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Asherwood South Page 1 Kimley-Horn Project 170218003 Asherwood South West of Ditch Road and South of 106th Street Carmel, Hamilton County, Indiana Preliminary Drainage Report Original: February 14, 2024 Revised: April 12, 2024 Revised: May 23, 2024 Revised: October 15, 2024 Prepared For: Gradison Design Build 6330 E 75th Street, Suite 156 Indianapolis, IN 46250 Prepared By: Kimley-Horn and Associates, Inc. Gavinn Bakker 500 East 96th Street, Suite 300 Indianapolis, IN 46240 Phone: (317) 674-0115 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME:CONTACT (A/C, No):FAX E-MAILADDRESS: PRODUCER (A/C, No, Ext):PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES 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). 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. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD 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. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS below If yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT EROTH-STATUTEPER LIMITS(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)POLICY EFFPOLICY NUMBERTYPE OF INSURANCELTRINSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO-JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY 3/18/2024 Edgewood Partners Ins.Center/Greyling 3780 Mansell Rd.Suite 370 Alpharetta GA 30022 Jerry Noyola 7702207699 greylingcerts@greyling.com National Union Fire Ins Co of Pittsburg 19445 KIMLASS Allied World Assurance Co (U.S.)Inc.19489Kimley-Horn of the Caribbean,Inc. 421 Fayetteville Street,Suite 600 Raleigh,NC 27601-0000 New Hampshire Insurance Company 23841 Lloyd's of London 85202 905226475 A X 2,000,000 X 1,000,000 X Contractual Liab 25,000 2,000,000 4,000,000 X X GL5268169 4/1/2024 4/1/2025 4,000,000 A A 2,000,000 X X X CA4489663 (AOS) CA2970071 (MA) 4/1/2024 4/1/2024 4/1/2025 4/1/2025 B X X 5,000,000 X 03127930 4/1/2024 4/1/2025 5,000,000 X 10,000 C C X N WC015893685 (AOS) WC015893686 (CA) 4/1/2024 4/1/2024 4/1/2025 4/1/2025 2,000,000 2,000,000 2,000,000 D Professional Liability B0146LDUSA2404949 4/1/2024 4/1/2025 Per Claim Aggregate $2,000,000 $2,000,000 Evidence of Coverage. Sample Certificate Asherwood South Page 2 Kimley-Horn Project 170218003 TABLE OF CONTENTS 1.0. PROJECT SUMMARY 2.0. INTRODUCTION 3.0. EXISTING CONDITIONS 4.0. PROPOSED CONDITIONS Appendix A: Project Site Maps Appendix B: Pre-Developed Conditions and Basin Map Appendix C: Proposed SSA Pond Calculations and Basin Map Appendix D: Proposed Pipe Sizing Calculations and Basin Map Appendix E: Miscellaneous Calculations Asherwood South Page 3 Kimley-Horn Project 170218003 1.0 Project Summary Project Name: Asherwood South Location: West of Ditch Road and south of 106th Street Carmel, Hamilton County, Indiana Report Type: Drainage Report Reviewing Agency: City of Carmel / Hamilton County Surveyor’s Office Basin Runoff Calculations: SCS Method – SSA Modeling, Rational Method Stormwater Quality: Wet Detention Ponds / Water Quality Units Stormwater Quantity: Wet Detention Ponds Design Standards: City of Carmel Stormwater Technical Standards 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Gradison Design Build to provide civil engineering services for the proposed single-family residential subdivision development of this property to be known as the “Asherwood South” subdivision. The overall project site contains approximately 14.7 acres of land. This fully developed site will drain through storm sewers into an existing onsite wet detention pond that will detain the stormwater for this site to meet allowable release rates. The storm outlet for this site is the existing Deerfield Regulated Drain which runs through the site along the west side of the existing pond flowing south. The outfall for the existing pond is located on the southern portion of the project site. The overall project will consist of road, utility infrastructure and mass grading construction for the development of this subdivision. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0216G November 19, 2014, provided in Appendix A, no portion of this site resides within a Zone A Floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soils and percentages are shown in Appendix A for the NRCS Web Soil Survey information. Asherwood South Page 4 Kimley-Horn Project 170218003 Existing Site Conditions This project site consists of a golf course with light wooded areas and a large existing pond located centrally within the site. There is a secondary pond located along the northern portion of the site that contains a small swale that also cuts through the northern portion of the site. There is an existing structure which currently serves as a clubhouse and maintenance garage for said golf course. The site mostly drains centrally to the existing ponds. Areas of the project site that do not drain to the existing ponds flow offsite where they are collected via various storm networks that convey the stormwater to the Deerfield Legal Drain. Most of the stormwater from this site enters the Deerfield Regulated drain. There is an existing 36- inch RCP that enters the site from the west, carrying runoff from the Deerfield Neighborhood, ultimately draining into the existing pond. There is an existing 12-inch RCP that enters from the southwestern portion of the site, carrying runoff from the Deerfield Neighborhood, ultimately draining into the existing pond. There is an existing 12-inch RCP that enters from the northeast portion draining a portion of the right-of- way adjacent to this development. The existing on-site pond was modeled to check if the depressional storage release rate of this pond is more stringent than the typical 0.1 cfs/acre and 0.3 cfs/acre for the 10 and 100-year rainfall event respectively. These calculations showed that the depressional storage calculation was more stringent and this site will be held to these outflows as shown in Appendix B. 4.0. Proposed Conditions The proposed site will drain via sheet and shallow concentrated flow to the inlets provided within the proposed sewer on site. The proposed development utilizes storm pipes to convey the runoff from the future lots to the existing wet detention pond located centrally within the site. The proposed detention design for storm runoff has been designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual and the Hamilton County Surveyor’s Office Allowable Release Rates. Refer to Appendix C for Proposed Conditions Drainage Map. The existing pond and swale along the northern portion of the project site will be filled in. The watershed flowing to the northern pond and swale will be redirected into the existing southern pond (Lake 1). Flow from Lot 41 of the “Asherwood” neighborhood was designated as onsite area. There is 1.42 acres of offsite that enters this existing northern pond that will also be redirected towards the existing southern pond. The existing wet detention pond has the capacity to detain the entire 14.7-acre developed project site. This existing wet pond will have a normal pool lowered by 1’ in the proposed conditions. There is adequate fall in the outfall pipe to allow for this and additional depth throughout. The pond will detain both the onsite and offsite storm runoff with a controlled outlet structure to meet required release rates. Offsite delineation of the basin flowing to the 36-inch pipe has been delineated and can be seen in the Existing Conditions Basin Map within Appendix B. The existing 36” pipe will be replaced with a 30” pipe. Pipe flow modeling has been provided to ensure that flows between existing and proposed conditions will be equivalent. Asherwood South Page 5 Kimley-Horn Project 170218003 Lots 42, 43, 46, and 47 naturally drain towards the rear of the lot in the existing conditions. The proposed grading flattens some areas and directs the flow to swales in the rear yards and eventually to an inlet. Future homes in these lots will need to direct the stormwater towards these same swales. Lot 44 will drain towards the front in the interim conditions before a home is built, with minimal flow going to the south into the proposed swale. After a home is built, if the land is graded in a way to direct more flow south, it will be collected in a swale and directed towards the pond. Lot 45 will direct stormwater directly into the pond. The swale on the southern edge of this lot can accept flow from lot 45 if needed during home construction. Autodesk Storm and Sanitary Analysis was used to determine that the proposed release rates for the site will meet the allowable release rates defined by the Hamilton County Surveyors Office. The table below indicates the proposed and existing runoff from the site as well as flow from the offsite area using the SCS Curve Number method. 