= 4,304 cf, Depth= 7.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" _ Area (so CN Description 2,155 80 >75% Grass cover, Good, HSG D 5,219 98 Paved parking, HSG D 7,374 93 Weighted Average 2,155 29.22% Pervious Area 5,219 70.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 45S: YD 15 - CB 16 _ Hydrograph 1.28 Cfs ■Runoff _ Type 11124-h r 100 year Rainfall=7.84" _ 1 Runoff Area=7,374 sf Runoff Volume=4,304 d _ Runoff Depth=7.00" U. =5.0 min Tc _ CN=93 L 4 .... 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by (enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 164 Summary for Subcatchment 47S: CB 6, CB 7 and CB 8 Runoff = 2.86 cfs @ 12.10 hrs, Volume= 10,079 cf, Depth= 6.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year Rainfall=7.84" Area (sf) CN Description 7,371 80 >75% Grass cover, Good, HSG D 10,504 98 Paved parking, HSG D 17,875 91 Weighted Average 7,371 41.24% Pervious Area ... 10,504 58.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 100 0.0500 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 125 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.3 225 Total Subcatchment 47S: CB 6, CB 7 and CB 8 Hydrograph — _ _ ■Runoff 3 2.86 cfs Tyne III 24-hr 100 year Rainfall=7.84" Runoff Area=17,875 sf 2 Runoff Volume=10,079 cf Runoff Depth=6.77" _ LL Flow Length=225' Tc=7.3 m i n CN=91 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 165 Summary for Pond 21 P: Underground Detention Inflow Area = 30,183 sf, 59.36% Impervious, Inflow Depth = 6.77" for 100 year event Inflow = 4.87 cfs @ 12.09 hrs, Volume= 17,020 cf Outflow = 3.82 cfs @ 12.16 hrs, Volume= 17,020 cf, Atten= 22%, Lag=4.3 min Primary = 3.82 cfs @ 12.16 hrs, Volume= 17,020 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs _ Peak Elev= 102.53' @ 12.16 hrs Surf.Area= 631 sf Storage= 960 cf Plug-Flow detention time=4.3 min calculated for 17,003 cf(100% of inflow) Center-of-Mass det. time=4.4 min (777.5 -773.1 ) Volume Invert Avail.Storage Storage Description #1A 100.00, 734 cf 16.08'W x 39.221 x 4.00'H Field A 2,523 cf Overall -689 cf Embedded = 1,834 cf x 40.0%Voids #2A 101.00, 689 cf ADS StormTech SC-740 +Cap x 15 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf _ Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 5 Chambers 1,423 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 10.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=3.78 cfs @ 12.16 hrs HW=102.49' (Free Discharge) _ t1=Orifice/Grate (Orifice Controls 3.78 cfs @ 6.94 fps) Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 166 Pond 21 P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740+Cap (ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 51.0"Wide + 8.0" Spacing = 59.0" C-C Row Spacing 5 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 37.22' Row Length +12.0" End Stone x 2 = 39.22' Base Length 3 Rows x 51.0"Wide + 8.0" Spacing x 2 + 12.0" Side Stone x 2 = 16.08' Base Width 12.0" Base + 30.0" Chamber Height+ 6.0" Cover=4.00' Field Height 15 Chambers x 45.9 cf= 689.1 cf Chamber Storage 2,522.9 cf Field -689.1 cf Chambers = 1,833.8 cf Stone x 40.0% Voids = 733.5 cf Stone Storage Chamber Storage + Stone Storage = 1,422.6 cf= 0.033 of Overall Storage Efficiency = 56.4% Overall System Size = 39.22' x 16.08' x 4.00' 15 Chambers 93.4 cy Field 67.9 cy Stone Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 167 Pond 21 P: Underground Detention Hydrograph ■Inflow J3.82cfs ■Primary 5 Inflow Area=30,183 sf Peak Elev=102.53' - 4 Storage=960 cf 3 3 0 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ Overal Type H/ 24-hr 100 year Rainfall=7.84" Prepared by (enter your company name here) Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 168 Summary for Pond 38P: Porous Pavement Inflow Area = 7,278 sf, 91.08% Impervious, Inflow Depth = 7.36" for 100 year event Inflow = 1.28 cfs @ 12.07 hrs, Volume= 4,465 cf Outflow = 0.09 cfs @ 13.29 hrs, Volume= 4,465 cf, Atten= 93%, Lag= 73.0 min Discarded = 0.09 cfs @ 13.29 hrs, Volume= 4,464 cf "- Secondary = 0.00 cfs @ 13.29 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.51' @ 13.29 hrs Surf.Area= 3,840 sf Storage= 1,737 cf Plug-Flow detention time= 147.9 min calculated for 4,460 cf(100% of inflow) Center-of-Mass det. time= 147.7 min ( 899.5- 751.8 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,304 cf Custom Stage Data (Prismatic) Listed