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Drainage Report
SWINLEY FOREST DRAINAGE REPORT PREPARED FOR: Swinley Forest, LLC Contact Person: Mark Gradison 6330 East 75th Street, Suite 156 Indianapolis, IN 46250 Contact Phone Number: (317) 506-1037 Contact Email: mgradison@gradison.net PREPARED BY: Stoeppelwerth & Associates, Inc. Contact Person: Nicholas E. Stevens, PE, SI 7965 East 106th Street Fishers, Indiana 46038 Contact Phone Number: (317) 570-4771 Contact Email Address: nstevens@stoeppelwerth.com DATE PREPARED: December 18th, 2024 DATE REVISED: June 24. 2025 DRAINAGE REPORT SWINLEY FOREST JOB # 111895GBC TABLE OF CONTENTS ENGINEERING CERTIFICATION CERTIFICATE OF INSURANCE DRAINAGE NARRATIVE EXHIBITS LOCATION MAP FLOODPLAIN MAP SOILS MAP RAINFALL DATA APPENDIX A – EXISTING SITE CONDITIONS CALCULATIONS APPENDIX B - PROPOSED SITE CONDITIONS CALCULATIONS APPENDIX C - STORM SEWER DESIGN CALCULATIONS APPENDIX D - WATER QUALITY CALCULATIONS APPENDIX E - EMERGENCY CALCULATIONS APPENDIX F - BASIN MAPS 06/24/2025 Page 2 of 68 ENGINEERING CERTIFICATION SWINLEY FOREST DRAINAGE REPORT AND ANALYSIS Brian M. Brown, PE, CFM Indiana Registration No. 11200386 I, Brian M Brown, certify that this drainage report and supporting calculations are in compliance with the requirements set forth by the Hamilton County Drainage Board and/or Hamilton County Surveyor in the Hamilton County, Indiana Stormwater Management Ordinance. 06/24/2025 Page 3 of 68 ANY PROPRIETOR/PARTNER/EXECUTIVEOFFICER/MEMBER EXCLUDED? INSR ADDL SUBRLTR INSD WVD PRODUCER CONTACTNAME: FAXPHONE(A/C, No):(A/C, No, Ext): E-MAILADDRESS: INSURER A : INSURED INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : POLICY NUMBER POLICY EFF POLICY EXPTYPE OF INSURANCE LIMITS(MM/DD/YYYY) (MM/DD/YYYY) AUTOMOBILE LIABILITY UMBRELLA LIAB EXCESS LIAB WORKERS COMPENSATIONAND EMPLOYERS' LIABILITY DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) AUTHORIZED REPRESENTATIVE EACH OCCURRENCE $ DAMAGE TO RENTEDCLAIMS-MADE OCCUR $PREMISES (Ea occurrence) MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GEN'L AGGREGATE LIMIT APPLIES PER:GENERAL AGGREGATE $ PRO-POLICY LOC PRODUCTS - COMP/OP AGGJECT OTHER:$ COMBINED SINGLE LIMIT $(Ea accident) ANY AUTO BODILY INJURY (Per person) $ OWNED SCHEDULED BODILY INJURY (Per accident) $AUTOS ONLY AUTOS HIRED NON-OWNED PROPERTY DAMAGE $AUTOS ONLY AUTOS ONLY (Per accident) $ OCCUR EACH OCCURRENCE CLAIMS-MADE AGGREGATE $ DED RETENTION $ PER OTH-STATUTE ER E.L. EACH ACCIDENT E.L. DISEASE - EA EMPLOYEE $ If yes, describe under E.L. DISEASE - POLICY LIMITDESCRIPTION OF OPERATIONS below INSURER(S) AFFORDING COVERAGE NAIC # COMMERCIAL GENERAL LIABILITY Y / N N / A (Mandatory in NH) SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: CERTIFICATE HOLDER CANCELLATION © 1988-2015 ACORD CORPORATION. All rights reserved.ACORD 25 (2016/03) CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) $ $ $ $ $ The ACORD name and logo are registered marks of ACORD 2/3/2025 (317) 808-7711 20478 Stoeppelwerth and Associates, Inc. and Sand Key Properties 7965 East 106th Street Fishers, IN 46038 20508 20443 A 1,000,000 6079062911 8/1/2024 8/1/2025 100,000 15,000 1,000,000 2,000,000 2,000,000 EPLI 10,000 1,000,000B BUA6043009424 8/1/2024 8/1/2025 2,000,000C CUE6079062925 8/1/2024 8/1/2025 2,000,000 10,000 2,000,000 C WC 6 43009438 8/1/2024 8/1/2025 1,000,000N1,000,000 1,000,000 A Commercial Property 6079062911 8/1/2024 Buildings 2,232,268 C Professional E&O Cov AEH008216301 1/28/2025 1/28/2026 Per Occ/Aggregate 2,000,000 TO WHOM IT MAY CONCERN STOEAND-01 KEADAMS Conner Insurance Inc. 8445 Keystone Crossing Suite 200 Indianapolis, IN 46240 National Fire Insurance Company of Hartford Valley Forge Insurance Company Continental Casualty Company X 8/1/2025 X X XX X XX X X X 06/24/2025 Page 4 of 68 DRAINAGE NARRATIVE SWINLEY FOREST JOB #111895GBC INTRODUCTION Swinley Forest, LLC is proposing the development of a residential subdivision in Hamilton County to be known as Swinley Forest. The site is located southwest of the intersection of Westfield Boulevard and East 116th Street. The site is more specifically located in part of the Northwest Quarter of the Northeast Quarter of Section 1, Township 17 North, Range 3 East, of the second Principal Meridian, Hamilton County, IN. EXISTING SITE CONDITIONS The existing site is composed of open space and wooded areas, with Carmel Creek running along the eastern edge of the property. There is a small amount of offsite coming in along the western edge of the site. According to FEMA FIRM Panel, 18057C0209G with an effective date of 11/19/2014, the site is partially located in Zone AE, a Special Flood Haard Area, with a BFE of 826.2. This BFE is currently being revised and the proposed BFE after the LOMR is expected to be approximately 824. The on-site soil consists of type B Shoals silt loam-Urban land complex and type C, Miami silt loam-Urban land complex. Table 1: Existing Site Conditions – Release Rates with Offsite Storm Event Onsite Area (ac) Onsite CN Offsite Area (ac) Offsite CN 2-Year 10-Year 100-Year Existing 7.53 69 0.59 70 4.84 cfs 14.41 cfs 33.43 cfs PROPOSED SITE CONDITIONS As per discussions in a pre-filing meeting with Engineering, to determine allowable release rates, the area of the site that is planned to be disturbed has been delineated. This acreage was then applied to the 0.1 cfs per acre and the 0.3 cfs per acre. What is included in the drainage area is the maximum imperviousness for each lot, road area, and the dry detention basin area. This equated to Table 2: Proposed Site Conditions – Onsite Release Rates Storm Event 10-Year 100-Year Unit Allowable Release Rate 0.1 cfs/acre 0.3 cfs/acre Onsite Acreage 3.19 = acres 3.19 = acres Calculation 0.1 cfs/acre x acres 0.3 cfs/acre x acres Onsite Allowable Release Rates 0.32 cfs 0.96 cfs Offsite Acreage 0.59 = acres 0.59 = acres Offsite Flow (From ICPR Basin Summary) 0.85 cfs 2.27 cfs Calculation Onsite Allowable + Offsite Flow Onsite Allowable + Offsite Flow Allowable Release Rates 1.17 cfs 3.23 cfs 06/24/2025 Page 5 of 68 The site will have 4 lots that will drain via overland flow and a small pipe system to a dry basin on the northern end of the site. Given the terrain of the property it is not practical to capture the entire lot. The homes roofs will be required to be connected to the storm system in the front yards that is discharging to the dry detention basin. This dry basin will also take in a small amount of offsite from the west. The dry basin will outlet to Carmel Creek running along the eastern side of the site. Each lot has been assigned a maximum square footage of imperviousness that has been incorporated into the C values for each lot and overall CN for the site. The outlet structure was preliminarily designed to meet the release rates for the onsite flows. The low/WQ orifice is set to 2.75” round orifice, the 10 yr orifice is a 6” x 6” notch and the top of casting is set to 827.95. The outlet control structure is intended to be a 30”x30” concrete box with a 12” pipe