2-YEAR 10-YEAR 100-YEAR PRE-DEVELOPED RUNOFF (ONSITE ONLY) 0.50 cfs 1.34 cfs 5.38 cfs PRE-DEVELOPED RUNOFF 2.62 cfs 5.88 cfs 8.67 cfs 0.1/0.3 CFS/ACRE RELEASE RATE (DEPRESSIONAL STORAGE GOVERNS) N/A 2.14 cfs (21.36 Ac * 0.1 cfs/acre) 6.41 cfs (21.36 Ac * 0.3 cfs/acre) PRE-DEVELOPED STAGING 837.27’ 837.83’ 839.52’ PRE-DEVELOPED ACERAGE TO L1 34.06 Ac ALLOWABLE ONSITE DISCHARGE TO OUTLET N/A 1.34 cfs 5.38 cfs POST DEVELOPED RUNOFF (ONSITE ONLY) N/A 0.94 cfs 4.66 cfs Total Discharge to Outlet (with Offsite) N/A 4.24 cfs 7.76 cfs POST-DEVELOPED STAGING 837.05’ 837.93’ 839.69’ POST-DEVELOPED ACERAGE TO L1 46.06 AC Stormwater Quality Stormwater quality treatment will be provided with the existing wet detention pond combined with two separate water quality units (STR. 600B & STR. 611B) at the most downstream pipe prior to releasing into the pond. A 1”-24 HR rainfall event has been modeled on the proposed storm system and treatment flows can be seen within Appendix E. An outlet control structure is proposed to slow initially rain events first flush and allow pollutants and sediment to settle out in the pond before leaving the site. The existing pond working in combination with water quality units provide adequate water quality treatment for the site. Asherwood South Page 6 Kimley-Horn Project 170218003 Appendix A: Project Site Maps Nat 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 0 500 1,0 0 0 1,5 0 0 2,0 0 0 250 Fee t Ü SEE 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 SPE C I A L F L O O D HAZ A R D A R E A S Wit 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 ) Zon e A , V , A 9 9 Wit h B F E o r D e p t h Zon e A E , A O , A H , V E , A R Reg 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 dep 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 are 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 Zon e X Fut u r e C o n d i t i o n s 1 % A n n u a l Cha n c e F l o o d H a z a r d Zon e X Are 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 Lev e e . S e e N o t e s . Zon e X Are a w i t h F l o o d R i s k d u e t o L e v e e Zon e D NO S C R E E N Are a o f M i n i m a l F l o o d H a z a r d Zon e X Are 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 Zon e D Cha n n e l , C u l v e r t , o r S t o r m S e w e r Lev e e , D i k e , o r F l o o d w a l l Cro 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 Wate r S u r f a c e E l e v a t i o n Coa s t a l T r a n s e c t Coa s t a l T r a n s e c t B a s e l i n e Pro f i l e B a s e l i n e Hyd r o g r a p h i c F e a t u r e Bas e F l o o d E l e v a t i o n L i n e ( B F E ) Eff e c t i v e L O M R s Lim 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 Dig 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 Unm a p p e d Thi 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 dig 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 . The 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 acc u r a c y s t a n d a r d s The 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 aut 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 was e x p o r t e d o n 8 / 1 5 / 2 0 2 3 a t 8 : 4 8 A 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 tim 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 bec 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 . Thi s m a p i m a g e i s v o i d i f t h e o n e o r m o r e o f t h e f o l l o w i n g m a p ele m e n t s d o n o t a p p e a r : b a s e m a p i m a g e r y , f l o o d z o n e l a b e l s , le g e n d , s c a l e b a r , m a p c r e a t i o n d a t e , c o m m u n i t y i d e n t i f i e r s , FIR M p a n e l n u m b e r , a n d F I R M e f f e c t i v e d a t e . M a p i m a g e s f o r unm a p p e d a n d u n m o d e r n i z e d a r e a s c a n n o t b e u s e d f o r re g u l a t o r y p u r p o s e s . Leg e n d OTH E R A R E A S O F FLO O D H A Z A R D OTH E R A R E A S GEN E R A L STR U C T U R E S OTH E R FEA T U R E S MAP P A N E L S 8B 20. 2 The p i n d i s p l a y e d o n t h e m a p i s a n a p p r o x i m a t e poi n t s e l e c t e d b y t h e u s e r a n d d o e s n o t r e p r e s e n t an a u t h o r i t a t i v e p r o p e r t y l o c a t i o n . 1:6 , 0 0 0 86° 1 1 ' 2 5 " W 3 9 ° 5 6 ' 8 " N 86° 1 0 ' 4 8 " W 3 9 ° 5 5 ' 4 1 " N Bas e m a p I m a g e r y S o u r c e : U S G S N a t i o n a l M a p 2 0 2 3 Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2023 Page 1 of 4 44 2 0 1 8 0 44 2 0 2 6 0 44 2 0 3 4 0 44 2 0 4 2 0 44 2 0 5 0 0 44 2 0 5 8 0 44 2 0 6 6 0 44 2 0 7 4 0 44 2 0 1 8 0 44 2 0 2 6 0 44 2 0 3 4 0 44 2 0 4 2 0 44 2 0 5 0 0 44 2 0 5 8 0 44 2 0 6 6 0 44 2 0 7 4 0 569360 569440 569520 569600 569680 569760 569360 569440 569520 569600 569680 569760 569840 39° 56' 3'' N 86 ° 1 1 ' 1 7 ' ' W 39° 56' 3'' N 86 ° 1 0 ' 5 7 ' ' W 39° 55' 42'' N 86 ° 1 1 ' 1 7 ' ' W 39° 55' 42'' N 86 ° 1 0 ' 5 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 150 300 600 900 Feet 0 45 90 180 270 Meters Map Scale: 1:3,110 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MA P L E G E N D MA P I N F O R M A T I O N Ar e a o f I n t e r e s t ( A O I ) Ar e a o f I n t e r e s t ( A O I ) So i l s So i l R a t i n g P o l y g o n s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e So i l R a t i n g L i n e s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e So i l R a t i n g P o i n t s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e Wa t e r F e a t u r e s St r e a m s a n d C a n a l s Tr a n s p o r t a t i o n Ra i l s In t e r s t a t e H i g h w a y s US R o u t e s Ma j o r R o a d s Lo c a l R o a d s Ba c k g r o u n d Ae r i a l P h o t o g r a p h y Th e s o i l s u r v e y s t h a t c o m p r i s e y o u r A O I w e r e m a p p e d a t 1: 1 5 , 8 0 0 . Wa r n i n g : S o i l M a p m a y n o t b e v a l i d a t t h i s s c a l e . En l a r g e m e n t o f m a p s b e y o n d t h e s c a l e o f m a p p i n g c a n c a u s e mi s u n d e r s t a n d i n g o f t h e d e t a i l o f m a p p i n g a n d a c c u r a c y o f s o i l li n e p l a c e m e n t . T h e m a p s d o n o t s h o w t h e s m a l l a r e a s o f co n t r a s t i n g s o i l s t h a t c o u l d h a v e b e e n s h o w n a t a m o r e d e t a i l e d sc a l e . Pl e a s e r e l y o n t h e b a r s c a l e o n e a c h m a p s h e e t f o r m a p me a s u r e m e n t s . So u r c e o f M a p : Na t u r a l R e s o u r c e s C o n s e r v a t i o n S e r v i c e We b S o i l S u r v e y U R L : Co o r d i n a t e S y s t e m : We b M e r c a t o r ( E P S G : 3 8 5 7 ) Ma p s f r o m t h e W e b S o i l S u r v e y a r e b a s e d o n t h e W e b M e r c a t o r pr o j e c t i o n , w h i c h p r e s e r v e s d i r e c t i o n a n d s h a p e b u t d i s t o r t s di s t a n c e a n d a r e a . A p r o j e c t i o n t h a t p r e s e r v e s a r e a , s u c h a s t h e Al b e r s e q u a l - a r e a c o n i c p r o j e c t i o n , s h o u l d b e u s e d i f m o r e ac c u r a t e c a l c u l a t i o n s o f d i s t a n c e o r a r e a a r e r e q u i r e d . Th i s p r o d u c t i s g e n e r a t e d f r o m t h e U S D A - N R C S c e r t i f i e d d a t a a s of t h e v e r s i o n d a t e ( s ) l i s t e d b e l o w . So i l S u r v e y A r e a : Ha m i l t o n C o u n t y , I n d i a n a Su r v e y A r e a D a t a : Ve r s i o n 2 3 , S e p 3 , 2 0 2 2 So i l m a p u n i t s a r e l a b e l e d ( a s s p a c e a l l o w s ) f o r m a p s c a l e s 1: 5 0 , 0 0 0 o r l a r g e r . Da t e ( s ) a e r i a l i m a g e s w e r e p h o t o g r a p h e d : Ju n 1 5 , 2 0 2 2 — J u n 21 , 2 0 2 2 Th e o r t h o p h o t o o r o t h e r b a s e m a p o n w h i c h t h e s o i l l i n e s w e r e co m p i l e d a n d d i g i t i z e d p r o b a b l y d i f f e r s f r o m t h e b a c k g r o u n d im a g e r y d i s p l a y e d o n t h e s e m a p s . A s a r e s u l t , s o m e m i n o r sh i f t i n g o f m a p u n i t b o u n d a r i e s m a y b e e v i d e n t . Hy d r o l o g i c S o i l G r o u p — H a m i l t o n C o u n t y , I n d i a n a Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 8/ 1 5 / 2 0 2 3 Pa g e 2 o f 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 3.4 15.9% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 6.1 28.3% MnB2 Miami silt loam, 2 to 6 percent slopes, eroded C 5.8 26.9% W Water 2.7 12.6% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 2.3 10.6% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded C 1.2 5.6% Totals for Area of Interest 21.5 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2023 Page 3 of 4 Asherwood South Page 7 Kimley-Horn Project 170218003 Appendix B: Pre-Developed Conditions and Basin Map PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 53.4% D 46.6% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Fully Developed Impervious Paved 0.50 98 98 Fully Developed Residential 1/8 Acre Lots 0.45 91 92 Fully Developed Residential 1/4 Acre Lots 0.45 85 87 Fully Developed Residential 1 Acre Lots 0.35 81 84 Fully Developed Urban District Commercial (85% Impervious)0.79 94 95 Fully Developed Open Space Good Condition (>75% Cover)0.30 77 80 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Residential - 1 Acre Lots Impervious - Paved Residential - 1/4 Acre Lots Residential - 1/8 Acre Lots Urban District - Commercial (85% Impervious) Open Space - Good Condition (>75% Cover) Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group LAKE - 0.71 - - - 7.50 2.57 10.78 0.48 84 86 OFF 3 - 0.20 - - - 1.12 - 1.32 0.33 80 83 OFF 5 21.31 - - - - - - 21.31 0.35 81 84 OFF 6 - 0.11 - - - 0.54 - 0.65 0.33 81 83 Basin Area (ac) Weighted C Asherwood South GPB 10-Apr-24 Site Soil Cover Type Condition Soil Group Weighted CN PROJECT:Asherwood South BY:GPB DATE:4/10/2024 TIME OF CONCENTRATION CALCULATION POST PROJECT WATERSHED CONDITIONS (ICPR) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW OPEN CHANNEL / PIPE FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4) Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) =2.66 V = (1.49/n)*R^(2/3)*s^(1/2) Basin Length Condition Slope Manning's Tc1 Length Condition Vavg Tc2 Length Width Vavg Tc3 TcTOTAL * VIA Assumed Tc (ft) (ft/ft) "n" (min) (ft)TR-55 Fig. 3-1 (ft/s) (min) (ft) (ft) (ft/s) (min) (min) - (min) LAKE 100 Grass 0.0100 0.150 14.2 165 Gutter/Swale 2.00 1.4 -2.50 - 15.6 - - OFF 3 100 Grass 0.0100 0.150 14.2 290 Gutter/Swale 2.00 2.4 110 2.50 0.73 17.3 - - OFF 5 100 Grass 0.0100 0.150 14.2 2125 Gutter/Swale 2.00 17.7 385 2.50 2.57 34.5 - - OFF 6 100 Grass 0.0100 0.150 14.2 215 Gutter/Swale 2.00 1.8 330 2.50 2.20 18.2 - - K:\IND_LDEV\170218004 Asherwood South_Carmel_IN_CPs\1 Design\Drainage\Drainage Report Rev_0\Drainage Calculations\Asherwood South Drainage Calcs.xlsx JBS 1 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Simple Basin: BAS Lake Scenario:Icpr3 Node:South Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.6000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:10.7800 ac Curve Number:84.