below (Recalc) 7,680 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 3,840 0 0 102.00 3,840 7,680 7,680 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.990 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50'/ 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.09 cfs @ 13.29 hrs HW=101.51' (Free Discharge) 1=Exfiltration ( Controls 0.09 cfs) $econdary OutFlow Max=0.00 cfs @ 13.29 hrs HW=101.51' (Free Discharge) 2=Culvert (Barrel Controls 0.00 cfs @ 0.04 fps) Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by{enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 169 Pond 38P: Porous Pavement Hydrograph 1.28 CfS ■Inflow Outflow scarded Inflow Area=7,278 sf ®Secondary Peak EIev=1,0 1' w Storage=1 ,737 d 1 L^ 0 Di 0 LL 0.09 cfs AM 0.00 cfs O-Aw 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) w w w Overal Type /// 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 170 Summary for Pond 41 P: Porous Pavement Inflow Area = 8,265 sf, 82.77% Impervious, Inflow Depth = 7.24" for 100 year event Inflow = 1.45 cfs @ 12.07 hrs, Volume= 4,988 cf Outflow = 0.04 cfs @ 16.13 hrs, Volume= 4,227 cf, Atten= 97%, Lag= 243.7 min Discarded = 0.02 cfs @ 16.13 hrs, Volume= 4,018 cf Secondary = 0.01 cfs @ 16.13 hrs, Volume= 209 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.62' @ 16.13 hrs Surf.Area= 6,841 sf Storage= 3,327 cf Plug-Flow detention time= 926.5 min calculated for 4,227 cf(85% of inflow) Center-of-Mass det. time= 861.3 min ( 1,617.9- 756.6 ) Volume Invert Avail.Storage Storage Description #1 100.00, 4,105 cf Custom Stage Data (Prismatic) Listed below (Recalc) 13,682 cf Overall x 30.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 6,841 0 0 102.00 6,841 13,682 13,682 Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.155 in/hr Wiiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50'/ 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.02 cfs @ 16.13 hrs HW=101.62' (Free Discharge) 1=Exfiltration ( Controls 0.02 cfs) Secondary OutFlow Max=0.01 cfs @ 16.13 hrs HW=101.62' (Free Discharge) 2=Culvert (Barrel Controls 0.01 cfs @ 0.70 fps) - Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 171 Pond 41 P: Porous Pavement Hydrograph 1.45 cfS ■Inflow 0 Outflow Inflow Area=8,265 0 ■Secondary Peak Elev=101.62' Storage=3,327 Ef__ 1 u 0 U. - 0.01 cfs o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 60 Time (hours) - Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by(enter your company name here) Printed 6/12/2018 HydroCADO 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 172 Summary for Pond 42P: Underground Detention Inflow Area = 9,041 sf, 87.79% Impervious, Inflow Depth = 7.31" for 100 year event Inflow = 1.59 cfs @ 12.07 hrs, Volume= 5,506 cf Outflow = 1.54 cfs @ 12.10 hrs, Volume= 5,506 cf, Atten= 3%, Lag= 1.6 min Primary = 1.54 cfs @ 12.10 hrs, Volume= 5,506 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 100.67' @ 12.10 hrs Surf.Area= 393 sf Storage= 128 cf Plug-Flow detention time= 3.9 min calculated for 5,501 cf(100% of inflow) Center-of-Mass det. time= 3.9 min (757.6- 753.7) Volume Invert Avail.Storage Storage Description #1A 100.00, 385 cf 15.75'W x 24.98'L x 3.50'H Field A 1,377 cf Overall -413 cf Embedded = 963 cf x 40.0%Voids #2A 100.50, 413 cf ADS StormTech SC-740 +Cap x 9 Inside#1 Effective Size= 44.6'W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 799 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600 rimary OutFlow Max=1.53 cfs @ 12.10 hrs HW=100.66' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.53 cfs @ 2.77 fps) i w Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Pape 173 Pond 42P: Underground Detention - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 +Cap(ADS StormTech®SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0"Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length 3 Rows x 51.0"Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height +6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf=413.5 cf Chamber Storage 1,376.8 cf Field -413.5 cf Chambers = 963.4 cf Stone x 40.0% Voids = 385.4 cf Stone Storage Chamber Storage + Stone Storage = 798.8 cf= 0.018 of Overall Storage Efficiency = 58.0% Overall System Size = 24.98' x 15.75' x 3.50' 9 Chambers 51.0 cy Field 35.7 cy Stone Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by{enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 174 Pond 42P: Underground Detention Hydrograph - ■Inflow 1.59 cfS ■Primary _ 1.54 cfs Inflow Area=9,041 sf Peak Elev=100.67' - Storage=128 cf U. 