leaving. The bottom of the dry detention basin is set to 824 and the top of bank is at 830. This moves the detention out of the floodplain. A backwater of 824 was used for all the model runs to show how the basin would react if the 100 year event was occurring at the same time as flow was being released from the dry basin. Reports for the model have been included within Appendix A. A summary of the release rates has been included in Table 3 below. A small portion of the embankment will infringe on the 100 year floodfringe. This will need to be compensated for at a 3:1 basis and should be able to be completed at the base of the dry basin embankment. Table 3: Proposed Site Conditions – Overall Release Rates Storm Event 2-Year 10-Year 100-Year Proposed Onsite Only 0.25 cfs 0.31 cfs 0.95 cfs Proposed Release Rates with Offsite 0.26 cfs 0.32 cfs 1.72 cfs The proposed peak discharges are based on TR-55 methodology. A detention analysis was performed using the 2, 10 and 100-year storm events and their corresponding 24-hour rainfall depths. The NRCS Type II rainfall distribution was used to generate the hydrographs. Table 4 below includes a summary of the critical elevations for the site, including offsite flows. Table 4: Proposed Site Conditions – Critical Elevations Storm Event Top of Bank 2-Year 10-Year 100-Year Dry Pond 830.00 825.87 826.76 828.04 The emergency spillway is designed to handle the onsite 100 year flow plus the maximum flow to the Monon Farms detention basin to simulate that it fails and overtops. Both flows were multiplied by 125% to size the spillway. The spillway sizing calculations are provided in Appendix E STORM SEWER DESIGN The use of Manning’s equation was used for determination of storm drain pipe sizes for non-submerged conditions. The storm drain system is capable of passing the 10-year storm event with free water surface elevations below the crown of pipe. Minimum storm drain flowing velocity for full pipe flow shall be 2.5 fps and maximum storm drain flowing velocity for full pipe flow is 10 fps. The inlet grate castings are designed such that the 10-year storm event shall be sufficiently conveyed into the storm sewer system at 50% efficiency. Appendix C provides the pipe sizing information and calculations. 06/24/2025 Page 6 of 68 WATER QUALITY Water quality for the site will be handled via a water quality unit at structure 403 and the extended dry detention basin. The water quality structure is expected to be a CS-4, with 12” inlet and 18” outlet pipes. Appendix D provides the water quality calculation information. REFERENCES Design and data methods are based on the following references: 1. Hamilton County Stormwater Technical Standards Manual 2. HERPICC Stormwater Drainage Manual 3. USDA – Urban Hydrology for Small Watersheds 4. USDA – Soil Conservation Service 06/24/2025 Page 7 of 68 EXHIBITS 1LOCATION MAP 2FLOODPLAIN MAP 3SOILS MAP AND REPORT 4HAMILTON COUNTY RAINFALL DATA 06/24/2025 Page 8 of 68 06/24/2025 Page 9 of 68 SI T E Na t i o n a l F l o o d H a z a r d L a y e r F I R M e t t e 0 50 0 1, 0 0 0 1, 5 0 0 2, 0 0 0 25 0 Fe e t SE E F I S R E P O R T F O R D E T A I L E D L E G E N D A N D I N D E X M A P F O R F I R M P A N E L L A Y O U T SP E C I A L F L O O D HA Z A R D A R E A S Wi t h o u t B a s e F l o o d E l e v a t i o n ( B F E ) Zo n e A , V , A 9 9 Wi t h B F E o r D e p t h Zo n e A E , A O , A H , V E , A R Re g u l a t o r y F l o o d w a y 0. 2 % A n n u a l C h a n c e F l o o d H a z a r d , A r e a s of 1 % a n n u a l c h a n c e f l o o d w i t h a v e r a g e de p t h l e s s t h a n o n e f o o t o r w i t h d r a i n a g e ar e a s o f l e s s t h a n o n e s q u a r e m i l e Zo n e X Fu t u r e C o n d i t i o n s 1 % A n n u a l Ch a n c e F l o o d H a z a r d Zo n e X Ar e a w i t h R e d u c e d F l o o d R i s k d u e t o Le v e e . S e e N o t e s . Zo n e X Ar e a w i t h F l o o d R i s k d u e t o L e v e e Zo n e D NO S C R E E N Ar e a o f M i n i m a l F l o o d H a z a r d Zo n e X Ar e a o f U n d e t e r m i n e d F l o o d H a z a r d Zo n e D Ch a n n e l , C u l v e r t , o r S t o r m S e w e r Le v e e , D i k e , o r F l o o d w a l l Cr o s s S e c t i o n s w i t h 1 % A n n u a l C h a n c e 17 . 5 Wa t e r S u r f a c e E l e v a t i o n Co a s t a l T r a n s e c t Co a s t a l T r a n s e c t B a s e l i n e Pr o f i l e B a s e l i n e Hy d r o g r a p h i c F e a t u r e Ba s e F l o o d E l e v a t i o n L i n e ( B F E ) Ef f e c t i v e L O M R s Li m i t o f S t u d y Ju r i s d i c t i o n B o u n d a r y Di g i t a l D a t a A v a i l a b l e No D i g i t a l D a t a A v a i l a b l e Un m a p p e d Th i s m a p c o m p l i e s w i t h F E M A ' s s t a n d a r d s f o r t h e u s e o f di g i t a l f l o o d m a p s i f i t i s n o t v o i d a s d e s c r i b e d b e l o w . Th e b a s e m a p s h o w n c o m p l i e s w i t h F E M A ' s b a s e m a p ac c u r a c y s t a n d a r d s Th e f l o o d h a z a r d i n f o r m a t i o n i s d e r i v e d d i r e c t l y f r o m t h e au t h o r i t a t i v e N F H L w e b s e r v i c e s p r o v i d e d b y F E M A . T h i s m a p wa s e x p o r t e d o n 1 2 / 1 6 / 2 0 2 4 a t 1 : 4 1 P M a n d d o e s n o t re f l e c t c h a n g e s o r a m e n d m e n t s s u b s e q u e n t t o t h i s d a t e a n d ti m e . T h e N F H L a n d e f f e c t i v e i n f o r m a t i o n m a y c h a n g e o r be c o m e s u p e r s e d e d b y n e w d a t a o v e r t i m e . 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(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods 06/24/2025 Page 15 of 68 Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 1545578 2065680 2585781 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 06/24/2025 Page 16 of 68 APPENDIX A EXISTING SITE CONDITIONS CALCULATIONS 06/24/2025 Page 17 of 68 Jo b # 1 1 1 8 9 5 G B C De s c r i p t i o n n = L = P2 = s = Tt = . 0 0 7 ( n L ) 0 . 8 / ( P 20. 5 s0. 4 ) De s c r i p t i o n s = V = L = T t = L / V D e s c r i p t i o n V = L = T t = L / V Tc ( t o t a l ) Tc ( t o t a l ) (f t ) ( i n ) ( f t / f t ) ( h r s ) P a v e d / U n p a v e d ( f t / f t ) ( f t / s ) ( f t ) ( h r s ) ( h r s ) (m i n ) Ex i s t i n g C o n d i t i o n s De n s e G r a s s e s 0. 2 4 10 0 2. 6 6 0. 0 3 5 0. 2 0 8 5 Un p a v e d 0. 0 6 5 4. 1 1 47 8 0. 0 3 2 3 Ch a n n e l 3. 0 0 0 0. 0 0 0 0 0. 2 4 0 9 14 . 5 Sw i n l e y F o r e s t Ti m e o f C o n c e n t r a t i o n s Pr e - D e v e l o p e d I C P R Ba s i n Sh e e t F l o w S h a l l o w C o n c e n t r a t e d F l o w C h a n n e l / P i p e F l o w T o t a l T o C 06/24/2025 Page 18 of 68 Job #111895GBC Pre-Developed ICPR 69 70 Soil Group Cover Description (cover type, treatment, and hydrologic condition)CN Area (Ac.) CN * Area Soil Group Cover Description (cover type, treatment, and hydrologic condition)CN Area (Ac.) CN * Area B Open Space (Good) 61 0.89 54 C Woods (Good) 70 0.59 41 C Open Space (Good) 74 1.81 134 C Woods (Good) 70 3.69 258 D Impervious 98 0.17 16 B Woods (Good) 55 0.97 53 Total = 7.53 516 Total = 0.59 41 CN CalculationsSwinley Forest Offsite to Dry Basin CN =Existing Site CN = *Onsite Curve Number adjusted to the next less infiltrating capacity category per ordinance. 