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS Lake [Icpr3] JBS 2 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Simple Basin: BAS OFF 3 Scenario:Icpr3 Node:South Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:17.3000 min Max Allowable Q:3.38 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.3200 ac Curve Number:80.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS OFF 3 [Icpr3] JBS 3 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Simple Basin: BAS OFF 5 Scenario:Icpr3 Node:South Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:34.5000 min Max Allowable Q:39.30 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:21.3100 ac Curve Number:81.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS OFF 5 [Icpr3] JBS 4 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Simple Basin: BAS OFF 6 Scenario:Icpr3 Node:South Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:18.2000 min Max Allowable Q:9999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6500 ac Curve Number:81.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS OFF 6 [Icpr3] JBS 5 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Node: South Outlet Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:830.54 ft Warning Stage:840.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 830.54 0 0 0 12.0000 836.82 0 0 0 30.0000 830.54 Comment: Node Stage w/Warning Stage: South Outlet [Icpr3] Node: South Pond Scenario:Icpr3 JBS 6 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:836.58 ft Warning Stage:840.00 ft Stage [ft]Area [ac]Area [ft2] 836.58 2.5700 111949 838.00 2.6700 116305 839.00 2.7700 120661 840.00 2.8800 125453 Comment: Node Stage w/Warning Stage: South Pond [Icpr3] Pipe Link: SOUTH POND-OUTLET Scenario:Icpr3 From Node:South Pond To Node:South Outlet Upstream Downstream Invert:836.58 ft Invert:835.74 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular JBS 7 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:38.50 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy 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 Comment: Simulation: 002yr Scenario:Icpr3 Run Date/Time:4/10/2024 10:51:22 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 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 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 JBS 8 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:2.66 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 010yr Scenario:Icpr3 Run Date/Time:4/10/2024 10:51:54 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal JBS 9 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 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 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False JBS 10 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100yr Scenario:Icpr3 Run Date/Time:4/10/2024 10:52:26 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 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 Groundwater JBS 11 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] JBS 12 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:54 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] South Outlet 002yr 840.00 836.82 0.0087 2.62 0.19 0 South Outlet 010yr 840.00 836.82 0.0087 5.88 0.00 0 South Outlet 100yr 840.00 836.82 0.0087 8.67 0.00 0 South Pond 002yr 840.00 837.27 0.0010 25.20 2.62 114116 South Pond 010yr 840.00 837.83 -0.0010 47.90 5.88 115799 South Pond 100yr 840.00 839.52 0.0010 92.87 8.67 123143 Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BAS Lake 002yr 12.42 11.9333 2.66 1.24 10.7800 84.0 0.00 0.00 BAS OFF 3 002yr 1.12 11.9833 2.66 1.00 1.3200 80.0 0.00 0.00 BAS OFF 5 002yr 14.97 12.2500 2.66 1.06 21.3100 81.0 0.00 0.00 BAS OFF 6 002yr 0.58 12.0000 2.66 1.06 0.6500 81.0 0.00 0.00 BAS Lake 010yr 23.12 11.9167 3.83 2.22 10.7800 84.0 0.00 0.00 BAS OFF 3 010yr 2.27 11.9500 3.83 1.91 1.3200 80.0 0.00 0.00 BAS OFF 5 010yr 29.03 12.2167 3.83 1.98 21.3100 81.0 0.00 0.00 BAS OFF 6 010yr 1.15 11.9667 3.83 1.98 0.6500 81.0 0.00 0.00 BAS Lake 100yr 48.89 11.9167 6.46 4.63 10.7800 84.0 0.00 0.00 BAS OFF 3 100yr 3.38 11.8333 6.46 4.21 1.3200 80.0 0.00 0.00 BAS OFF 5 100yr 39.30 11.9500 6.46 4.31 21.3100 81.0 0.00 0.00 BAS OFF 6 100yr 2.56 11.9667 6.46 4.31 0.6500 81.0 0.00 0.00 Link Min/Max Conditions [Icpr3] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] SOUTH POND-OUTLE T 002yr 2.62 -0.19 0.05 4.51 6.70 5.60 SOUTH POND-OUTLE T 010yr 5.88 0.00 -0.18 7.49 7.84 7.64 SOUTH POND-OUTLE T 100yr 8.67 0.00 0.93 11.04 11.37 11.20 JBS 1 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Simple Basin: BAS Lake Scenario:Icpr3 Node:South Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:15.6000 min Max Allowable Q:999999.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:10.7800 ac Curve Number:84.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Rate: BAS Lake [Icpr3] JBS 2 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Node: South Outlet Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:830.54 ft Warning Stage:840.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 830.54 0 0 0 12.0000 836.82 0 0 0 30.0000 830.54 Comment: Node Stage w/Warning Stage: South Outlet [Icpr3] Node: South Pond Scenario:Icpr3 JBS 3 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:836.58 ft Warning Stage:840.00 ft Stage [ft]Area [ac]Area [ft2] 836.58 2.5700 111949 838.00 2.6700 116305 839.00 2.7700 120661 840.00 2.8800 125453 Comment: Node Stage w/Warning Stage: South Pond [Icpr3] Pipe Link: SOUTH POND-OUTLET Scenario:Icpr3 From Node:South Pond To Node:South Outlet Upstream Downstream Invert:836.58 ft Invert:835.74 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular JBS 4 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:38.50 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy 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 Comment: Simulation: 002yr Scenario:Icpr3 Run Date/Time:4/10/2024 10:56:32 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 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 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 JBS 5 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:2.66 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 010yr Scenario:Icpr3 Run Date/Time:4/10/2024 10:56:58 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal JBS 6 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 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 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False JBS 7 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100yr Scenario:Icpr3 Run Date/Time:4/10/2024 10:57:33 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 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 Groundwater JBS 8 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:NRCS Type II Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] JBS 9 C:\Users\Gavinn.Bakker\Documents\Asherwood South\Asherwood South ICPR - EXISTING\4/10/2024 10:59 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] South Outlet 002yr 840.00 836.82 0.0087 0.50 0.19 0 South Outlet 010yr 840.00 836.82 0.0087 1.34 0.10 0 South Outlet 100yr 840.00 836.82 0.0087 5.38 0.00 0 South Pond 002yr 840.00 836.87 0.0010 12.55 0.50 112880 South Pond 010yr 840.00 837.07 0.0010 23.22 1.34 113489 South Pond 100yr 840.00 837.51 0.0010 48.88 5.38 114840 Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA BAS Lake 002yr 12.42 11.9333 2.66 1.24 10.7800 84.0 0.00 0.00 BAS Lake 010yr 23.12 11.9167 3.83 2.22 10.7800 84.0 0.00 0.00 BAS Lake 100yr 48.89 11.9167 6.46 4.63 10.7800 84.0 0.00 0.00 Link Min/Max Conditions [Icpr3] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] SOUTH POND-OUTLE T 002yr 0.50 -0.19 0.02 2.60 4.21 3.41 SOUTH POND-OUTLE T 010yr 1.34 -0.10 0.05 3.51 5.60 4.55 SOUTH POND-OUTLE T 100yr 5.38 0.00 -0.02 7.05 7.66 7.34 NORTH PR E - D E V E L O P E D AR E A M A P B1 © AS H E R W O O D SO U T H Asherwood South Page 8 Kimley-Horn Project 170218003 Appendix C: Proposed SSA Pond Calculations and Basin Map Asherwood South Weighted CN Calculation Site Soil Breakdown: 53.4% Group C, 46.6% Group D, adjusted to be 100% Group D for all disturbed areas, unless otherwise noted. Runoff Curve Numbers Used for Calculation (per NRCS) Cover Type Hydrologic Condition A B C D Open Space Good 39 61 74 80 Woods Good 30 55 70 77 Impervious Paved 98 98 98 98 Water Pond or Lake 100 100 100 100 Preservation Areas: 1.26 Acres – 0.40 Ac Open Space, Good Cover (31.7%), 0.86 Ac Wooded, Good Cover (68.3%) Note: For this calculation, Soil Hydrologic Groups do not need to be altered because the area is considered as undisturbed and protected in a preservation easement, and will remain as 53.4% Group C & 46.6% Group D. 0.317൫(0.534 ∗ 74 )+(0.466 ∗ 80 )൯ + 0.683൫(0.534 ∗ 70 )+(0.466 ∗ 77 )൯ = 74.4 →𝟕𝟒 Lot Areas: 6.50 Acres – 45% Impervious Lot Coverage, 55% Open Space (100% Group D) (0.55 ∗ 80 )+(0.45 ∗ 98 )= 88.1 →𝟖𝟖 Open Space Areas: 5.14 Acres – 2.57 Ac Water (50.0%), 2.57 Ac Open Space, Good Cover (50.0%) (0.5 ∗ 80 )+(0.5 ∗ 100 )= 90.0 →𝟗𝟎 R/W Areas: 1.04 Acres – 0.78 Ac Impervious, Paved (75.0%), 0.26 Ac Open Space, Good Cover (25.0%) (0.25 ∗ 80) + (0.75 ∗ 98 )= 93.5 →𝟗𝟒 Overall Weighted CN: 13.94 Acres – 1.26 Ac Preservation Areas (9.0%), 6.50 Ac Lot Areas (46.6%), 5.14 Ac Open Space Areas (36.9%), 1.04 Ac R/W Areas (7.5%) 0.09(74)+ 0.466 (88)+ 0.369 (90)+ 0.075 (94)= 86.3 →𝟖𝟖 ∴ An overall weighted Curve Number of 88 will be used for all basins in any applicable drainage analysis for this project. PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 53.4% D 46.6% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Fully Developed Impervious Gravel 0.85 90 91 Fully Developed Residential 1/8 Acre Lots 0.45 91 92 Fully Developed Residential 1/4 Acre Lots 0.45 85 87 Fully Developed Residential 1 Acre Lots 0.35 81 84 Fully Developed Impervious Paved 0.95 98 98 Fully Developed Open Space Good Condition (>75% Cover)0.30 77 80 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Residential - 1 Acre Lots Impervious - Gravel Residential - 1/4 Acre Lots Residential - 1/8 Acre Lots Impervious - Paved Open Space - Good Condition (>75% Cover) Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group 601 - - - - 0.07 0.02 - 0.09 0.81 93 94 602 - - - - 0.07 0.02 - 0.09 0.81 93 94 604 - - - - - - - 7.29 - 86 88 605 - - - - 0.19 0.06 - 0.25 0.79 93 94 606 - - - - - - - 0.65 - 86 88 607 - - - - - - - 0.30 - 86 88 608 - - - - 0.16 0.04 - 0.20 0.82 94 94 609 - - - - 0.23 0.05 - 0.28 0.83 94 95 610 - - - - - - - 0.52 - 86 88 612 - - - - - - - 0.61 - 86 88 613 - - - - - - - 0.76 - 86 88 614 - - - - - - - 0.97 - 86 88 EX2 - - - - 0.15 0.39 - 0.54 0.48 83 85 EX3 - - - - 0.19 0.27 - 0.46 0.57 86 87 L1 - - - - - - - 8.60 - 86 88 OFF 3 - - - - 0.20 1.12 - 1.32 0.40 80 83 OFF 5 21.31 - - - - - - 21.31 0.35 81 84 OFF 607 - - - - 0.11 0.54 - 0.65 0.41 81 83 OFF 7 - - - - 0.27 1.15 - 1.42 0.42 81 83 Cover Type Condition Soil Group Weighted CN Basin Area (ac) Weighted C Asherwood South GPB 15-Oct-24 Site Soil PROJECT:Asherwood South BY:GPB DATE:10/15/2024 TIME OF CONCENTRATION CALCULATION POST PROJECT WATERSHED CONDITIONS (ICPR) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW OPEN CHANNEL / PIPE FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4) Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) =2.66 V = (1.49/n)*R^(2/3)*s^(1/2) Basin Length Condition Slope Manning's Tc1 Length Condition Vavg Tc2 Length Width Vavg Tc3 TcTOTAL * VIA Assumed Tc (ft) (ft/ft) "n" (min) (ft)TR-55 Fig. 3-1 (ft/s) (min) (ft) (ft) (ft/s) (min) (min) - (min) 601 30 Grass 0.0100 0.150 5.4 110 Gutter/Swale 2.00 0.9 -2.50 - 6.3 - - 602 30 Grass 0.0100 0.150 5.4 110 Gutter/Swale 2.00 0.9 -2.50 - 6.3 - - 604 100 Grass 0.0100 0.150 14.2 1220 Gutter/Swale 2.00 10.2 -2.50 - 24.3 - - 605 30 Grass 0.0100 0.150 5.4 255 Gutter/Swale 2.00 2.1 -2.50 - 7.5 - - 606 80 Grass 0.0100 0.150 11.9 75 Gutter/Swale 2.00 0.6 -2.50 - 12.5 - - 607 100 Grass 0.0100 0.150 14.2 70 Gutter/Swale 2.00 0.6 -2.50 - 14.8 - - 608 30 Grass 0.0100 0.150 5.4 130 Gutter/Swale 2.00 1.1 -2.50 - 6.5 - - 609 50 Grass 0.0100 0.150 8.1 70 Gutter/Swale 2.00 0.6 -2.50 - 8.7 - - 610 100 Grass 0.0100 0.150 14.2 125 Gutter/Swale 2.00 1.0 -2.50 - 15.2 - - 612 100 Grass 0.0100 0.150 14.2 245 Gutter/Swale 2.00 2.0 -2.50 - 16.2 - - 613 100 Grass 0.0100 0.150 14.2 140 Gutter/Swale 2.00 1.2 -2.50 - 15.3 - - 614 100 Grass 0.0100 0.150 14.2 165 Gutter/Swale 2.00 1.4 -2.50 - 15.6 - - EX2 50 Grass 0.0100 0.150 8.1 350 Gutter/Swale 2.00 2.9 -2.50 - 11.1 - - EX3 35 Grass 0.0100 0.150 6.1 285 Gutter/Swale 2.00 2.4 -2.50 - 8.5 - - L1 85 Grass 0.0100 0.150 12.5 400 Gutter/Swale 2.00 3.3 -2.50 - 15.8 - - OFF 3 100 Grass 0.0100 0.150 14.2 290 Gutter/Swale 2.00 2.4 -2.50 - 16.6 - - OFF 5 100 Grass 0.0100 0.150 14.2 2125 Gutter/Swale 2.00 17.7 -2.50 - 31.9 - - OFF 607 100 Grass 0.0100 0.150 14.2 200 Gutter/Swale 2.00 1.7 -2.50 - 15.8 - - OFF 7 100 Grass 0.0100 0.150 14.2 1330 Gutter/Swale 2.00 11.1 -2.50 - 25.3 - - K:\IND_LDEV\170218004 Asherwood South_Carmel_IN_CPs\1 Design\Drainage\Drainage Report Rev_0\Drainage Calculations\Asherwood South Drainage Calcs.xlsx Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Project Description Asherwood South SSA REV1.SPF Project Options CFS Elevation SCS TR-55 User-Defined Hydrodynamic YES NO Analysis Options Jul 21, 2023 00:00:00 Jul 24, 2023 00:00:00 Jul 21, 2023 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 1 seconds Number of Elements Qty 1 19 30 27 2 0 0 1 28 0 26 0 2 0 0 0 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series 10 Cumulative inches Indiana Hamilton 10 3.83 SCS Type II 24-hr Outlets ..................................................... Pollutants ......................................................... Land Uses ........................................................ 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 ........................................ Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Subbasin Summary Subbasin Area Peak Rate Weighted Total Total Total Peak Time of ID Factor Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-in) (cfs) (days mm) Sub-601 0.09 484.00 94.00 3.83 3.15 0.28 0.41 0 00:06:18 Sub-602 0.09 484.00 94.00 3.83 3.15 0.28 0.41 0 00:06:18 Sub-604 7.29 484.00 88.00 3.83 2.57 18.74 18.57 0 00:24:18 Sub-605 0.25 484.00 94.00 3.83 3.16 0.79 1.10 0 00:07:30 Sub-606 0.65 484.00 88.00 3.83 2.57 1.67 2.17 0 00:12:30 Sub-607 0.30 484.00 88.00 3.83 2.57 0.77 0.95 0 00:14:48 Sub-608 0.20 484.00 94.00 3.83 3.16 0.63 0.90 0 00:06:30 Sub-609 0.28 484.00 95.00 3.83 3.26 0.91 1.22 0 00:08:42 Sub-610 0.52 484.00 88.00 3.83 2.57 1.34 1.63 0 00:15:12 Sub-612 0.61 484.00 88.00 3.83 2.57 1.57 1.86 0 00:16:12 Sub-613 0.76 484.00 88.00 3.83 2.57 1.95 2.38 0 00:15:18 Sub-614 0.97 484.00 88.00 3.83 2.57 2.49 3.02 0 00:15:36 Sub-EX2 0.54 484.00 85.00 3.83 2.31 1.25 1.67 0 00:11:06 Sub-EX3 0.46 484.00 87.00 3.83 2.48 1.14 1.63 0 00:08:30 Sub-L1 8.60 484.00 88.00 3.83 2.57 22.11 26.61 0 00:15:48 Sub-OFF3 1.32 484.00 80.00 3.83 1.90 2.51 2.99 0 00:16:36 Sub-OFF5 21.31 484.00 81.00 3.83 1.98 42.17 35.81 0 00:31:54 Sub-OFF607 0.65 484.00 81.00 3.83 1.98 1.29 1.58 0 00:15:48 Sub-OFF7 1.42 484.00 81.00 3.83 1.98 2.81 2.74 0 00:25:18 Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Node Summary Element Invert Ground/Rim Max HGL ID Elevation (Max) Elevation Elevation Attained (ft) (ft) (ft) 600A 837.10 847.84 839.10 601 837.30 846.98 839.92 602 837.60 846.98 840.57 603 838.30 844.55 841.25 604 839.57 843.86 842.74 604A 842.54 844.54 844.54 605 839.40 843.76 841.49 606 839.75 843.76 841.66 607 839.45 846.30 841.34 608 839.70 847.48 841.47 609 842.40 847.48 843.16 610 842.80 846.03 843.43 611A 835.60 843.04 837.93 612 835.75 841.72 837.93 613 836.70 841.67 837.93 614 837.10 840.53 838.18 616 836.75 843.38 839.04 617 842.00 844.50 844.09 621 836.40 845.40 837.09 622 836.85 845.79 837.60 623 837.70 849.13 838.53 624 839.50 851.04 840.05 EX1 837.69 840.47 838.71 EX2 838.09 841.94 839.01 EX3 839.64 841.00 840.40 Null2 850.00 900.00 850.00 OCS 835.50 841.00 837.07 EX.2 835.31 835.31 OUTFALL 831.63 831.63 L1 835.50 841.00 837.93 Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 600A L1 52.52 837.10 836.50 1.14 30 0.013 28.10 43.84 7.77 Calculated 601 600A 15.00 837.30 837.20 0.67 30 0.013 28.10 33.49 6.15 Calculated 602 601 32.00 837.60 837.40 0.63 30 0.013 27.94 32.43 5.69 SURCHARGED 603 602 111.11 838.30 837.70 0.54 30 0.013 22.70 30.14 4.62 SURCHARGED 604 603 103.36 839.57 838.40 1.13 24 0.013 20.91 24.07 6.66 SURCHARGED 605 603 20.17 839.40 838.45 4.71 12 0.013 3.15 7.73 4.01 SURCHARGED 606 605 32.02 839.75 839.50 0.78 12 0.013 2.16 3.15 3.54 SURCHARGED 607 602 270.26 839.45 838.00 0.54 18 0.013 5.76 7.69 3.26 SURCHARGED 608 607 26.69 839.70 839.55 0.56 15 0.013 3.36 4.84 3.57 SURCHARGED 609 608 32.00 842.40 842.00 1.25 12 0.013 2.69 3.98 4.73 Calculated 610 609 42.34 842.80 842.50 0.71 12 0.013 1.56 3.00 3.28 Calculated 611A L1 16.12 835.60 835.50 0.62 24 0.013 6.85 17.82 5.10 SURCHARGED 612 611A 72.86 835.75 835.60 0.21 24 0.013 6.90 10.26 3.55 SURCHARGED 613 612 265.34 836.70 835.85 0.32 18 0.013 5.16 5.95 3.38 Calculated 614 613 97.40 837.10 836.80 0.31 15 0.013 2.89 3.59 2.60 Calculated 616 L1 55.61 836.75 836.00 1.35 30 0.013 35.09 47.63 8.56 Calculated 617 616 360.33 842.00 838.50 0.97 30 0.013 35.09 40.43 8.57 Calculated 623 622 159.41 837.80 836.95 0.53 12 0.013 2.02 2.60 3.55 Calculated 624 623 145.72 839.50 837.80 1.17 12 0.013 2.05 3.85 4.65 Calculated EX1 L1 107.00 837.69 836.95 0.69 12 0.013 2.92 2.96 4.07 Calculated EX3 EX2 33.00 839.64 839.54 0.30 12 0.015 1.55 1.70 2.91 Calculated EX2 L1 139.55 838.09 836.86 0.88 12 0.013 3.18 3.34 4.52 Calculated 621 EX.2 161.31 836.40 835.41 0.61 12 0.013 2.02 2.79 3.76 Calculated 622 621 60.65 836.85 836.50 0.58 12 0.013 2.02 2.71 3.56 Calculated 604A 604 149.49 842.54 839.67 1.92 24 0.013 20.91 31.35 7.31 SURCHARGED OCS OUTFALL 36.88 835.50 835.35 0.41 12 0.013 3.91 2.27 5.17 > CAPACITY L1 OCS 835.50 835.50 24 3.01 L1 OCS 835.50 835.50 6 1.23 Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 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 600A 837.10 847.84 10.74 837.10 0.00 847.84 0.00 0.00 0.00 2 601 837.30 846.98 9.68 837.30 0.00 846.98 0.00 0.00 0.00 3 602 837.60 846.98 9.38 837.60 0.00 846.98 0.00 0.00 0.00 4 603 838.30 844.55 6.25 838.30 0.00 844.55 0.00 0.00 0.00 5 604 839.57 843.86 4.29 839.57 0.00 843.86 0.00 0.00 0.00 6 604A 842.54 844.54 2.00 842.54 0.00 844.54 0.00 0.00 0.00 7 605 839.40 843.76 4.36 839.40 0.00 843.76 