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) - Overal Type Ill 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 175 Summary for Pond 48P: Porous Pavement Inflow Area = 8,623 sf, 94.60% Impervious, Inflow Depth = 7.48" for 100 year event Inflow = 1.53 cfs @ 12.07 hrs, Volume= 5,376 cf Outflow = 0.12 cfs @ 13.07 hrs, Volume= 5,376 cf, Atten= 92%, Lag=60.1 min Discarded = 0.06 cfs @ 13.07 hrs, Volume= 4,967 cf Secondary = 0.05 cfs @ 13.07 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 101.73' @ 13.07 hrs Surf.Area= 4,630 sf Storage= 2,408 cf Plug-Flow detention time= 283.7 min calculated for 5,370 cf(100% of inflow) — Center-of-Mass det. time= 283.7 min ( 1,030.2- 746.5 ) Volume Invert Avail.Storage Storage Description #1 100.00, 2,778 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,260 cf Overall x 30.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 4,630 0 0 102.00 4,630 9,260 9,260 — Device Routing Invert Outlet Devices #1 Discarded 100.00' 0.575 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 1.00' #2 Secondary 101.50' 4.0" Round Culvert L= 10.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 101.50' / 101.50' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf Qiscarded OutFlow Max=0.06 cfs @ 13.07 hrs HW=101.73' (Free Discharge) 1=Exfiltration ( Controls 0.06 cfs) Secondary OutFlow Max=0.05 cfs @ 13.07 hrs HW=101.73' (Free Discharge) T-2=Culvert (Barrel Controls 0.05 cfs @ 1.16 fps) w Overal Type/1/ 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here) Printed 6/12/2018 HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 176 Pond 48P: Porous Pavement Hydrograph 1.53 cfs ■inflow 0 Outflow _ carded Inflow Area=8,623'Sf ®Secondary Peak Elev=1'01 .73' Storage=2,408 cf 21 U. 0.12 cfs 0.05 cfs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) _ Overal Type/1/24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 177 Summary for Link 11 L: Pr. Outlet Point#2 Inflow Area = 78,786 sf, 52.89% Impervious, Inflow Depth = 6.19" for 100 year event Inflow = 9.02 cfs @ 12.20 hrs, Volume= 40,611 cf Primary = 9.02 cfs @ 12.20 hrs, Volume= 40,611 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 11 L: Pr. Outlet Point#2 Hydrograph 10 ■Inflow _. __ ___ ■Primary 9.02 cfs Inflow Area=78,786 sf 8- 7- 6- 0 a 4 3 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type Ill 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 HydroCAD® 10:00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 178 Summary for Link 12L: Pr. Outlet Point#3 Inflow Area = 206,071 sf, 31.00% Impervious, Inflow Depth = 6.18" for 100 year event Inflow = 22.25 cfs @ 12.27 hrs, Volume= 106,064 cf Primary = 22.25 cfs @ 12.27 hrs, Volume= 106,064 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 12L: Pr. Outlet Point#3 Hydrograph ■Inflow 24 ■Primary 23 _ 22.25 cfs . Inflow Area=206-071 sf 22 _... 2, _ _ - 20 19 18 17 16 _ 15 w 14 13 3 12 10 9 - g 7 6 5 4 2 _ 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) Overal Type 111 24-hr 100 year Rainfall=7.84" Prepared by {enter your company name here} Printed 6/12/2018 _ HydroCAD® 10.00-19 s/n 02009 ©2016 HydroCAD Software Solutions LLC Page 179 Summary for Link 19L: Pr. Outlet Point#1 with Detention Inflow Area = 373,883 sf, 39.58% Impervious, Inflow Depth = 6.11" for 100 year event Inflow = 32.86 cfs @ 12.41 hrs, Volume= 190,338 cf Primary = 32.86 cfs @ 12.41 hrs, Volume= 190,338 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Link 191-: Pr. Outlet Point#1 with Detention Hydrograph ■Inflow 36 ■Primary 34 _._.-.. 32.86 cfs lnfl©w_Area=3,7.3,$83 sf 32 " 30 28 26 24 22 ` w _ 20 3 18 o IL 16 14 _.. _ 12 10 8 . 