06/24/2025 Page 19 of 68 Swinley Forest Existing Conditions Report 1 D:\ICPR Models\111895GBC ICPR\5/19/2025 15:46 Background Image: Existing Conditions Simple Basin: Offsite Basin Scenario: Existing Conditions Node: Outlet 1 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 14.6000 min Max Allowable Q: 999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 0.5900 ac Curve Number: 70.0 Ia/S: 0.00 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: Onsite Basin Scenario: Existing Conditions Node: Outlet 1 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number 06/24/2025 Page 20 of 68 Swinley Forest Existing Conditions Report 2 D:\ICPR Models\111895GBC ICPR\5/19/2025 15:46 Time of Concentration: 10.6000 min Max Allowable Q: 999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 7.5300 ac Curve Number: 69.0 Ia/S: 0.00 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Node: Outlet 1 Scenario: Existing Conditions Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 815.00 ft Warning Stage: 824.00 ft Alert Stage: 824.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 815.00 0 0 0 12.0000 824.00 0 0 0 48.0000 815.00 Comment: Simulation: 002yr Scenario: Existing Conditions Run Date/Time: 5/19/2025 3:44:55 PM Program Version: StormWise 4.08.02 General Run Mode: Normal Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time: 60.0000 Output Time Increments Hydrology 06/24/2025 Page 21 of 68 Swinley Forest Existing Conditions Report 3 D:\ICPR Models\111895GBC ICPR\5/19/2025 15:46 Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec Ia/S: 0.20 dec dZ Tolerance: 0.0010 ft Max dZ: 1.0000 ft Smp/Man Basin Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 2.66 in Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Existing Conditions Run Date/Time: 5/19/2025 3:45:01 PM Program Version: StormWise 4.08.02 General Run Mode: Normal Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time: 60.0000 06/24/2025 Page 22 of 68 Swinley Forest Existing Conditions Report 4 D:\ICPR Models\111895GBC ICPR\5/19/2025 15:46 Output Time Increments Hydrology Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec Ia/S: 0.20 dec dZ Tolerance: 0.0010 ft Max dZ: 1.0000 ft Smp/Man Basin Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 3.83 in Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Existing Conditions Run Date/Time: 5/19/2025 3:45:12 PM Program Version: StormWise 4.08.02 General Run Mode: Normal Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 06/24/2025 Page 23 of 68 Swinley Forest Existing Conditions Report 5 D:\ICPR Models\111895GBC ICPR\5/19/2025 15:46 End Time: 0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time: 60.0000 Output Time Increments Hydrology Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec Ia/S: 0.20 dec dZ Tolerance: 0.0010 ft Max dZ: 1.0000 ft Smp/Man Basin Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 6.46 in Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simple Basin : Multi Item | (name, sim) : Runoff Summary [Existing Conditions] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac] Offsite Basin 002yr 0.34 12.0833 2.66 0.53 0.5900 Offsite Basin 010yr 0.85 12.0833 3.83 1.22 0.5900 06/24/2025 Page 24 of 68 Swinley Forest Existing Conditions Report 6 D:\ICPR Models\111895GBC ICPR\5/19/2025 15:46 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac] Offsite Basin 100yr 2.28 12.0667 6.46 3.18 0.5900 Onsite Basin 002yr 4.54 12.0500 2.66 0.50 7.5300 Onsite Basin 010yr 11.63 12.0500 3.83 1.16 7.5300 Onsite Basin 100yr 31.33 12.0333 6.46 3.08 7.5300 Node Max Conditions w/ Times : Multi Item | (name, sim) [Existing Conditions] Node Name Sim Name Warning Stage [ft] Alert Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] Outlet 1 002yr 824.00 824.00 824.00 0.0125 4.84 0.00 0 12.0105 1.4605 12.0605 0.0000 Outlet 1 010yr 824.00 824.00 824.00 0.0125 12.41 0.00 0 12.0105 1.4605 12.0438 0.0000 Outlet 1 100yr 824.00 824.00 824.00 0.0125 33.43 0.00 0 12.0105 1.4605 12.0438 0.0000 06/24/2025 Page 25 of 68 APPENDIX B PROPOSED SITE CONDITIONS CALCULATIONS 06/24/2025 Page 26 of 68 Jo b # 1 1 1 8 9 5 G B C De s c r i p t i o n n = L = P2 = s = Tt = . 0 0 7 ( n L ) 0 . 8 / ( P 20. 5 s0. 4 ) De s c r i p t i o n s = V = L = T t = L / V D e s c r i p t i o n V = L = T t = L / V Tc ( t o t a l ) Tc ( t o t a l ) (f t ) ( i n ) ( f t / f t ) ( h r s ) P a v e d / U n p a v e d ( f t / f t ) ( f t / s ) ( f t ) ( h r s ) ( h r s ) (m i n ) Dr y P o n d De n s e G r a s s e s 0. 2 4 89 2. 6 6 0. 0 1 0. 3 1 3 6 Pa v e d 0. 0 1 2. 0 3 0 0. 0 0 0 0 Pi p e F l o w 2. 5 0 35 4 0. 0 3 9 3 0. 3 5 2 9 21 . 2 Of f s i t e t o D r y P o n d De n s e G r a s s e s 0. 2 4 95 2. 6 6 0. 0 2 6 3 0. 2 2 4 4 Un p a v e d 0. 0 1 1. 6 1 59 0. 0 1 0 2 Pi p e F l o w 2. 5 0 91 0. 0 1 0 1 0. 2 4 4 7 14 . 7 Ti m e o f C o n c e n t r a t i o n s Po s t - D e v e l o p e d I C P R Ba s i n Sh e e t F l o w S h a l l o w C o n c e n t r a t e d F l o w C h a n n e l / P i p e F l o w T o t a l T o C Sw i n l e y F o r e s t 06/24/2025 Page 27 of 68 Job #111895GBC Post-Developed ICPR 89 70 Soil Group Cover Description (cover type, treatment, and hydrologic condition)CN Area (Ac.) CN * Area Soil Group Cover Description (cover type, treatment, and hydrologic condition)CN Area (Ac.) CN * Area D Open Space (Good) 80 1.67 134 C Woods (Good) 70 0.59 41 D Impervious 98 1.52 149 Total = 3.19 283 Total = 0.59 41 CN Calculations Dry Basin CN = Swinley Forest Offsite to Dry Basin CN = *Onsite Curve Number adjusted to the next less infiltrating capacity category per ordinance. 06/24/2025 Page 28 of 68 Swinley Forest Proposed Conditions 1 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Background Image: Proposed with Offsite Simple Basin: Pond 1 Offsite Basin Scenario: Preliminary Proposed with Offsite Node: Dry Basin Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 14.7000 min Max Allowable Q: 999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 0.5900 ac Curve Number: 70.0 Ia/S: 0.00 % Impervious: 0.00 % DCIA: 0.00 06/24/2025 Page 29 of 68 Swinley Forest Proposed Conditions 2 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: Pond 1 Onsite Basin Scenario: Preliminary Proposed with Offsite Node: Dry Basin Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 21.2000 min Max Allowable Q: 999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 3.1900 ac Curve Number: 89.0 Ia/S: 0.00 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Drop Structure Link: Dry Basin Outlet Scenario: Preliminary Proposed with Offsite From Node: Dry Basin To Node: Outlet 1 Link Count: 1 Pipe Flow Direction: Positive Solution: Combine Increments: 0 Pipe Count: 1 Damping: 0.0000 ft Length: 133.00 ft FHWA Code: 0 Entr Loss Coef: 0 Exit Loss Coef: 1 Bend Loss Coef: 0 Bend Location: 0.00 dec Energy Switch: Energy Upstream Pipe Downstream Pipe Invert: 818.00 