0.00 0.00 0.00 8 606 839.75 843.76 4.01 839.75 0.00 843.76 0.00 0.00 0.00 9 607 839.45 846.30 6.85 839.45 0.00 846.30 0.00 0.00 0.00 10 608 839.70 847.48 7.78 839.70 0.00 847.48 0.00 0.00 0.00 11 609 842.40 847.48 5.08 842.40 0.00 847.48 0.00 0.00 0.00 12 610 842.80 846.03 3.23 842.80 0.00 846.03 0.00 0.00 0.00 13 611A 835.60 843.04 7.44 835.60 0.00 843.04 0.00 0.00 0.00 14 612 835.75 841.72 5.97 835.75 0.00 841.72 0.00 0.00 0.00 15 613 836.70 841.67 4.97 836.70 0.00 841.67 0.00 0.00 0.00 16 614 837.10 840.53 3.43 837.10 0.00 840.53 0.00 0.00 0.00 17 616 836.75 843.38 6.63 836.75 0.00 843.38 0.00 0.00 0.00 18 617 842.00 844.50 2.50 842.00 0.00 844.50 0.00 0.00 0.00 19 621 836.40 845.40 9.00 836.40 0.00 845.40 0.00 0.00 0.00 20 622 836.85 845.79 8.94 836.85 0.00 845.79 0.00 0.00 0.00 21 623 837.70 849.13 11.43 837.70 0.00 849.13 0.00 0.00 0.00 22 624 839.50 851.04 11.54 839.50 0.00 851.04 0.00 0.00 0.00 23 EX1 837.69 840.47 2.78 837.69 0.00 840.47 0.00 0.00 0.00 24 EX2 838.09 841.94 3.85 838.09 0.00 841.94 0.00 0.00 0.00 25 EX3 839.64 841.00 1.36 839.64 0.00 841.00 0.00 0.00 0.00 26 Null2 850.00 900.00 50.00 850.00 0.00 900.00 0.00 0.00 0.00 27 OCS 835.50 841.00 5.50 835.50 0.00 841.00 0.00 0.00 0.00 Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 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 600A 28.10 0.00 839.10 2.00 0.00 8.74 837.35 0.25 0 12:10 0 00:00 0.00 0.00 2 601 28.10 0.40 839.92 2.62 0.00 7.06 837.48 0.18 0 12:10 0 00:00 0.00 0.00 3 602 27.94 0.40 840.57 2.97 0.00 6.40 837.71 0.11 0 12:10 0 00:00 0.00 0.00 4 603 22.70 0.00 841.25 2.95 0.00 3.30 838.39 0.09 0 12:10 0 00:00 0.00 0.00 5 604 20.91 0.00 842.74 3.17 0.00 1.12 839.65 0.08 0 12:10 0 00:00 0.00 0.00 6 604A 20.69 20.69 844.54 2.00 0.00 0.00 842.60 0.06 0 12:10 0 12:11 0.00 2.00 7 605 3.15 1.05 841.49 2.09 0.00 2.27 839.43 0.03 0 12:10 0 00:00 0.00 0.00 8 606 2.16 2.16 841.66 1.91 0.00 2.10 839.78 0.03 0 12:10 0 00:00 0.00 0.00 9 607 5.76 2.43 841.34 1.89 0.00 4.96 839.50 0.05 0 12:09 0 00:00 0.00 0.00 10 608 3.44 0.88 841.47 1.77 0.00 6.01 839.74 0.04 0 12:07 0 00:00 0.00 0.00 11 609 2.69 1.15 843.16 0.76 0.00 4.32 842.43 0.03 0 12:05 0 00:00 0.00 0.00 12 610 1.56 1.56 843.43 0.63 0.00 2.60 842.83 0.03 0 12:05 0 00:00 0.00 0.00 13 611A 6.90 0.00 837.93 2.33 0.00 5.11 836.91 1.31 0 16:00 0 00:00 0.00 0.00 14 612 6.96 1.81 837.93 2.18 0.00 3.79 836.94 1.19 0 16:00 0 00:00 0.00 0.00 15 613 5.16 2.28 837.93 1.23 0.00 3.73 837.14 0.44 0 16:00 0 00:00 0.00 0.00 16 614 2.90 2.90 838.18 1.08 0.00 2.35 837.33 0.23 0 12:10 0 00:00 0.00 0.00 17 616 35.09 0.00 839.04 2.29 0.00 4.34 837.17 0.42 0 12:17 0 00:00 0.00 0.00 18 617 35.13 35.13 844.09 2.09 0.00 0.41 842.09 0.09 0 12:16 0 00:00 0.00 0.00 19 621 2.02 0.00 837.09 0.69 0.00 8.31 837.09 0.69 0 00:19 0 00:00 0.00 0.00 20 622 2.02 0.00 837.60 0.75 0.00 8.19 837.60 0.75 0 00:05 0 00:00 0.00 0.00 21 623 2.05 0.00 838.53 0.83 0.00 10.60 838.53 0.83 0 00:04 0 00:00 0.00 0.00 22 624 2.02 2.02 840.05 0.55 0.00 10.98 840.02 0.52 0 00:01 0 00:00 0.00 0.00 23 EX1 2.95 2.95 838.71 1.02 0.00 1.76 837.73 0.04 0 12:10 0 00:00 0.00 0.00 24 EX2 3.22 1.67 839.01 0.92 0.00 2.93 838.12 0.03 0 12:05 0 00:00 0.00 0.00 25 EX3 1.56 1.56 840.40 0.76 0.00 0.60 839.67 0.03 0 12:05 0 00:00 0.00 0.00 26 Null2 0.00 0.00 850.00 0.00 0.00 50.00 850.00 0.00 0 00:00 0 00:00 0.00 0.00 27 OCS 3.91 0.00 837.07 1.57 0.00 3.93 836.03 0.53 0 16:01 0 00:00 0.00 0.00 Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Pipe Input Element Length Inlet Outlet Average Pipe Manning's ID Invert Invert Slope Diameter or Roughness Elevation Elevation Height (ft) (ft) (ft) (%) (in) 600A-600 52.52 837.10 836.50 1.14 30 0.013 601-600A 15.00 837.30 837.20 0.67 30 0.013 602-601 32.00 837.60 837.40 0.63 30 0.013 603-602 111.11 838.30 837.70 0.54 30 0.013 604-603 103.36 839.57 838.40 1.13 24 0.013 605-603 20.17 839.40 838.45 4.71 12 0.013 606-605 32.02 839.75 839.50 0.78 12 0.013 607-602 270.26 839.45 838.00 0.54 18 0.013 608-607 26.69 839.70 839.55 0.56 15 0.013 609-608 32.00 842.40 842.00 1.25 12 0.013 610-609 42.34 842.80 842.50 0.71 12 0.013 611A-611 16.12 835.60 835.50 0.62 24 0.013 612-611A 72.86 835.75 835.60 0.21 24 0.013 613-612 265.34 836.70 835.85 0.32 18 0.013 614-613 97.40 837.10 836.80 0.31 15 0.013 616-615 55.61 836.75 836.00 1.35 30 0.013 617-616 360.33 842.00 838.50 0.97 30 0.013 622-621 159.41 837.80 836.95 0.53 12 0.013 623-622 145.72 839.50 837.80 1.17 12 0.013 EX1-L1 107.00 837.69 836.95 0.69 12 0.013 Link-21 33.00 839.64 839.54 0.30 12 0.015 Link-22 139.55 838.09 836.86 0.88 12 0.013 Link-29 161.31 836.40 835.41 0.61 12 0.013 Link-30 60.65 836.85 836.50 0.58 12 0.013 Link-31 149.49 842.54 839.67 1.92 24 0.013 OCS-OUTFALL 36.88 835.50 835.35 0.41 12 0.013 Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Pipe Results Element Peak Design Flow Peak Flow Reported ID Flow Capacity Velocity Condition (cfs) (cfs) (ft/sec) 600A-600 28.10 43.84 7.77 Calculated 601-600A 28.10 33.49 6.15 Calculated 602-601 27.94 32.43 5.69 SURCHARGED 603-602 22.70 30.14 4.62 SURCHARGED 604-603 20.91 24.07 6.66 SURCHARGED 605-603 3.15 7.73 4.01 SURCHARGED 606-605 2.16 3.15 3.54 SURCHARGED 607-602 5.76 7.69 3.26 SURCHARGED 608-607 3.36 4.84 3.57 SURCHARGED 609-608 2.69 3.98 4.73 Calculated 610-609 1.56 3.00 3.28 Calculated 611A-611 6.85 17.82 5.10 SURCHARGED 612-611A 6.90 10.26 3.55 SURCHARGED 613-612 5.16 5.95 3.38 Calculated 614-613 2.89 3.59 2.60 Calculated 616-615 35.09 47.63 8.56 Calculated 617-616 35.09 40.43 8.57 Calculated 622-621 2.02 2.60 3.55 Calculated 623-622 2.05 3.85 4.65 Calculated EX1-L1 2.92 2.96 4.07 Calculated Link-21 1.55 1.70 2.91 Calculated Link-22 3.18 3.34 4.52 Calculated Link-29 2.02 2.79 3.76 Calculated Link-30 2.02 2.71 3.56 Calculated Link-31 20.91 31.35 7.31 SURCHARGED OCS-OUTFALL 3.91 2.27 5.17 > CAPACITY Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Storage Nodes Storage Node : L1 Input Data 835.50 841.00 5.50 835.50 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : LAKE1 Stage Storage Storage Area Volume (ft) (ft²) (ft³) 0 111741.3211 0.000 1 111741.3211 111741.32 2 111741.3211 223482.64 3 111741.3211 335223.96 4 125514.3762 453851.81 4.5 132543 518366.15 Evaporation Loss ........................................................................... Invert Elevation (ft) ........................................................................ Max (Rim) Elevation (ft) ................................................................. Max (Rim) Offset (ft) ...................................................................... Initial Water Elevation (ft) .............................................................. Initial Water Depth (ft) ................................................................... Ponded Area (ft²) ........................................................................... Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Analysis Performed by Kimley-Horn 10-YR Rainfall Event 10/15/2024 Storage Node : L1 (continued) Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 100-YR_ONSITE Bottom Rectangular No 24.00 24.00 837.70 0.63 2 10-YEAR_ONSITE Side CIRCULAR No 6.00 835.50 0.61 Output Summary Results 94.43 25.64 3.91 0.00 837.93 2.43 836.88 1.38 0 16:00 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) .................................................... Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Project Description Asherwood South SSA REV1.SPF Project Options CFS Elevation SCS TR-55 User-Defined Hydrodynamic YES NO Analysis Options Jul 21, 2023 00:00:00 Jul 24, 2023 00:00:00 Jul 21, 2023 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 1 seconds Number of Elements Qty 1 19 30 27 2 0 0 1 28 0 26 0 2 0 0 0 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series 100 Cumulative inches Indiana Hamilton 100 6.46 SCS Type II 24-hr Outlets ..................................................... Pollutants ......................................................... Land Uses ........................................................ 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 ........................................ Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Subbasin Summary Subbasin Area Peak Rate Weighted Total Total Total Peak Time of ID Factor Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-in) (cfs) (days mm) Sub-601 0.09 484.00 94.00 6.46 5.75 0.52 0.72 0 00:06:18 Sub-602 0.09 484.00 94.00 6.46 5.75 0.52 0.72 0 00:06:18 Sub-604 7.29 484.00 88.00 6.46 5.07 36.96 35.67 0 00:24:18 Sub-605 0.25 484.00 94.00 6.46 5.75 1.44 1.93 0 00:07:30 Sub-606 0.65 484.00 88.00 6.46 5.07 3.30 4.15 0 00:12:30 Sub-607 0.30 484.00 88.00 6.46 5.07 1.52 1.82 0 00:14:48 Sub-608 0.20 484.00 94.00 6.46 5.75 1.15 1.58 0 00:06:30 Sub-609 0.28 484.00 95.00 6.46 5.87 1.64 2.13 0 00:08:42 Sub-610 0.52 484.00 88.00 6.46 5.07 2.64 3.10 0 00:15:12 Sub-612 0.61 484.00 88.00 6.46 5.07 3.09 3.56 0 00:16:12 Sub-613 0.76 484.00 88.00 6.46 5.07 3.85 4.55 0 00:15:18 Sub-614 0.97 484.00 88.00 6.46 5.07 4.92 5.78 0 00:15:36 Sub-EX2 0.54 484.00 85.00 6.46 4.74 2.56 3.34 0 00:11:06 Sub-EX3 0.46 484.00 87.00 6.46 4.96 2.28 3.16 0 00:08:30 Sub-L1 8.60 484.00 88.00 6.46 5.07 43.60 50.83 0 00:15:48 Sub-OFF3 1.32 484.00 80.00 6.46 4.20 5.54 6.55 0 00:16:36 Sub-OFF5 21.31 484.00 81.00 6.46 4.31 91.74 77.89 0 00:31:54 Sub-OFF607 0.65 484.00 81.00 6.46 4.31 2.80 3.38 0 00:15:48 Sub-OFF7 1.42 484.00 81.00 6.46 4.31 6.11 5.94 0 00:25:18 Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Node Summary Element Invert Ground/Rim Max HGL ID Elevation (Max) Elevation Elevation Attained (ft) (ft) (ft) 600A 837.10 