6 4 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 Time (hours) -- Proposed Philip R. Smith Elementary School June 5, 2018 Engineering Summary Report Appendix D - Flood Insurance Map Page 9 MAP NUMBER 09003CO384F o EFFECTIVE DATE: D SSG SE PTEM B E R 26, 2008 SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION rah y' BY THE 1%ANNUAL CHANCE FLOOD EVENT TM 1% annual chance flood 000-year flood), also known an the bass flood, Is the flood that has a t% chance of being equaled or exceeded in any given year. The Special Rood Hezerd Arsa is the area subject to flooding by the 1% annual ohanoe flood.Areas of Sp.olal flood Hazard include Zones A, AE, AH, AO, AR, ASS, V, and VE.The Be.. Rood Elsvatlon la the water surface elevation of the 1%annual chance flood. ZONE A No base flood elevations determined. ZONE AE Bass flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONEAO Flood depths of t to 3 feat lususlly sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE AR Area of special flood hazard formarly protected from the 1% annual chance flood event by a flood control system that wee subsequently decertified. Zone AR indicates that the former flood control system Is being reatored to provide protection from the 1% annual chance or greeter flood event. ZONE ASS Arse to be protected from 1% annual chance flood event by s Federal flood protection system under construction; no base flood elevations determined. ZONE V Coastal flood zone with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood zone with velocity hazard(wave aotlon);base flood elevations determined. FLOODWAY AREAS IN ZONE AE The floodway Is the channel of a suasm plus any adjacent floodplain areas that must be kept free of woroschment so that the 1% annual chance flood can be"tried without substantial Increases In flood heights. OTHER FLOOD AREAS ZONE X Atem of 0.2% annual chance flood;areas of 1% annual chance flood with average depths of leas than 1 foot or with drainage areas less than 1 square m0a; and areas protected by levees from 1% annual chance flood. OTHER AREAS ZONE X Areas determined to be outside the 0.2%annual chance floodplain. ZONE D Areas in which flood hazards are undetermined,but possible. COASTAL BARRIER RESOURCES SYSTEM ICBRSI AREAS OTHERWISE PROTECTED AREAS IOPAsI CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas. 1%annual chance floodplain boundary 0.2%annual chance floodplain boundary — floodway boundary This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov Proposed Philip R. Smith Elementary School June 5, 2018 Engineering Summary Report Appendix E - Permeability Results '— Page 10 _ SOIL SCIENCE AND ENVIRONMENTAL SERVICES9 INC. Wetland Delineations Ecological Studies SiteAssessments Project Planning Soil Testing May 6, 2018 Richard Reynolds LRC Group 160 West Street, Suite E Cromwell, CT 06416 Re: Permeability test results from bulk samples collected from Eli Terry and Philip R. Smith Elementary Schools in South Windsor, CT _ Dear Mr. Reynolds: On April 19, 2018, SOIL SCIENCE AND ENVIRONMENTAL SERVICES, INC. received ten bulk (disturbed) soil samples in one gallon plastic bags from LRC Group for permeability analysis. LRC Group had previously collected the samples from two school sites in South Windsor, CT where stormwater infiltration is being proposed. Permeability grab or bulk samples are often collected from course sand & gravel soil materials where undisturbed core samples are difficult to obtain. The bulk samples were lightly re-compacted in core sample tubes and allowed to saturate overnight before being tested. The soil permeability samples were tested for saturated hydraulic conductivities using _ a falling head permeability test method. The permeability result for each bulk sample is listed below: Eli Terry Elementary, School Test Hole Number Permeability TP #1 1.70 ft/day or 0.000601 cm/sec TP #2 116.5 ft/day or 0.041099 cm/sec TP #4 1.90 ft/day or 0.000672 cm/sec TP #5 367 ft/day or 0.129613 cm/sec TP #6 24.5 fUday or 0.008644 cm%sec 95 Silo Drive Rocky Hill • Connecticut • 06067 • (203)272-7837 sseainc®yahoo.com Philip R. Smith Elementary School Test.Hole Number Permeability -' TP #1 1.37 ft/day or 0.000482 cm/sec TP #2 0.76 ft/day or 0.000270 cm/sec TP #3 0.32 ft/day or 0.000112 cm/sec TP #5 1.98 ft/day or 0.`000699 cm/sec TP #6 0.31 ft/day or 0.000108 cm/sec The test results from there-compacted bulk samples give an approximate permeability rate for the soil samples collected at specific depths within each test pit where they were obtained by LRC Group. Soil properties such as texture, structure, consistency and depths to impermeable layers can all affect soil permeability within each test pit. If you have any questions or need any additional information please don't hesitate to give us a call. Sincerely, - SOIL SCIENCE AND ENVIRONMENTAL SERVICES, *INC. Scott D. Stevens _ Registered Professional Soil Scientist . 2