ft Invert: 815.00 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.00 ft Max Depth: 1.00 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft Op Table: Op Table: Ref Node: Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table: Op Table: Ref Node: Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Pipe Comment: Weir Component Weir: 1 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip 06/24/2025 Page 30 of 68 Swinley Forest Proposed Conditions 3 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Geometry Type: Circular Invert: 824.00 ft Control Elevation: 824.00 ft Max Depth: 0.23 ft Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Rectangular Invert: 827.45 ft Control Elevation: 827.45 ft Max Depth: 0.50 ft Max Width: 0.50 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 3 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 827.95 ft Control Elevation: 827.95 ft Max Depth: 1.77 ft Max Width: 1.77 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Drop Structure Comment: Node: Dry Basin Scenario: Preliminary Proposed with Offsite Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 824.00 ft Warning Stage: 828.00 ft Alert Stage: 829.00 ft 06/24/2025 Page 31 of 68 Swinley Forest Proposed Conditions 4 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Stage [ft] Area [ac] Area [ft2] 824.00 0.0000 0 825.00 0.1784 7769 826.00 0.2376 10349 827.00 0.3037 13230 828.00 0.3769 16417 829.00 0.4573 19922 830.00 0.5448 23732 Comment: Node: Outlet 1 Scenario: Preliminary Proposed with Offsite Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 815.00 ft Warning Stage: 824.00 ft Alert Stage: 824.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 815.00 0 0 0 12.0000 824.00 0 0 0 48.0000 815.00 Comment: Simulation: 002yr Scenario: Preliminary Proposed with Offsite Run Date/Time: 6/24/2025 2:52:32 PM Program Version: StormWise 4.08.02 General Run Mode: Normal Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time: 60.0000 Output Time Increments Hydrology Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics 06/24/2025 Page 32 of 68 Swinley Forest Proposed Conditions 5 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec Ia/S: 0.20 dec dZ Tolerance: 0.0010 ft Max dZ: 1.0000 ft Smp/Man Basin Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 2.66 in Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Preliminary Proposed with Offsite Run Date/Time: 6/24/2025 2:52:36 PM Program Version: StormWise 4.08.02 General Run Mode: Normal Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time: 60.0000 Output Time Increments Hydrology 06/24/2025 Page 33 of 68 Swinley Forest Proposed Conditions 6 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec Ia/S: 0.20 dec dZ Tolerance: 0.0010 ft Max dZ: 1.0000 ft Smp/Man Basin Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 3.83 in Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Preliminary Proposed with Offsite Run Date/Time: 6/24/2025 2:52:38 PM Program Version: StormWise 4.08.02 General Run Mode: Normal Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 06/24/2025 Page 34 of 68 Swinley Forest Proposed Conditions 7 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Max Calculation Time: 60.0000 Output Time Increments Hydrology Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec Ia/S: 0.20 dec dZ Tolerance: 0.0010 ft Max dZ: 1.0000 ft Smp/Man Basin Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~SCSII-24 Rainfall Amount: 6.46 in Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simple Basin : Multi Item | (name, sim) : Runoff Summary [Preliminary Proposed with Offsite] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac] Pond 1 Offsite Basin 002yr 0.33 12.0833 2.66 0.53 0.5900 Pond 1 Offsite Basin 010yr 0.85 12.0833 3.83 1.22 0.5900 Pond 1 Offsite Basin 100yr 2.27 12.0667 6.46 3.18 0.5900 06/24/2025 Page 35 of 68 Swinley Forest Proposed Conditions 8 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac] Pond 1 Onsite Basin 002yr 5.21 12.1333 2.66 1.60 3.1900 Pond 1 Onsite Basin 010yr 8.59 12.1167 3.83 2.67 3.1900 Pond 1 Onsite Basin 100yr 16.20 12.1167 6.46 5.19 3.1900 Link Min/Max Conditions with Times : Multi Item | (name, sim) [Preliminary Proposed with Offsite] Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] Dry Basin Outlet - Pipe 002yr 0.26 0.00 0.00 0.00 0.00 14.6396 0.0000 10.6070 0.0000 0.0000 Dry Basin Outlet - Weir: 1 002yr 0.26 0.00 0.00 0.00 0.00 14.6396 0.0000 10.6815 0.0000 0.0000 Dry Basin Outlet - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Dry Basin Outlet - Weir: 3 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Dry Basin Outlet - Pipe 010yr 0.32 0.00 0.00 0.00 0.00 15.5389 0.0000 9.1077 0.0000 0.0000 Dry Basin Outlet - Weir: 1 010yr 0.32 0.00 0.00 0.00 0.00 15.5223 0.0000 9.0978 0.0000 0.0000 Dry Basin Outlet - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Dry Basin Outlet - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Dry Basin Outlet - Pipe 100yr 1.72 0.00 -0.01 0.00 0.00 13.1181 0.0000 14.2578 0.0000 0.0000 Dry Basin Outlet - Weir: 1 100yr 0.39 0.00 0.00 0.00 0.00 13.1405 0.0000 6.2458 0.0000 0.0000 Dry Basin Outlet - Weir: 2 100yr 0.70 0.00 0.00 2.80 2.80 13.1106 0.0000 14.8761 13.1106 13.1106 Dry Basin Outlet - Weir: 3 100yr 0.63 0.00 -0.01 0.97 0.97 13.1106 0.0000 13.7412 13.1106 13.1106 06/24/2025 Page 36 of 68 Swinley Forest Proposed Conditions 9 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Node Max Conditions w/ Times : Multi Item | (name, sim) [Preliminary Proposed with Offsite] Node Name Sim Name Warning Stage [ft] Alert Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] Dry Basin 002yr 828.00 829.00 825.87 -0.0010 5.53 0.26 10013 14.6396 31.3266 12.1166 14.6396 Dry Basin 010yr 828.00 829.00 826.76 -0.0010 9.39 0.32 12526 15.5223 42.7665 12.1166 15.5389 Dry Basin 100yr 828.00 829.00 828.04 0.0010 18.31 1.72 16563 13.1106 11.9745 12.1166 13.1181 Outlet 1 002yr 824.00 824.00 824.00 0.0125 0.26 0.00 0 12.0001 1.4605 14.6396 0.0000 Outlet 1 010yr 824.00 824.00 824.00 0.0125 0.32 0.00 0 12.0001 1.4605 15.5389 0.0000 Outlet 1 100yr 824.00 824.00 824.00 0.0125 1.72 0.00 0 12.0000 1.4605 13.1181 0.0000 Background Image: Proposed without Offsite 06/24/2025 Page 37 of 68 Swinley Forest Proposed Conditions 10 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Simple Basin : Multi Item | (name, sim) : Runoff Summary [Preliminary Proposed without Offsite] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac] Pond 1 Onsite Basin 002yr 5.21 12.1333 2.66 1.60 3.1900 Pond 1 Onsite Basin 010yr 8.59 12.1167 3.83 2.67 3.1900 Pond 1 Onsite Basin 100yr 16.20 12.1167 6.46 5.19 3.1900 Link Min/Max Conditions with Times : Multi Item | (name, sim) [Preliminary Proposed without Offsite] Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] Dry Basin Outlet - Pipe 002yr 0.25 0.00 0.00 0.00 0.00 14.4118 0.0000 35.5921 0.0000 0.0000 Dry Basin Outlet - Weir: 1 002yr 0.25 0.00 0.00 0.00 0.00 14.4118 0.0000 10.6088 0.0000 0.0000 Dry Basin Outlet - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Dry Basin