847.84 839.69 601 837.30 846.98 840.44 602 837.60 846.98 841.38 603 838.30 844.55 842.52 604 839.57 843.86 843.86 604A 842.54 844.54 844.54 605 839.40 843.76 843.17 606 839.75 843.76 843.76 607 839.45 846.30 844.53 608 839.70 847.48 845.00 609 842.40 847.48 845.80 610 842.80 846.03 846.03 611A 835.60 843.04 839.69 612 835.75 841.72 839.69 613 836.70 841.67 840.88 614 837.10 840.53 840.53 616 836.75 843.38 840.26 617 842.00 844.50 844.50 621 836.40 845.40 837.09 622 836.85 845.79 837.60 623 837.70 849.13 838.53 624 839.50 851.04 840.05 EX1 837.69 840.47 840.47 EX2 838.09 841.94 841.14 EX3 839.64 841.00 841.00 Null2 850.00 900.00 850.00 OCS 835.50 841.00 839.18 EX.2 835.31 835.31 OUTFALL 831.63 831.63 L1 835.50 841.00 839.69 Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 600A L1 52.52 837.10 836.50 1.14 30 0.013 34.20 43.84 8.06 SURCHARGED 601 600A 15.00 837.30 837.20 0.67 30 0.013 34.21 33.49 7.04 > CAPACITY 602 601 32.00 837.60 837.40 0.63 30 0.013 33.61 32.43 6.85 SURCHARGED 603 602 111.11 838.30 837.70 0.54 30 0.013 23.12 30.14 4.71 SURCHARGED 604 603 103.36 839.57 838.40 1.13 24 0.013 21.11 24.07 6.72 SURCHARGED 605 603 20.17 839.40 838.45 4.71 12 0.013 5.27 7.73 6.71 SURCHARGED 606 605 32.02 839.75 839.50 0.78 12 0.013 3.77 3.15 4.80 SURCHARGED 607 602 270.26 839.45 838.00 0.54 18 0.013 10.31 7.69 5.83 SURCHARGED 608 607 26.69 839.70 839.55 0.56 15 0.013 5.87 4.84 4.79 SURCHARGED 609 608 32.00 842.40 842.00 1.25 12 0.013 4.37 3.98 5.56 SURCHARGED 610 609 42.34 842.80 842.50 0.71 12 0.013 2.92 3.00 3.72 SURCHARGED 611A L1 16.12 835.60 835.50 0.62 24 0.013 11.78 17.82 4.03 SURCHARGED 612 611A 72.86 835.75 835.60 0.21 24 0.013 11.81 10.26 3.78 SURCHARGED 613 612 265.34 836.70 835.85 0.32 18 0.013 8.42 5.95 4.77 SURCHARGED 614 613 97.40 837.10 836.80 0.31 15 0.013 4.67 3.59 3.80 SURCHARGED 616 L1 55.61 836.75 836.00 1.35 30 0.013 37.70 47.63 8.60 SURCHARGED 617 616 360.33 842.00 838.50 0.97 30 0.013 37.81 40.43 8.65 Calculated 623 622 159.41 837.80 836.95 0.53 12 0.013 2.02 2.60 3.55 Calculated 624 623 145.72 839.50 837.80 1.17 12 0.013 2.05 3.85 4.65 Calculated EX1 L1 107.00 837.69 836.95 0.69 12 0.013 4.95 2.96 6.37 SURCHARGED EX3 EX2 33.00 839.64 839.54 0.30 12 0.015 2.68 1.70 3.58 SURCHARGED EX2 L1 139.55 838.09 836.86 0.88 12 0.013 4.84 3.34 6.27 SURCHARGED 621 EX.2 161.31 836.40 835.41 0.61 12 0.013 2.02 2.79 3.76 Calculated 622 621 60.65 836.85 836.50 0.58 12 0.013 2.02 2.71 3.56 Calculated 604A 604 149.49 842.54 839.67 1.92 24 0.013 21.10 31.35 7.30 SURCHARGED OCS OUTFALL 36.88 835.50 835.35 0.41 12 0.013 7.22 2.27 9.19 SURCHARGED L1 OCS 835.50 835.50 24 6.53 L1 OCS 835.50 835.50 6 1.23 Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 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 600A 837.10 847.84 10.74 837.10 0.00 847.84 0.00 0.00 0.00 2 601 837.30 846.98 9.68 837.30 0.00 846.98 0.00 0.00 0.00 3 602 837.60 846.98 9.38 837.60 0.00 846.98 0.00 0.00 0.00 4 603 838.30 844.55 6.25 838.30 0.00 844.55 0.00 0.00 0.00 5 604 839.57 843.86 4.29 839.57 0.00 843.86 0.00 0.00 0.00 6 604A 842.54 844.54 2.00 842.54 0.00 844.54 0.00 0.00 0.00 7 605 839.40 843.76 4.36 839.40 0.00 843.76 0.00 0.00 0.00 8 606 839.75 843.76 4.01 839.75 0.00 843.76 0.00 0.00 0.00 9 607 839.45 846.30 6.85 839.45 0.00 846.30 0.00 0.00 0.00 10 608 839.70 847.48 7.78 839.70 0.00 847.48 0.00 0.00 0.00 11 609 842.40 847.48 5.08 842.40 0.00 847.48 0.00 0.00 0.00 12 610 842.80 846.03 3.23 842.80 0.00 846.03 0.00 0.00 0.00 13 611A 835.60 843.04 7.44 835.60 0.00 843.04 0.00 0.00 0.00 14 612 835.75 841.72 5.97 835.75 0.00 841.72 0.00 0.00 0.00 15 613 836.70 841.67 4.97 836.70 0.00 841.67 0.00 0.00 0.00 16 614 837.10 840.53 3.43 837.10 0.00 840.53 0.00 0.00 0.00 17 616 836.75 843.38 6.63 836.75 0.00 843.38 0.00 0.00 0.00 18 617 842.00 844.50 2.50 842.00 0.00 844.50 0.00 0.00 0.00 19 621 836.40 845.40 9.00 836.40 0.00 845.40 0.00 0.00 0.00 20 622 836.85 845.79 8.94 836.85 0.00 845.79 0.00 0.00 0.00 21 623 837.70 849.13 11.43 837.70 0.00 849.13 0.00 0.00 0.00 22 624 839.50 851.04 11.54 839.50 0.00 851.04 0.00 0.00 0.00 23 EX1 837.69 840.47 2.78 837.69 0.00 840.47 0.00 0.00 0.00 24 EX2 838.09 841.94 3.85 838.09 0.00 841.94 0.00 0.00 0.00 25 EX3 839.64 841.00 1.36 839.64 0.00 841.00 0.00 0.00 0.00 26 Null2 850.00 900.00 50.00 850.00 0.00 900.00 0.00 0.00 0.00 27 OCS 835.50 841.00 5.50 835.50 0.00 841.00 0.00 0.00 0.00 Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 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 600A 34.21 0.00 839.69 2.59 0.00 8.15 837.79 0.69 0 15:58 0 00:00 0.00 0.00 2 601 34.21 0.71 840.44 3.14 0.00 6.53 837.90 0.60 0 12:05 0 00:00 0.00 0.00 3 602 33.61 0.71 841.38 3.78 0.00 5.59 838.09 0.49 0 12:05 0 00:00 0.00 0.00 4 603 23.12 0.00 842.52 4.22 0.00 2.02 838.60 0.30 0 11:57 0 00:00 0.00 0.00 5 604 21.10 0.00 843.86 4.29 0.00 0.00 839.69 0.12 0 11:57 0 11:57 0.00 0.00 6 604A 40.55 40.55 844.54 2.00 0.00 0.00 842.64 0.10 0 11:58 0 12:10 6.15 28.00 7 605 5.27 1.86 843.17 3.77 0.00 0.59 839.47 0.07 0 11:57 0 00:00 0.00 0.00 8 606 4.15 4.15 843.76 4.01 0.00 0.00 839.82 0.07 0 12:00 0 12:05 0.04 7.00 9 607 10.31 4.98 844.53 5.08 0.00 1.77 839.54 0.09 0 12:05 0 00:00 0.00 0.00 10 608 5.87 1.55 845.00 5.30 0.00 2.48 839.78 0.08 0 12:05 0 00:00 0.00 0.00 11 609 4.37 2.00 845.80 3.40 0.00 1.68 842.46 0.06 0 12:05 0 00:00 0.00 0.00 12 610 3.01 3.01 846.03 3.23 0.00 0.00 842.85 0.05 0 11:58 0 12:05 0.07 9.00 13 611A 11.81 0.00 839.69 4.09 0.00 3.36 837.43 1.83 0 16:00 0 00:00 0.00 0.00 14 612 11.82 3.43 839.69 3.94 0.00 2.04 837.46 1.71 0 16:00 0 00:00 0.00 0.00 15 613 8.42 4.40 840.88 4.18 0.00 0.78 837.63 0.93 0 11:58 0 00:00 0.00 0.00 16 614 5.59 5.59 840.53 3.43 0.00 0.00 837.78 0.68 0 11:58 0 12:10 0.23 12.00 17 616 37.81 0.00 840.26 3.51 0.00 3.13 837.66 0.91 0 12:38 0 00:00 0.00 0.00 18 617 77.12 77.12 844.50 2.50 0.00 0.00 842.14 0.14 0 12:02 0 12:15 13.42 34.00 19 621 2.02 0.00 837.09 0.69 0.00 8.31 837.09 0.69 0 00:19 0 00:00 0.00 0.00 20 622 2.02 0.00 837.60 0.75 0.00 8.19 837.60 0.75 0 00:05 0 00:00 0.00 0.00 21 623 2.05 0.00 838.53 0.83 0.00 10.60 838.53 0.83 0 00:04 0 00:00 0.00 0.00 22 624 2.02 2.02 840.05 0.55 0.00 10.98 840.02 0.52 0 00:01 0 00:00 0.00 0.00 23 EX1 6.37 6.37 840.47 2.78 0.00 0.00 838.11 0.42 0 12:01 0 12:10 0.19 13.00 24 EX2 5.21 3.34 841.14 3.05 0.00 0.80 838.39 0.30 0 11:59 0 00:00 0.00 0.00 25 EX3 2.99 2.99 841.00 1.36 0.00 0.00 839.69 0.05 0 11:59 0 12:05 0.17 11.00 26 Null2 0.00 0.00 850.00 0.00 0.00 50.00 850.00 0.00 0 00:00 0 00:00 0.00 0.00 27 OCS 7.22 0.00 839.18 3.68 0.00 1.82 836.66 1.16 0 16:00 0 00:00 0.00 0.00 Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Pipe Input Element Length Inlet Outlet Average Pipe Manning's ID Invert Invert Slope Diameter or Roughness Elevation Elevation Height (ft) (ft) (ft) (%) (in) 600A-600 52.52 837.10 836.50 1.14 30 0.013 601-600A 15.00 837.30 837.20 0.67 30 0.013 602-601 32.00 837.60 837.40 0.63 30 0.013 603-602 111.11 838.30 837.70 0.54 30 0.013 604-603 103.36 839.57 838.40 1.13 24 0.013 605-603 20.17 839.40 838.45 4.71 12 0.013 606-605 32.02 839.75 839.50 0.78 12 0.013 607-602 270.26 839.45 838.00 0.54 18 0.013 608-607 26.69 839.70 839.55 0.56 15 0.013 609-608 32.00 842.40 842.00 1.25 12 0.013 610-609 42.34 842.80 842.50 0.71 12 0.013 611A-611 16.12 835.60 835.50 0.62 24 0.013 612-611A 72.86 835.75 835.60 0.21 24 0.013 613-612 265.34 836.70 835.85 0.32 18 0.013 614-613 97.40 837.10 836.80 0.31 15 0.013 616-615 55.61 836.75 836.00 1.35 30 0.013 617-616 360.33 842.00 838.50 0.97 30 0.013 622-621 159.41 837.80 836.95 0.53 12 0.013 623-622 145.72 839.50 837.80 1.17 12 0.013 EX1-L1 107.00 837.69 836.95 0.69 12 0.013 Link-21 33.00 839.64 839.54 0.30 12 0.015 Link-22 139.55 838.09 836.86 0.88 12 0.013 Link-29 161.31 836.40 835.41 0.61 12 0.013 Link-30 60.65 836.85 836.50 0.58 12 0.013 Link-31 149.49 842.54 839.67 1.92 24 0.013 OCS-OUTFALL 36.88 835.50 835.35 0.41 12 0.013 Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Pipe Results Element Peak Design Flow Peak Flow Reported ID Flow Capacity Velocity Condition (cfs) (cfs) (ft/sec) 600A-600 34.20 43.84 8.06 SURCHARGED 601-600A 34.21 33.49 7.04 > CAPACITY 602-601 33.61 32.43 6.85 SURCHARGED 603-602 23.12 30.14 4.71 SURCHARGED 604-603 21.11 24.07 6.72 SURCHARGED 605-603 5.27 7.73 6.71 SURCHARGED 606-605 3.77 3.15 4.80 SURCHARGED 607-602 10.31 7.69 5.83 SURCHARGED 608-607 5.87 4.84 4.79 SURCHARGED 609-608 4.37 3.98 5.56 SURCHARGED 610-609 2.92 3.00 3.72 SURCHARGED 611A-611 11.78 17.82 4.03 SURCHARGED 612-611A 11.81 10.26 3.78 SURCHARGED 613-612 8.42 5.95 4.77 SURCHARGED 614-613 4.67 3.59 3.80 SURCHARGED 616-615 37.70 47.63 8.60 SURCHARGED 617-616 37.81 40.43 8.65 Calculated 622-621 2.02 2.60 3.55 Calculated 623-622 2.05 3.85 4.65 Calculated EX1-L1 4.95 2.96 6.37 SURCHARGED Link-21 2.68 1.70 3.58 SURCHARGED Link-22 4.84 3.34 6.27 SURCHARGED Link-29 2.02 2.79 3.76 Calculated Link-30 2.02 2.71 3.56 Calculated Link-31 21.10 31.35 7.30 SURCHARGED OCS-OUTFALL 7.22 2.27 9.19 SURCHARGED Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Storage Nodes Storage Node : L1 Input Data 835.50 841.00 5.50 835.50 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : LAKE1 Stage Storage Storage Area Volume (ft) (ft²) (ft³) 0 111741.3211 0.000 1 111741.3211 111741.32 2 111741.3211 223482.64 3 111741.3211 335223.96 4 125514.3762 453851.81 4.5 132543 518366.15 Evaporation Loss ........................................................................... Invert Elevation (ft) ........................................................................ Max (Rim) Elevation (ft) ................................................................. Max (Rim) Offset (ft) ...................................................................... Initial Water Elevation (ft) .............................................................. Initial Water Depth (ft) ................................................................... Ponded Area (ft²) ........................................................................... Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Analysis Performed by Kimley-Horn 100-YR Rainfall Event 10/15/2024 Storage Node : L1 (continued) Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 100-YR_ONSITE Bottom Rectangular No 24.00 24.00 837.70 0.63 2 10-YEAR_ONSITE Side CIRCULAR No 6.00 835.50 0.61 Output Summary Results 141.56 48.78 7.22 0.00 839.69 4.19 837.41 1.91 0 16:00 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) .................................................... Analysis Performed by Kimley-Horn 10-Year Rainfall Event - ONSITE ONLY 10/15/2024 Project Description Asherwood South SSA REV1.SPF Project Options CFS Elevation SCS TR-55 User-Defined Hydrodynamic YES NO Analysis Options Jul 21, 2023 00:00:00 Jul 24, 2023 00:00:00 Jul 21, 2023 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 1 seconds Number of Elements Qty 1 19 30 27 2 0 0 1 28 0 26 0 2 0 0 0 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series 10 Cumulative inches Indiana Hamilton 10 3.83 SCS Type II 24-hr Outlets ..................................................... Pollutants ......................................................... Land Uses ........................................................ 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 ........................................ Analysis Performed by Kimley-Horn 10-Year Rainfall Event - ONSITE ONLY 10/15/2024 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 600A L1 52.52 837.10 836.50 1.14 30 0.013 23.91 43.84 7.50 Calculated 601 600A 15.00 837.30 837.20 0.67 30 0.013 23.91 33.49 5.71 Calculated 602 601 32.00 837.60 837.40 0.63 30 0.013 23.76 32.43 4.96 Calculated 603 602 111.11 838.30 837.70 0.54 30 0.013 20.21 30.14 4.22 Calculated 604 603 103.36 839.57 838.40 1.13 24 0.013 18.07 24.07 5.75 SURCHARGED 605 603 20.17 839.40 838.45 4.71 12 0.013 3.14 7.73 4.00 SURCHARGED 606 605 32.02 839.75 839.50 0.78 12 0.013 2.16 3.15 3.59 SURCHARGED 607 602 270.26 839.45 838.00 0.54 18 0.013 4.16 7.69 2.92 Calculated 608 607 26.69 839.70 839.55 0.56 15 0.013 3.43 4.84 3.81 Calculated 609 608 32.00 842.40 842.00 1.25 12 0.013 2.69 3.98 4.73 Calculated 610 609 42.34 842.80 842.50 0.71 12 0.013 1.56 3.00 3.28 Calculated 611A L1 16.12 835.60 835.50 0.62 24 0.013 6.94 17.82 6.15 Calculated 612 611A 72.86 835.75 835.60 0.21 24 0.013 6.95 10.26 3.67 Calculated 613 612 265.34 836.70 835.85 0.32 18 0.013 5.16 5.95 3.40 Calculated 614 613 97.40 837.10 836.80 0.31 15 0.013 2.90 3.59 2.60 Calculated 616 L1 55.61 836.75 836.00 1.35 30 0.013 0.00 47.63 0.00 Calculated 617 616 360.33 842.00 838.50 0.97 30 0.013 0.00 40.43 0.00 Calculated 623 622 159.41 837.80 836.95 0.53 12 0.013 2.02 2.60 3.55 Calculated 624 623 145.72 839.50 837.80 1.17 12 0.013 2.05 3.85 4.65 Calculated EX1 L1 107.00 837.69 836.95 0.69 12 0.013 0.00 2.96 0.00 Calculated EX3 EX2 33.00 839.64 839.54 0.30 12 0.015 1.55 1.70 2.91 Calculated EX2 L1 139.55 838.09 836.86 0.88 12 0.013 3.18 3.34 4.52 Calculated 621 EX.2 161.31 836.40 835.41 0.61 12 0.013 2.02 2.79 3.76 Calculated 622 621 60.65 836.85 836.50 0.58 12 0.013 2.02 2.71 3.56 Calculated 604A 604 149.49 842.54 839.67 1.92 24 0.013 18.02 31.35 7.31 Calculated OCS OUTFALL 36.88 835.50 835.35 0.41 12 0.013 0.94 2.27 2.69 Calculated L1 OCS 835.50 835.50 24 0.00 L1 OCS 835.50 835.50 6 0.94 Analysis Performed by Kimley-Horn 10-Year Rainfall Event - ONSITE ONLY 10/15/2024 Storage Nodes Storage Node : L1 Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 100-YR_ONSITE Bottom Rectangular No 24.00 24.00 837.70 0.63 2 10-YEAR_ONSITE Side CIRCULAR No 6.00 835.50 0.61 Output Summary Results 58.50 25.64 0.94 0.00 836.96 1.46 836.33 0.83 0 21:48 0.000 0 0 0.00Total Retention Time (sec) ....................................................... 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) ................................................... Total Time Flooded (min) ......................................................... Peak Inflow (cfs) ....................................................................... Peak Lateral Inflow (cfs) ........................................................... Peak Outflow (cfs) .................................................................... Peak Exfiltration Flow Rate (cfm) ............................................. Max HGL Elevation Attained (ft) ............................................... Max HGL Depth Attained (ft) .................................................... Analysis Performed by Kimley-Horn 100-Year Rainfall Event - ONSITE ONLY 10/15/2024 Project Description Asherwood South SSA REV1.SPF Project Options CFS Elevation SCS TR-55 User-Defined Hydrodynamic YES NO Analysis Options Jul 21, 2023 00:00:00 Jul 24, 2023 00:00:00 Jul 21, 2023 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 1 seconds Number of Elements Qty 1 19 30 27 2 0 0 1 28 0 26 0 2 0 0 0 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series 100 Cumulative inches Indiana Hamilton 100 6.46 SCS Type II 24-hr Outlets ..................................................... Pollutants ......................................................... Land Uses ........................................................ 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 ........................................ Analysis Performed by Kimley-Horn 100-Year Rainfall Event - ONSITE ONLY 10/15/2024 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 600A L1 52.52 837.10 836.50 1.14 30 0.013 32.85 43.84 8.03 Calculated 601 600A 15.00 837.30 837.20 0.67 30 0.013 32.86 33.49 6.89 Calculated 602 601 32.00 837.60 837.40 0.63 30 0.013 32.26 32.43 6.57 SURCHARGED 603 602 111.11 838.30 837.70 0.54 30 0.013 23.75 30.14 4.84 SURCHARGED 604 603 103.36 839.57 838.40 1.13 24 0.013 21.42 24.07 6.82 SURCHARGED 605 603 20.17 839.40 838.45 4.71 12 0.013 5.47 7.73 6.96 SURCHARGED 606 605 32.02 839.75 839.50 0.78 12 0.013 3.91 3.15 4.97 SURCHARGED 607 602 270.26 839.45 838.00 0.54 18 0.013 8.12 7.69 4.59 SURCHARGED 608 607 26.69 839.70 839.55 0.56 15 0.013 6.35 4.84 5.17 SURCHARGED 609 608 32.00 842.40 842.00 1.25 12 0.013 5.01 3.98 6.38 SURCHARGED 610 609 42.34 842.80 842.50 0.71 12 0.013 3.01 3.00 3.84 SURCHARGED 611A L1 16.12 835.60 835.50 0.62 24 0.013 12.00 17.82 5.72 SURCHARGED 612 611A 72.86 835.75 835.60 0.21 24 0.013 12.06 10.26 4.18 SURCHARGED 613 612 265.34 836.70 835.85 0.32 18 0.013 8.71 5.95 4.93 SURCHARGED 614 613 97.40 837.10 836.80 0.31 15 0.013 4.80 3.59 3.91 SURCHARGED 616 L1 55.61 836.75 836.00 1.35 30 0.013 0.06 47.63 0.12 Calculated 617 616 360.33 842.00 838.50 0.97 30 0.013 0.00 40.43 0.00 Calculated 623 622 159.41 837.80 836.95 0.53 12 0.013 2.02 2.60 3.55 Calculated 624 623 145.72 839.50 837.80 1.17 12 0.013 2.05 3.85 4.65 Calculated EX1 L1 107.00 837.69 836.95 0.69 12 0.013 0.01 2.96 0.03 Calculated EX3 EX2 33.00 839.64 839.54 0.30 12 0.015 2.68 1.70 3.58 SURCHARGED EX2 L1 139.55 838.09 836.86 0.88 12 0.013 4.84 3.34 6.27 > CAPACITY 621 EX.2 161.31 836.40 835.41 0.61 12 0.013 2.02 2.79 3.76 Calculated 622 621 60.65 836.85 836.50 0.58 12 0.013 2.02 2.71 3.56 Calculated 604A 604 149.49 842.54 839.67 1.92 24 0.013 21.42 31.35 7.31 SURCHARGED OCS OUTFALL 36.88 835.50 835.35 0.41 12 0.013 4.26 2.27 5.58 > CAPACITY L1 OCS 835.50 835.50 24 3.43 L1 OCS 835.50 835.50 6 1.23 Analysis Performed by Kimley-Horn 100-Year Rainfall Event - ONSITE ONLY 10/15/2024 Storage Nodes Storage Node : L1 Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 100-YR_ONSITE Bottom Rectangular No 24.00 24.00 837.70 0.63 2 10-YEAR_ONSITE Side CIRCULAR No 6.00 835.50 0.61 Output Summary Results 98.44 48.78 4.26 0.00 837.96 2.46 836.89 1.39 0 15:06 0.000 0 0 0.00Total Retention Time (sec) ....................................................... 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) ................................................... Total Time Flooded (min) ......................................................... Peak Inflow (cfs) ....................................................................... Peak Lateral Inflow (cfs) ........................................................... Peak Outflow (cfs) .................................................................... Peak Exfiltration Flow Rate (cfm) ............................................. Max HGL Elevation Attained (ft) ............................................... Max HGL Depth Attained (ft) .................................................... © 2024 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS 47 42 43 45 44 46 © AS H E R W O O D SO U T H NORTH PO S T D E V E L O P E D BA S I N M A P Asherwood South Page 9 Kimley-Horn Project 170218003 Appendix D: Proposed Pipe Sizing Calculations and Basin Map Asherwood South Weighted CN Calculation Site Soil Breakdown: 53.4% Group C, 46.6% Group D, adjusted to be 100% Group D for all disturbed areas, unless otherwise noted. Runoff Curve Numbers Used for Calculation (per NRCS) Cover Type Hydrologic Condition A B C D Open Space Good 39 61 74 80 Woods Good 30 55 70 77 Impervious Paved 98 98 98 98 Water Pond or Lake 100 100 100 100 Preservation Areas: 1.26 Acres – 0.40 Ac Open Space, Good Cover (31.7%), 0.86 Ac Wooded, Good Cover (68.3%) Note: For this calculation, Soil