Outlet - Weir: 3 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Dry Basin Outlet - Pipe 010yr 0.31 0.00 0.00 0.00 0.00 15.4240 0.0000 9.1197 0.0000 0.0000 Dry Basin Outlet - Weir: 1 010yr 0.31 0.00 0.00 0.00 0.00 15.4240 0.0000 45.4535 0.0000 0.0000 Dry Basin Outlet - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Dry Basin Outlet - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Dry Basin Outlet - Pipe 100yr 0.95 0.00 0.00 0.00 0.00 13.7951 0.0000 14.5667 0.0000 0.0000 Dry Basin Outlet - Weir: 1 100yr 0.39 0.00 0.00 0.00 0.00 13.7951 0.0000 6.2559 0.0000 0.0000 Dry Basin Outlet - Weir: 2 100yr 0.57 0.00 0.00 2.27 2.27 13.7951 0.0000 14.5533 13.7951 13.7951 Dry Basin Outlet - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 13.7951 0.0000 13.9037 0.0000 0.0000 06/24/2025 Page 38 of 68 Swinley Forest Proposed Conditions 11 D:\ICPR Models\111895GBC ICPR\6/24/2025 14:53 Node Max Conditions w/ Times : Multi Item | (name, sim) [Preliminary Proposed without Offsite] Node Name Sim Name Warning Stage [ft] Alert Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] Dry Basin 002yr 828.00 829.00 825.77 0.0010 5.21 0.25 10560 14.4618 11.5444 12.1331 14.4118 Dry Basin 010yr 828.00 829.00 826.54 -0.0010 8.59 0.31 12054 15.4407 42.4275 12.1168 15.4240 Dry Basin 100yr 828.00 829.00 827.95 -0.0010 16.20 0.95 13845 13.8358 44.7734 12.1167 13.7951 Outlet 1 002yr 824.00 824.00 824.00 0.0000 0.25 0.00 0 0.0000 0.0000 14.4118 0.0000 Outlet 1 010yr 824.00 824.00 824.00 0.0000 0.31 0.00 0 0.0000 0.0000 15.4240 0.0000 Outlet 1 100yr 824.00 824.00 824.00 0.0000 0.95 0.00 0 0.0000 0.0000 13.7951 0.0000 06/24/2025 Page 39 of 68 APPENDIX C STORM SEWER DESIGN CALCULATIONS 06/24/2025 Page 40 of 68 Ti m e o f C o n c e n t r a t i o n s Jo b # 1 1 1 8 9 5 G B C Pi p e S i z i n g B a s i n s Po s t - D e v e l o p e d S i t e De s c r i p t i o n n = L = P2 = s = Tt = . 0 0 7 ( n L ) 0 . 8 / ( P 20. 5 s0. 4 ) De s c r i p t i o n s = V = L = T t = L / V Tc ( t o t a l ) Tc ( t o t a l ) (f t ) ( i n ) ( f t / f t ) ( h r s ) P a v e d / U n p a v e d ( f t / f t ) ( f t / s ) ( f t ) ( h r s ) ( h r s ) (m i n ) 40 3 De n s e G r a s s e s 0. 2 4 99 2. 6 6 0. 0 1 2 1 0. 3 1 6 4 Pa v e d 0. 0 1 2. 0 3 0 0. 0 0 0 0 0. 3 1 6 4 19 . 0 40 4 D e n s e G r a s s e s 0 . 2 4 8 7 2 . 6 6 0 . 0 1 0 . 3 0 7 9 P a v e d 0 . 0 1 2 . 0 3 0 0 . 0 0 0 0 0 . 3 0 7 9 18 . 5 40 5 De n s e G r a s s e s 0. 2 4 82 2. 6 6 0. 0 1 0. 2 9 3 7 Pa v e d 0. 0 1 2. 0 3 0 0. 0 0 0 0 0. 2 9 3 7 17 . 6 40 6 De n s e G r a s s e s 0. 2 4 20 2. 6 6 0. 0 2 0. 0 7 2 0 Pa v e d 0. 0 1 2. 0 3 20 0. 0 0 2 7 0. 0 7 4 7 5. 0 40 9 De n s e G r a s s e s 0. 2 4 10 0 2. 6 6 0. 0 3 0. 2 2 1 8 Pa v e d 0. 0 1 2. 0 3 20 0. 0 0 2 7 0. 2 2 4 5 13 . 5 Dr y B a s i n De n s e G r a s s e s 0. 2 4 58 2. 6 6 0. 0 2 4 1 0. 1 5 6 6 Un p a v e d 0. 2 7. 2 2 30 0. 0 0 1 2 0. 1 5 7 7 9. 5 Of f s i t e t o 4 0 8 D e n s e G r a s s e s 0 . 2 4 9 5 2 . 6 6 0 . 0 2 6 3 0 . 2 2 4 4 U n p a v e d 0 . 0 1 1 . 6 1 5 9 0 . 0 1 0 2 0 . 2 3 4 6 14 . 1 Sw i n l e y F o r e s t Ba s i n Sh e e t F l o w Ma n u a l ( L / V ) 06/24/2025 Page 41 of 68 Swinley Forest Runoff Coefficients & Job #111895GBC Weighted Curve Numbers Total Drainage Area Total Impervious Area Aimp Total Impervious Area Aimp Total Pervious Area Aper Total Agricultural Area Aag Sub-Basin Weighted C-Factor (ac)(sq. ft.)(ac)(ac)(ac)Cw 403 0.52 13161 0.30 0.22 0.00 0.61 404 0.57 14487 0.33 0.24 0.00 0.61 405 0.70 16173 0.37 0.33 0.00 0.57 406 0.12 3030 0.07 0.05 0.00 0.61 409 0.53 15000 0.34 0.19 0.00 0.65 Dry Basin 0.75 4440 0.10 0.65 0.00 0.30 Offsite to 408 0.59 0 0.00 0.59 0.00 0.20 Post Developed Site Cw = 0.85Aimp + 0.16Aper + 0.5Aag Total Drainage Area Structure # 06/24/2025 Page 42 of 68 Project Description 111895SSA.SPF Project Options CFS Elevation Rational User-Defined Steady Flow YES NO Analysis Options Dec 13, 2024 00:00:00 Dec 14, 2024 00:00:00 Dec 13, 2024 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 7 9 7 1 0 0 1 9 0 7 0 2 0 0 0 0 Rainfall Details 10 year(s) Outlets .......................................................................... Pollutants .............................................................................. Land Uses ............................................................................ Return Period........................................................................ Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................ Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes ............................................................. Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................ Rain Gages ........................................................................... Subbasins.............................................................................. Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................ Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ File Name ............................................................................. Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. 06/24/2025 Page 43 of 68 Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss) 1 Sub403 0.52 0.6200 1.30 0.81 0.42 1.33 0 00:19:00 2 Sub404 0.57 0.6300 1.28 0.81 0.46 1.49 0 00:18:30 3 Sub405 0.70 0.5700 1.28 0.73 0.51 1.66 0 00:18:30 4 Sub406 0.12 0.6100 0.51 0.31 0.04 0.45 0 00:05:00 5 Sub409 0.53 0.6500 1.06 0.69 0.37 1.62 0 00:13:30 6 SubDryBasin 0.75 0.3000 0.84 0.25 0.19 1.19 0 00:09:30 7 SubOff408 0.59 0.2000 1.10 0.22 0.13 0.55 0 00:14:06 06/24/2025 Page 44 of 68 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 401 Junction 818.00 820.00 818.00 820.00 0.00 0.24 818.15 0.00 1.85 0 00:00 0.00 0.00 2 403 Junction 825.14 829.00 825.14 829.00 0.00 5.46 826.00 0.00 3.00 0 00:00 0.00 0.00 3 404 Junction 830.00 834.00 830.00 834.00 0.00 4.17 830.62 0.00 3.38 0 00:00 0.00 0.00 4 405 Junction 833.20 837.20 833.20 837.20 0.00 2.83 833.72 0.00 3.48 0 00:00 0.00 0.00 5 406 Junction 838.20 842.00 830.60 842.00 0.00 1.62 838.62 0.00 3.38 0 00:00 0.00 0.00 6 408 Junction 826.22 828.70 826.22 828.70 0.00 0.55 826.56 0.00 2.14 0 00:00 0.00 0.00 7 409 Junction 840.16 845.40 840.16 845.40 0.00 1.62 840.48 0.00 4.92 0 00:00 0.00 0.00 8 Outlet400 Outfall 815.00 0.24 815.15 9 Dry Basin Storage Node 824.00 830.00 824.00 0.00 6.10 825.38 0.00 0.00 06/24/2025 Page 45 of 68 Li n k S u m m a r y SN E l e m e n t E l e m e n t F r o m T o ( O u t l e t ) Le n g t h I n l e t O u t l e t A v e r a g e D i a m e t e r o r M a n n i n g ' s P e a k D e s i g n F l o w P e a k F l o w / P e a k F l o w P e a k F l o w P e a k F l o w T o t a l T i m e R e p o r t e d ID T y p e ( I n l e t ) N o d e I n v e r t I n v e r t S l o p e H e i g h t R o u g h n e s s F l o w C a p a c i t y D e si g n F l o w V e l o c i t y D e p t h D e p t h / S u r c h a r g e d C o n d i t i o n No d e E l e v a t i o n E l e v a t i o n R a t i o T o t a l D e p t h Ra t i o (f t ) ( f t ) ( f t ) ( % ) ( i n ) ( c f s ) ( c f s ) ( f t / s e c ) ( f t ) ( m i n ) 1 4 0 0 - 4 0 1 P i p e 4 0 1 O u t l e t 4 0 0 1 4 6 . 0 0 8 1 8 . 0 0 8 1 5 . 0 0 2 . 0 5 0 0 1 2 . 0 0 0 0 . 0 1 3 0 0 . 2 4 5 . 1 1 0 . 0 5 3 . 3 3 0 . 1 5 0 . 1 5 0 . 0 0 C a l c u l a t e d 2 4 0 2 - 4 0 3 P i p e 4 0 3 D r y B a s i n 3 8 . 0 0 8 2 5 . 1 4 8 2 4 . 9 2 0 . 5 8 0 0 1 8 . 0 0 0 0 . 0 1 2 0 5 . 4 6 8. 6 6 0 . 6 3 5 . 1 8 0 . 8 6 0 . 5 8 0 . 0 0 C a l c u l a t e d 3 4 0 3 - 4 0 4 P i p e 4 0 4 4 0 3 1 4 0 . 0 0 8 3 0 . 0 0 8 2 5 . 2 4 3 . 4 0 0 0 1 2 . 0 0 0 0 . 0 1 2 0 4 . 1 7 7 . 1 2 0 .5 9 9 . 4 2 0 . 5 5 0 . 5 5 0 . 0 0 C a l c u l a t e d 4 4 0 4 - 4 0 5 P i p e 4 0 5 4 0 4 1 6 0 . 0 0 8 3 3 . 2 0 8 3 0 . 1 0 1 . 9 4 0 0 1 2 . 0 0 0 0 . 0 1 2 0 2 . 8 3 5 . 3 7 0 .5 3 6 . 9 3 0 . 5 2 0 . 5 2 0 . 0 0 C a l c u l a t e d 5 4 0 5 - 4 0 6 P i p e 4 0 6 4 0 5 1 4 0 . 0 0 8 3 8 . 2 0 8 3 3 . 3 0 3 . 5 0 0 0 1 2 . 0 0 0 0 . 0 1 2 0 1 . 6 2 7 . 2 2 0 .2 2 7 . 4 2 0 . 3 2 0 . 3 2 0 . 0 0 C a l c u l a t e d 6 4 0 6 - 4 0 9 P i p e 4 0 9 4 0 6 5 3 . 0 0 8 4 0 . 1 6 8 3 8 . 3 0 3 . 5 1 0 0 1 2 . 0 0 0 0 . 0 1 2 0 1 . 6 2 7 . 2 3 0 . 22 7 . 4 3 0 . 3 2 0 . 3 2 0 . 0 0 C a l c u l a t e d 7 4 0 7 - 4 0 8 P i p e 4 0 8 D r y B a s i n 7 1 . 3 9 8 2 6 . 2 2 8 2 6 . 0 0 0 . 3 1 0 0 1 2 . 0 0 0 0 . 0 1 2 0 0 . 5 5 2. 1 4 0 . 2 6 2 . 2 8 0 . 3 4 0 . 3 4 0 . 0 0 C a l c u l a t e d 8 D P 1 0 y r O r i f i c e D r y B a s i n 4 0 1 8 2 4 . 0 0 8 1 8 . 0 0 6 . 0 0 0 0 . 0 0 9 D r y P o n d O u t l e t O r i f i c e D r y B a s i n 4 0 1 8 2 4 . 0 0 8 1 8 . 0 0 2 . 7 5 0 0 . 2 4 06/24/2025 Page 46 of 68 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 401 818.00 820.00 2.00 818.00 0.00 820.00 0.00 0.00 0.00 2 403 825.14 829.00 3.86 825.14 0.00 829.00 0.00 0.00 28.32 3 404 830.00 834.00 4.00 830.00 0.00 834.00 0.00 0.00 34.80 4 405 833.20 837.20 4.00 833.20 0.00 837.20 0.00 0.00 34.80 5 406 838.20 842.00 3.80 830.60 -7.60 842.00 0.00 0.00 32.40 6 408 826.22 828.70 2.48 826.22 0.00 828.70 0.00 0.00 17.76 7 409 840.16 845.40 5.24 840.16 0.00 845.40 0.00 0.00 50.88 06/24/2025 Page 47 of 68 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 401 0.24 0.00 818.15 0.15 0.00 1.85 818.06 0.06 0 00:36 0 00:00 0.00 0.00 2 403 5.46 1.32 826.00 0.86 0.00 3.00 825.25 0.11 0 00:18 0 00:00 0.00 0.00 3 404 4.17 1.49 830.62 0.62 0.00 3.38 830.11 0.11 0 00:13 0 00:00 0.00 0.00 4 405 2.83 1.66 833.72 0.52 0.00 3.48 833.31 0.11 0 00:13 0 00:00 0.00 0.00 5 406 1.62 0.45 838.62 0.42 0.00 3.38 838.30 0.10 0 00:13 0 00:00 0.00 0.00 6 408 0.55 0.55 826.56 0.34 0.00 2.14 826.22 0.00 0 00:14 0 00:00 0.00 0.00 7 409 1.62 1.62 840.48 0.32 0.00 4.92 840.16 0.00 0 00:13 0 00:00 0.00 0.00 06/24/2025 Page 48 of 68 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs) 1 400-401 146.00 818.00 0.00 815.00 0.00 3.00 2.0500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 2 402-403 38.00 825.14 0.00 824.92 0.92 0.22 0.5800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 403-404 140.00 830.00 0.00 825.24 0.10 4.76 3.4000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 404-405 160.00 833.20 0.00 830.10 0.10 3.10 1.9400 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 405-406 140.00 838.20 0.00 833.30 0.10 4.90 3.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 6 406-409 53.00 840.16 0.00 838.30 0.10 1.86 3.5100 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 7 407-408 71.39 826.22 0.00 826.00 2.00 0.22 0.3100 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 06/24/2025 Page 49 of 68 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 400-401 0.24 0 00:36 5.11 0.05 3.33 0.73 0.15 0.15 0.00 Calculated 2 402-403 5.46 0 00:18 8.66 0.63 5.18 0.12 0.86 0.58 0.00 Calculated 3 403-404 4.17 0 00:18 7.12 0.59 9.42 0.25 0.55 0.55 0.00 Calculated 4 404-405 2.83 0 00:13 5.37 0.53 6.93 0.38 0.52 0.52 0.00 Calculated 5 405-406 1.62 0 00:13 7.22 0.22 7.42 0.31 0.32 0.32 0.00 Calculated 6 406-409 1.62 0 00:13 7.23 0.22 7.43 0.12 0.32 0.32 0.00 Calculated 7 407-408 0.55 0 00:14 2.14 0.26 2.28 0.52 0.34 0.34 0.00 Calculated 06/24/2025 Page 50 of 68 Storage Nodes Storage Node : Dry Basin Input Data 824.00 830.00 6.00 824.00 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : DryPondSC Stage Storage Storage Area Volume (ft) (ft²) (ft³) 0 0 0.000 1 7836 3918.00 2 11391 13531.50 3 12622 25538.00 4 13910 38804.00 5 15254 53386.00 6 16655 69340.50 Evaporation Loss .................................................................... Invert Elevation (ft) .................................................................. Max (Rim) Elevation (ft) .......................................................... Max (Rim) Offset (ft) ............................................................... Initial Water Elevation (ft) ....................................................... Initial Water Depth (ft) ............................................................. Ponded Area (ft²) .................................................................... 06/24/2025 Page 51 of 68 06/24/2025 Page 52 of 68 Storage Node : Dry Basin (continued) Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular OrificeOrifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 DP10yr Bottom Rectangular No 6.00 6.00 827.45 0.63 2 Dry PondOutlet Bottom CIRCULAR No 2.75 824.00 0.61 Output Summary Results 6.10 1.19 0.24 0.00 825.38 1.38 824.41 0.41 0 00:36 0.000 0 0 0.00 Total Time Flooded (min) ....................................................... Total Retention Time (sec) ..................................................... Max HGL Depth Attained (ft) .................................................. Average HGL Elevation Attained (ft) ....................................... Average HGL Depth Attained (ft) ............................................ Time of Max HGL Occurrence (days hh:mm) ........................ Total Exfiltration Volume (1000-ft³) ......................................... Total Flooded Volume (ac-in) ................................................. Peak Inflow (cfs) ..................................................................... Peak Lateral Inflow (cfs) ......................................................... Peak Outflow (cfs) .................................................................. Peak Exfiltration Flow Rate (cfm) ........................................... Max HGL Elevation Attained (ft) ............................................. 06/24/2025 Page 53 of 68 Type: R-4342 Perimeter Area For yard inlets located in rear yards Clogged 3.14 0.79 50% 2.36 0.39 0.6A(2gh)0.5 Inlet Rational Flow Grate Perimeter Grate Area Depth at Casting (Weir) Depth at Casting (Orifice) (#) (cfs) (ft)(ft2)(ft) (ft) 403 1.33 2.36 0.39 0.33 0.48 404 1.49 2.36 0.39 0.35 0.60 405 1.66 2.36 0.39 0.38 0.75 406 0.45 2.36 0.39 0.16 0.05 408 1.62 2.36 0.39 0.37 0.71 Ponding depth at casting can be no greater than 9 inches or 0.75 feet Swinley Forest Yard Inlet Capacities Job #111895GBC 06/24/2025 Page 54 of 68 Erosion-Protection Method Velocity, v (ft/s) Revetment Riprap ≤ 6.5 Class 1 Riprap 6.5 < v < 10 Class 2 Riprap 10 ≤ v ≤ 13 Energy Dissipator > 13 L=Apron Length (ft) Q= Flow (cfs) v=Velocity (ft/s) D=Diameter (ft) Tw=Tailwater (ft) INDOT Figure 203-2J - Minimum Riprap Apron Size A C D E Outlet Outlet Outlet Start End Tw < 0.5D Flow, Q Velocity, v Diameter Width Width Length Erosion-Protection Method Str #(cfs)(ft/s)(ft)(ft)(ft)(ft) 402 5.46 5.18 1.50 4.5 7.5 15.8 Revetment Riprap 407 0.55 2.28 1.00 3 5 8.0 Revetment Riprap RipRap Apron Job #111895GBC Stream Velocity for Erosion Protection INDOT Figure 203-2D RipRap Apron CalcsSwinley Forest ܮ ൌͳǤͺܦ ܳ ܦ ଶǤହ ܦ 06/24/2025 Page 55 of 68 APPENDIX D WATER QUALITY CALCULATIONS 06/24/2025 Page 56 of 68 Water Quality Volume PR V A 12 P = 1 (ac)(%) Dry Pond 1.52 48% 5551 824 825.17 1.17 Averag e Area Averag e Area Volume Cumulative Volume (ft2)(ac)(ft3)(ft3) 824 0 0.0000 0 0 Basin Invert 825 7836 0.1799 3918 3918 826 11391 0.2615 9614 13532 827 12622 0.2898 12007 25538 828 13910 0.3193 13266 38804 829 15254 0.3502 14582 53386 830 16655 0.3823 15955 69341 Top of Bank 2.75 Q =0.6A(2gh)0.5 0.041 Time h Q Initial WQ Volume Remaining WQ Volume (hr) (ft) (cfs)(ft3)(ft3) 1 1.17 0.21 5551 4777.86 2 1.01 0.20 4778 4060.74 3 0.86 0.18 4061 3399.63 4 0.72 0.17 3400 2794.72 5 0.59 0.15 2795 2246.27 6 0.47 0.14 2246 1754.56 7 0.37 0.12 1755 1319.99 8 0.28 0.10 1320 943.07 9 0.20 0.09 943 624.47 10 0.13 0.07 624 365.21 11 0.08 0.06 365 166.95 12 0.04 0.04 167 32.90 13 0.01 0.02 33 0.00 14 0.00 0.00 0 0.00 15 #DIV/0!#DIV/0!0 #DIV/0! 16 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 17 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 18 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 19 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 20 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 21 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 22 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 23 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 24 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Orifice Sizing Calculations Orifice Diameter (in) Orifice Area (ft2) Water Quality Stage Height (ft) Elevation RV Water Quality Elevation Lake Staging Above Normal Pool Water Quality Volume (ft3) Normal Pool Elevation WQ V = 3.19 0.479 5551 Water Quality Orifice Sizing Water Quality Volume (WQv) (ft3) Swinley Forest Job #111895GBC R V = 0.05 + 0.009I Detention Pond Total Drainage Area IA Percent Impervious Volumetric Runoff Coefficient (ac) 06/24/2025 Page 57 of 68 LO T 1 MF F : 8 3 6 . 7 0$ ; / 2 7 &2 9 ( 5 $ * ( V T I W LO T 2 MF F : 8 3 9 . 8 0$ ; / 2 7 &2 9 ( 5 $ * ( V T I W LO T 4 MF F : 8 4 7 . 0 0$ ; / 2 7 &2 9 ( 5 $ * ( V T I W 6 3 , / / : $ < # DR Y B A S I N 2- y r E L . 8 2 5 . 8 7 10 - y r E L . 8 2 6 . 7 6 10 0 - y r E L . 8 2 8 . 0 3 5 , % % 2 1 & 8 5 % 5 , % % 2 1 &8 5 % 5 , % % 2 1 & 8 5 % 5 , % % 2 1 &8 5 % % ( 5 0 # % ( 5 0 # 0/ $ * 0) 3 * 0/ $ * 0) 3 * 0/ $ * 0) 3 * 0/ $ * 0) 3 * 0/ $ * 0) 3 * 0/ $ * 0) 3 * 0/$* 0)3* 0/ $ * 0) 3 * 02 1 2 1 ) $ 5 0 6 & 2 1 ' 2 0 , 1 , 8 0 6 3O D W & D E L Q H W 6 O L G H ,Q V W 1 R 02 1 2 1 ) $ 5 0 6 & 2 1 ' 2 0 , 1 , 8 0 6 3O D W & D E L Q H W 6 O L G H ,Q V W 1 R 0R Q R Q ) D U P V / D Q H LO T 3 MF F : 8 4 4 . 9 0$ ; / 2 7 &2 9 ( 5 $ * ( V T I W 84585 0 84 4846847848849 85 1 83 5 84 0 83 6 83 7 83 8 83 9 84 1 840 845 84 1 842842842 843844 838 839 8 3 5 8 3 2 832 833 834 8 3 6 837 830 831 83 2 8 3 0 8 3 5 83 1 8 3 2 8 3 3 8 3 4 83 6 837 8 3 5 83 6 83 7 838 83 5 840 836 8 3 7 8 3 8 83 9 841 8 4 2 8 4 0 841842842842843843843 84 3 843 843 8 4 3 8 4 3 843 84 0 82 5 830830 8 2 6 82 7 82 7827828 829 829 8 2 9 82 9 835 840 83 6 837 838 839 84 1 84 2 843 84 4 WF F W F F WF FW F FWF F W F F W F BMP Basin #403 2.45 Ac. CN=95.1 ToC=19.0 HYDRODYNAMIC SEPARATOR EXTENDED DRY DETENTION DYH E.T. C S S S LEGEND EXISTING STORM SEWER BASIN BREAKLINE PROPOSED STORM SEWER LAKE NORMAL POOL 0 GRAPHIC SCALE ( IN FEET ) 100' 50' 100' 1" = 100 FT DRAWN BY: CHECKED BY: FIELDWORK DATE: DATE DRAWN: PAGE OF SHEETS JOB NO. 111895GBC NES BMB 12/17/2024 1 1 BMP SIZING MAP SWINLEY FOREST OVERALL CARMEL HAMILTON CO, IN 06/24/2025 Page 58 of 68 Water Quality Flow Calcs TR-55 Graphical Peak Methodology WQ Structure Number 403 Drainage Area ac 2.45 Drainage Area mi2 0.004 Required for calcs Impervious Area ac 1.42 Percent Imperviousness % 58.0 Volumetric Runoff Coefficient Rv 0.57 Sec 701.05 Proposed CNwq 95.1 Sec 701.05 Proposed Time of Conc. min 19.0 Proposed Time of Conc. hr 0.32 Storm Frequency yr WQ Rainfall Depth, P in 1.00 Municipality Dependant Potential Max Retention, S 0.5 Equation 2-4 Initial Abstraction, Ia in 0.10 Equation 2-2 Ia/P 0.102 Unit Peak Discharge, qu csm/in 659.9 Exhibit 4 (Table F-1) Runoff, Q in 0.57 Figure 2-1 Peak Discharge (inflow), qp cfs 1.44 Equation 4-1 06/24/2025 Page 59 of 68 AApproved Rate Based SQUs ___________________________________________________________________________________ For current Selection Guide, check: https://www.indy.gov/activity/public-works-specifications-and-manuals Performance Matrix for manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual. Only current NJDEP certified units listed below are considered "Approved". If NJDEP Certification lapses for an approved manufactured SQU listed below, it will no longer be considered an approved SQU for the City of Indianapolis regardless of being shown on the list below. Approvals apply to units as documented by the data submitted for this certification review. Changes in materials of construction, overall unit dimensions, or dimensions of the internal components shall invalidate this approval and require submittal for re-approval under current evaluation criteria. Table 1. Approved Rate Based SQUs Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) Hydro International First Defense High Capacity 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.3 9 8-ft 6 12.96 9 Contech Cascade Separator CS-3 1.02 2.27 9 CS-4 1.8 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-10 11.3 25.3 9 CS-12 16.2 36.3 9 Hydro International First Defense Optimum 3-ft 1.02 2.3 9 4-ft 1.81 4.07 9 5-ft 2.83 6.37 9 6-ft 4.07 9.16 9 8-ft 7.23 16.27 9 10-ft 11.33 25.49 9 06/24/2025 Page 60 of 68 (4 ' - 0 " [ 1 2 1 9 ] ) SOLIDS STORAGE SUMP INLET PIPE (MULTIPLE INLET PIPES MAY BE ACCOMMODATED) OUTLET PIPE VA R I E S BB 2' - 3 " [ 6 8 6 ] PLAN VIEW B-B NOT TO SCALE ELEVATION A-A NOT TO SCALE FIBERGLASS INTERNAL COMPONENTS FLOW CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RINGS/RISERS A A 48" [1219] I.D. MANHOLE STRUCTURE TOP SLAB ACCESS (SEE FRAME AND COVER DETAIL)FLOW TOP OF CENTER CHAMBER (EXTENSIONS AVAILABLE AS REQUIRED) INLET PIPE(S) LOCATION MAY VARY WITHIN 260° PERMANENT POOL ELEVATION FRAME AND COVER (DIAMETER VARIES) NOT TO SCALE www.ContechES.com ® 800-338-1122 513-645-7000 513-645-7993 FAX 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 CS-4 CASCADE SEPARATOR STANDARD DETAIL I: \ C O M M O N \ C A D \ T R E A T M E N T \ 2 1 C A S C A D E \ 4 0 S T A N D A R D D R A W I N G S \ D W G \ C S - 4- D T L . D W G 1 / 2 2 / 2 0 1 9 9 : 3 4 A M www.contechES.com CASCADE SEPARATOR DESIGN NOTES THE STANDARD CS-4 CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW. SOME CONFIGURATIONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS. CONFIGURATION DESCRIPTION GRATED INLET ONLY (NO INLET PIPE) GRATED INLET WITH INLET PIPE OR PIPES CURB INLET ONLY (NO INLET PIPE) CURB INLET WITH INLET PIPE OR PIPES GENERAL NOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com 3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. 4. CASCADE SEPARATOR STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2' [610], AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO. 5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C478 AND AASHTO LOAD FACTOR DESIGN METHOD. 6. ALTERNATE UNITS ARE SHOWN IN MILLIMETERS [mm ]. INSTALLATION NOTES A. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CASCADE SEPARATOR MANHOLE STRUCTURE. C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET AND OUTLET PIPE(S). MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID WATER QUALITY FLOW RATE (cfs [L/s]) PEAK FLOW RATE (cfs [L/s]) RETURN PERIOD OF PEAK FLOW (yrs) RIM ELEVATION PIPE DATA: INVERT MATERIAL DIAMETER INLET PIPE 1 INLET PIPE 2 OUTLET PIPE NOTES / SPECIAL REQUIREMENTS: 06/24/2025 Page 61 of 68 APPENDIX E EMERGENCY CALCULATIONS 06/24/2025 Page 62 of 68 Swinley Forest Dry Basin Spillway Calculations Q100=28.26 c.f.s. 100 Year Elev.= 828.04 18.31 cfs Swinley Forest Top of Bank= 830.00 9.95 cfs Monon Farms Spillway Elev.= 828.04 CW=2.92 Highwater= 829.00 Freeboard= 1.0 h= 0.96 FT Minimum Flat Bottom Length LW=7.10 FT Plan Length= 8 SS= 3 :1 Side slopes 3.28 Job #111895GBC Velocity (ft/s)= ܮௐ ൌ ሺͳǤʹͷ כ ܳͳͲͲሻ ܥௐ כ݄ ଷ ଶ 06/24/2025 Page 63 of 68 Swinley Forest Outlet Structure Job #111895GBC Dry Basin TOC Width(in)=30 Grate Type=4215-C OCS will be a 12" Round Nyloplast Outlet Pipe(in)=12 TOC Length(in)=30 TOC Depth(in)=30 TOC Width(in)=30 TOC Elev(ft)=827.95 Number of Weirs Orifice 3 Depth(in)= Type of Weir rectangular Orifice 3 Width(in)= Orifice 3 Elev(ft)= Number of Weirs 1 Orifice 2 Depth(in)=6 Type of Weir rectangular Orifice 2 Width(in)=6 Orifice 2 Elev(ft)=827.45 Outlet Pipe(in)=12 Invert(ft)=818 Orifice 1 / WQ Orifice(in)=2.75 Normal Pool(ft)=824 06/24/2025 Page 64 of 68 APPENDIX F BASIN MAPS 06/24/2025 Page 65 of 68 675$,*+7 &21&&85% Ex. Basin Offsite 0.59 Ac. CN=70 ToC=14.6 FWF F WF FWF FWF F W F F W F FW F FWF F W F F W F F W F F W F FWF F WF Existing Basin 7.53 Ac. CN=69 ToC=14.5 RW RW St o r m M a n h o l e TC = 8 2 9 . 9 1 N: 1 2 " H D P E , I n v = 8 2 3 . 6 9 E: 2 4 " H D P E , I n v = 8 1 6 . 8 5 W: 2 4 " H D P E , I n v = 8 1 6 . 9 3 S: 1 2 " H D P E , I n v = 8 2 3 . 7 6 EX I S T I N G P A T H 84 5 850 844 846 84 7 84 8 849 851 835 840 836837838839 841 840 84 5 841 842 84 2 84 2 84 3 84 4 8 3 8 8 3 9 835 832 83 283 3 83 3 834 836 83 7 83 0 83 1 832 830 835831832833834 836 8 3 7 83 5 8 4 0 836 83 7 83 8 8 3 9 841 842 843 844 820 82 0 820 820 820 8 2 0 82 5 825 825 825 83 0 83 0 830 830 830 835 8 3 5 835 835 840 840 816 81 6 8 1 7 817 817817 817 817 817 8 1 7 818 818 818 81 8 818 818 818 8 1 8 81 9 819819 819 81 9 819 8 1 9 821 82 1 8 2 1821 8 2 1 821 8 2 1 82 1 82 1 821 8 2 1 821 821 8 2 1 8 2 2 82 2 822 822 8 2 2 82 3 823 823 823 82 4 824 824 824 82 6 82 6 826 826 826 82 6 826 82 7 82 7 827 827 82 8 828 828 828 829 829 829 831 831 832 832 833 833 834 834 836 836 837 837 838 838 839 839839839 841 841 842842 843 S & A JOB NO. SHEET NO. DRAWN BY: CHECKED BY: EX I S T I N G C O N D I T I O N S M A P SW I N L E Y F O R E S T 12 2 5 E A S T 1 1 6 T H S T R E E T CA R M E L / C L A Y T O W N S H I P H A M I L T O N C O U N T Y , I N D I A N A BMB BMB 1 OF 1 111895GBC LEGEND EXISTING STORM SEWER BASIN BREAKLINE PROPOSED STORM SEWER LAKE NORMAL POOL 0 GRAPHIC SCALE ( IN FEET ) 80' 40' 80' 1" = 80 FT 06/24/2025 Page 66 of 68 66'287/(7 ,19 6(('(7$,/ LOT 1 MFF:836.7 0$;/27 &29(5$*( VTIW LOT 2 MFF:839.8 0$;/27 &29(5$*( VTIW LOT 4 MFF:847.0 0$;/27 &29(5$*( VTIW 63,//:$< # DRY BASIN 2-yr EL. 825.87 10-yr EL. 826.76 100-yr EL. 828.03 / ) /) /) /)/)/) /) 5,%%21&85% 5,%%21 &85% 5,%%21&85% 5,%%21 &85% 401 400 406 405 404403 402 407 409 %(50# %(50# 408 0/$* 0)3* 0/$* 0)3* 0/$* 0)3* 0/$* 0)3* 0/$* 0)3* 0/$* 0)3* 0/ $ * 0) 3 * 0/$* 0)3* '211<%522.$'',7,21 3ODW%RRN3DJHV 5RODQG:6ODJOH,,,HWDO ,QVW1R /RW/RW/RW/RW/RW/RW/RW '211<%522.$'',7,21 3ODW%RRN3DJHV '211<%522.$'',7,21 3ODW%RRN3DJHV /R W /R W /R W /R W '2 1 1 < % 5 2 2 . : 2 2 ' 6 3O D W % R R N 3 D J H V 02121)$506&21'20,1,806 3ODW&DELQHW6OLGH ,QVW1R 02121)$506&21'20,1,806 3ODW&DELQHW6OLGH ,QVW1R 0RQRQ)DUPV/DQH ( W K 6 W U H H W 7%0 7%0 LOT 3 MFF:844.9 0$;/27 &29(5$*( VTIW FWF F WF FWF FWF F W F F W F FW F FWF F W F F W F F W F F W F FWF F WF FW F Pond Basin Offsite 0.59 Ac. CN=70 ToC=14.7 Pond Basin Dry Pond 3.19 Ac. CN=89 ToC=21.2 S & A JOB NO. SHEET NO. DRAWN BY: CHECKED BY: PO N D S I Z I N G B A S I N M A P SW I N L E Y F O R E S T 12 2 5 E A S T 1 1 6 T H S T R E E T CA R M E L / C L A Y T O W N S H I P H A M I L T O N C O U N T Y , I N D I A N A BMB BMB 1 OF 1 111895GBC LEGEND EXISTING STORM SEWER BASIN BREAKLINE PROPOSED STORM SEWER LAKE NORMAL POOL 0 GRAPHIC SCALE ( IN FEET ) 80' 40' 80' 1" = 80 FT 06/24/2025 Page 67 of 68 66'287/(7 ,19 6(('(7$,/ LOT 1 MFF:836.7 0$;/27 &29(5$*( VTIW LOT 2 MFF:839.8 0$;/27 &29(5$*( VTIW LOT 4 MFF:847.0 0$;/27 &29(5$*( VTIW 63,//:$< # DRY BASIN 2-yr EL. 825.87 10-yr EL. 826.76 100-yr EL. 828.03 / ) /) /) /)/)/) /) 5,%%21&85% 5,%%21 &85% 5,%%21&85% 5,%%21 &85% 401 400 406 405 404403 402 407 409 %(50# %(50# 408 0/$* 0)3* 0/$* 0)3* 0/$* 0)3* 0/$* 0)3* 0/$* 0)3* 0/$* 0)3* 0/ $ * 0) 3 * 0/$* 0)3* '211<%522.$'',7,21 3ODW%RRN3DJHV 5RODQG:6ODJOH,,,HWDO ,QVW1R /RW/RW/RW/RW/RW/RW/RW '211<%522.$'',7,21 3ODW%RRN3DJHV '211<%522.$'',7,21 3ODW%RRN3DJHV /R W /R W /R W /R W '2 1 1 < % 5 2 2 . : 2 2 ' 6 3O D W % R R N 3 D J H V 02121)$506&21'20,1,806 3ODW&DELQHW6OLGH ,QVW1R 02121)$506&21'20,1,806 3ODW&DELQHW6OLGH ,QVW1R 0RQRQ)DUPV/DQH ( W K 6 W U H H W 7%0 7%0 LOT 3 MFF:844.9 0$;/27 &29(5$*( VTIW 84 5 850 844 84 6 84 7 84 8 849 851 835 840 836837838839 841 840 84 5 841 842 84 2 84 2 84 3 84 4 8 3 8 8 3 9 835 832 83 283 3 83 3 83 4 836 83 7 83 0 83 1 832 830 835831832833834 836 8 3 7 835 836 837 83 8 835 840836837838839 841 842 840 841 84 2 8 4 2 84 2 8 4 3 8 4 3 84 3 843843 84 3 843843 84 3 840 825 83 0 83 0 826 827827 82 7 82 8 82 9 82 9 829829 83 5 8 4 0 836 83 7 83 8 8 3 9 841 842 843 844 FWF F WF FWF FWF F W F F W F FW F FWF F W F F W F F W F F W F FWF F WF FW F Dry Pond Basin 0.75 Ac. C=0.30 ToC=9.5 Pipe Basin #403 0.52 Ac. C=0.61 ToC=19.0 Pipe Basin #404 0.57 Ac. C=0.61 ToC=18.5 Pipe Basin Off #408 0.59 Ac. C=0.20 ToC=14.1 Pipe Basin #409 0.53 Ac. C=0.65 ToC=13.5 Pipe Basin #405 0.70 Ac. C=0.57 ToC=17.6 Pipe Basin #406 0.12 Ac. C=0.61 ToC=5.0 S & A JOB NO. SHEET NO. DRAWN BY: CHECKED BY: PI P E S I Z I N G B A S I N M A P SW I N L E Y F O R E S T 12 2 5 E A S T 1 1 6 T H S T R E E T CA R M E L / C L A Y T O W N S H I P H A M I L T O N C O U N T Y , I N D I A N A BMB BMB 1 OF 1 111895GBC LEGEND EXISTING STORM SEWER BASIN BREAKLINE PROPOSED STORM SEWER LAKE NORMAL POOL 0 GRAPHIC SCALE ( IN FEET ) 80' 40' 80' 1" = 80 FT 06/24/2025 Page 68 of 68