Hydrologic Groups do not need to be altered because the area is considered as undisturbed and protected in a preservation easement, and will remain as 53.4% Group C & 46.6% Group D. 0.317൫(0.534 ∗ 74 )+(0.466 ∗ 80 )൯ + 0.683൫(0.534 ∗ 70 )+(0.466 ∗ 77 )൯ = 74.4 →𝟕𝟒 Lot Areas: 6.50 Acres – 45% Impervious Lot Coverage, 55% Open Space (100% Group D) (0.55 ∗ 80 )+(0.45 ∗ 98 )= 88.1 →𝟖𝟖 Open Space Areas: 5.14 Acres – 2.57 Ac Water (50.0%), 2.57 Ac Open Space, Good Cover (50.0%) (0.5 ∗ 80 )+(0.5 ∗ 100 )= 90.0 →𝟗𝟎 R/W Areas: 1.04 Acres – 0.78 Ac Impervious, Paved (75.0%), 0.26 Ac Open Space, Good Cover (25.0%) (0.25 ∗ 80) + (0.75 ∗ 98 )= 93.5 →𝟗𝟒 Overall Weighted CN: 13.94 Acres – 1.26 Ac Preservation Areas (9.0%), 6.50 Ac Lot Areas (46.6%), 5.14 Ac Open Space Areas (36.9%), 1.04 Ac R/W Areas (7.5%) 0.09(74)+ 0.466 (88)+ 0.369 (90)+ 0.075 (94)= 86.3 →𝟖𝟖 ∴ An overall weighted Curve Number of 88 will be used for all basins in any applicable drainage analysis for this project. PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 53.4% D 46.6% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Fully Developed Impervious Gravel 0.85 90 91 Fully Developed Residential 1/8 Acre Lots 0.45 91 92 Fully Developed Residential 1/4 Acre Lots 0.45 85 87 Fully Developed Residential 1 Acre Lots 0.35 81 84 Fully Developed Impervious Paved 0.95 98 98 Fully Developed Open Space Good Condition (>75% Cover)0.30 77 80 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Residential - 1 Acre Lots Impervious - Gravel Residential - 1/4 Acre Lots Residential - 1/8 Acre Lots Impervious - Paved Open Space - Good Condition (>75% Cover) Water - Pond or Lake Total Actual Soil Group Next Less Impervious Soil Group 601 - - - - 0.07 0.02 - 0.09 0.81 93 94 602 - - - - 0.07 0.02 - 0.09 0.81 93 94 604 - - - - - - - 7.29 - 86 88 605 - - - - 0.19 0.06 - 0.25 0.79 93 94 606 - - - - - - - 0.65 - 86 88 607 - - - - - - - 0.30 - 86 88 608 - - - - 0.16 0.04 - 0.20 0.82 94 94 609 - - - - 0.23 0.05 - 0.28 0.83 94 95 610 - - - - - - - 0.52 - 86 88 612 - - - - - - - 0.61 - 86 88 613 - - - - - - - 0.76 - 86 88 614 - - - - - - - 0.97 - 86 88 EX2 - - - - 0.15 0.39 - 0.54 0.48 83 85 EX3 - - - - 0.19 0.27 - 0.46 0.57 86 87 L1 - - - - - - - 8.60 - 86 88 OFF 3 - - - - 0.20 1.12 - 1.32 0.40 80 83 OFF 5 21.31 - - - - - - 21.31 0.35 81 84 OFF 607 - - - - 0.11 0.54 - 0.65 0.41 81 83 OFF 7 - - - - 0.27 1.15 - 1.42 0.42 81 83 Cover Type Condition Soil Group Weighted CN Basin Area (ac) Weighted C Asherwood South GPB 15-Oct-24 Site Soil PROJECT:Asherwood South BY:GPB DATE:10/15/2024 TIME OF CONCENTRATION CALCULATION POST PROJECT WATERSHED CONDITIONS (ICPR) TR-55 Methodology SHEET FLOW SHALLOW CONCENTRATED FLOW OPEN CHANNEL / PIPE FLOW TOTAL Tc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4) Tc = L / 60*V Tc = L / 60*V 2-year/24-hr Rainfall Depth (in.) =2.66 V = (1.49/n)*R^(2/3)*s^(1/2) Basin Length Condition Slope Manning's Tc1 Length Condition Vavg Tc2 Length Width Vavg Tc3 TcTOTAL * VIA Assumed Tc (ft) (ft/ft) "n" (min) (ft)TR-55 Fig. 3-1 (ft/s) (min) (ft) (ft) (ft/s) (min) (min) - (min) 601 30 Grass 0.0100 0.150 5.4 110 Gutter/Swale 2.00 0.9 -2.50 - 6.3 - - 602 30 Grass 0.0100 0.150 5.4 110 Gutter/Swale 2.00 0.9 -2.50 - 6.3 - - 604 100 Grass 0.0100 0.150 14.2 1220 Gutter/Swale 2.00 10.2 -2.50 - 24.3 - - 605 30 Grass 0.0100 0.150 5.4 255 Gutter/Swale 2.00 2.1 -2.50 - 7.5 - - 606 80 Grass 0.0100 0.150 11.9 75 Gutter/Swale 2.00 0.6 -2.50 - 12.5 - - 607 100 Grass 0.0100 0.150 14.2 70 Gutter/Swale 2.00 0.6 -2.50 - 14.8 - - 608 30 Grass 0.0100 0.150 5.4 130 Gutter/Swale 2.00 1.1 -2.50 - 6.5 - - 609 50 Grass 0.0100 0.150 8.1 70 Gutter/Swale 2.00 0.6 -2.50 - 8.7 - - 610 100 Grass 0.0100 0.150 14.2 125 Gutter/Swale 2.00 1.0 -2.50 - 15.2 - - 612 100 Grass 0.0100 0.150 14.2 245 Gutter/Swale 2.00 2.0 -2.50 - 16.2 - - 613 100 Grass 0.0100 0.150 14.2 140 Gutter/Swale 2.00 1.2 -2.50 - 15.3 - - 614 100 Grass 0.0100 0.150 14.2 165 Gutter/Swale 2.00 1.4 -2.50 - 15.6 - - EX2 50 Grass 0.0100 0.150 8.1 350 Gutter/Swale 2.00 2.9 -2.50 - 11.1 - - EX3 35 Grass 0.0100 0.150 6.1 285 Gutter/Swale 2.00 2.4 -2.50 - 8.5 - - L1 85 Grass 0.0100 0.150 12.5 400 Gutter/Swale 2.00 3.3 -2.50 - 15.8 - - OFF 3 100 Grass 0.0100 0.150 14.2 290 Gutter/Swale 2.00 2.4 -2.50 - 16.6 - - OFF 5 100 Grass 0.0100 0.150 14.2 2125 Gutter/Swale 2.00 17.7 -2.50 - 31.9 - - OFF 607 100 Grass 0.0100 0.150 14.2 200 Gutter/Swale 2.00 1.7 -2.50 - 15.8 - - OFF 7 100 Grass 0.0100 0.150 14.2 1330 Gutter/Swale 2.00 11.1 -2.50 - 25.3 - - K:\IND_LDEV\170218004 Asherwood South_Carmel_IN_CPs\1 Design\Drainage\Drainage Report Rev_0\Drainage Calculations\Asherwood South Drainage Calcs.xlsx Asherwood South 10 Year Storm Pipe Sizing 10/15/2024 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage-01 Time Series 10 Cumulative inches Indiana Hamilton 10 3.83 SCS Type II 24-hr Page 1 Asherwood South 10 Year Storm Pipe Sizing 10/15/2024 Subbasin Summary Subbasin Area Peak Rate Weighted Total Total Total Peak Time of ID Factor Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac-in) (cfs) (days mm) Sub-601 0.09 484.00 94.00 3.83 3.15 0.28 0.41 0 00:06:18 Sub-602 0.09 484.00 94.00 3.83 3.15 0.28 0.41 0 00:06:18 Sub-604 7.29 484.00 88.00 3.83 2.57 18.74 18.57 0 00:24:18 Sub-605 0.25 484.00 94.00 3.83 3.16 0.79 1.10 0 00:07:30 Sub-606 0.65 484.00 88.00 3.83 2.57 1.67 2.17 0 00:12:30 Sub-607 0.30 484.00 88.00 3.83 2.57 0.77 0.95 0 00:14:48 Sub-608 0.20 484.00 94.00 3.83 3.16 0.63 0.90 0 00:06:30 Sub-609 0.28 484.00 95.00 3.83 3.26 0.91 1.22 0 00:08:42 Sub-610 0.52 484.00 88.00 3.83 2.57 1.34 1.63 0 00:15:12 Sub-612 0.61 484.00 88.00 3.83 2.57 1.57 1.86 0 00:16:12 Sub-613 0.76 484.00 88.00 3.83 2.57 1.95 2.38 0 00:15:18 Sub-614 0.97 484.00 88.00 3.83 2.57 2.49 3.02 0 00:15:36 Sub-EX2 0.54 484.00 85.00 3.83 2.31 1.25 1.67 0 00:11:06 Sub-EX3 0.46 484.00 87.00 3.83 2.48 1.14 1.63 0 00:08:30 Sub-L1 8.60 484.00 88.00 3.83 2.57 22.11 26.61 0 00:15:48 Sub-OFF3 1.32 484.00 80.00 3.83 1.90 2.51 2.99 0 00:16:36 Sub-OFF5 21.31 484.00 81.00 3.83 1.98 42.17 35.81 0 00:31:54 Sub-OFF607 0.65 484.00 81.00 3.83 1.98 1.29 1.58 0 00:15:48 Sub-OFF7 1.42 484.00 81.00 3.83 1.98 2.81 2.74 0 00:25:18 Page 2 Asherwood South 10 Year Storm Pipe Sizing 10/15/2024 Node Summary Element Invert Ground/Rim Max HGL ID Elevation (Max) Elevation Elevation Attained (ft) (ft) (ft) 600A 837.10 847.84 838.97 601 837.30 846.98 839.21 602 837.60 846.98 839.41 603 838.30 844.55 839.93 604 839.57 843.86 841.00 604A 842.54 844.54 843.73 605 839.40 843.76 840.11 606 839.75 843.76 840.36 607 839.45 846.30 840.43 608 839.70 847.48 842.60 609 842.40 847.48 843.01 610 842.80 846.03 843.31 611A 835.60 843.04 836.81 612 835.75 841.72 836.96 613 836.70 841.67 837.78 614 837.10 840.53 837.95 616 836.75 843.38 840.30 617 842.00 844.50 843.80 621 836.40 845.40 837.14 622 836.85 845.79 837.61 623 837.70 849.13 838.46 624 839.50 851.04 840.01 EX1 837.69 840.47 838.51 EX2 838.09 841.94 840.29 EX3 839.64 841.00 840.39 Null2 850.00 900.00 850.00 OCS 835.50 841.00 841.00 EX.2 835.31 836.04 OUTFALL 831.63 836.35 L1 835.50 841.00 837.92 Page 3 Asherwood South 10 Year Storm Pipe Sizing 10/15/2024 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 600A L1 52.52 837.10 836.50 1.14 30 0.013 28.39 43.84 9.50 Calculated 601 600A 15.00 837.30 837.20 0.67 30 0.013 28.40 33.49 7.65 Calculated 602 601 32.00 837.60 837.40 0.63 30 0.013 28.24 32.43 7.44 Calculated 603 602 111.11 838.30 837.70 0.54 30 0.013 22.91 30.14 6.76 Calculated 604 603 103.36 839.57 838.40 1.13 24 0.013 20.69 24.07 8.63 Calculated 605 603 20.17 839.40 838.45 4.71 12 0.013 3.14 7.73 9.34 Calculated 606 605 32.02 839.75 839.50 0.78 12 0.013 2.16 3.15 4.32 Calculated 607 602 270.26 839.45 838.00 0.54 18 0.013 5.81 7.69 4.81 Calculated 608 607 26.69 839.70 839.55 0.56 15 0.013 3.45 4.84 4.29 Calculated 609 608 32.00 842.40 842.00 1.25 12 0.013 2.70 3.98 5.45 Calculated 610 609 42.34 842.80 842.50 0.71 12 0.013 1.56 3.00 3.85 Calculated 611A L1 16.12 835.60 835.50 0.62 24 0.013 6.97 17.82 5.32 Calculated 612 611A 72.86 835.75 835.60 0.21 24 0.013 6.97 10.26 3.51 Calculated 613 612 265.34 836.70 835.85 0.32 18 0.013 5.18 5.95 3.86 Calculated 614 613 97.40 837.10 836.80 0.31 15 0.013 2.90 3.59 3.28 Calculated 616 L1 55.61 836.75 836.00 1.35 30 0.013 35.10 47.63 10.61 Calculated 617 616 360.33 842.00 838.50 0.97 30 0.013 35.10 40.43 9.31 Calculated 623 622 159.41 837.80 836.95 0.53 12 0.013 2.02 2.60 3.66 Calculated 624 623 145.72 839.50 837.80 1.17 12 0.013 2.02 3.85 4.96 Calculated EX1 L1 107.00 837.69 836.95 0.69 12 0.013 2.95 2.96 4.34 Calculated EX3 EX2 33.00 839.64 839.54 0.30 12 0.015 1.56 1.70 2.46 Calculated EX2 L1 139.55 838.09 836.86 0.88 12 0.013 3.22 3.34 4.89 Calculated 621 EX.2 161.31 836.40 835.41 0.61 12 0.013 2.02 2.79 3.87 Calculated 622 621 60.65 836.85 836.50 0.58 12 0.013 2.02 2.71 3.78 Calculated 604A 604 149.49 842.54 839.67 1.92 24 0.013 20.69 31.35 10.67 Calculated OCS OUTFALL 36.88 835.50 835.35 0.41 12 0.013 2.46 2.27 3.40 SURCHARGED L1 OCS 835.50 835.50 24 2.70 L1 OCS 835.50 835.50 6 1.42 Page 4 © 2024 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS 47 42 43 45 44 46 © AS H E R W O O D SO U T H NORTH PO S T D E V E L O P E D BA S I N M A P Asherwood South Page 10 Kimley-Horn Project 170218003 Appendix E: Miscellaneous Calculations 170218004 Asherwood South DATE:10/15/2024 10 Structure ID 10-YR Peak Discharge (cfs) Grate Inlet Type Max Ponding Depth H (ft) Entrance Grate Area A (sf) Entrance Perimeter P (ft) Entrance Loss Coefficient C Gutter Spread (ft)Combined Gutter Spread Clear Lane Width 601 0.41 R-3501-TR/TL Single 0.15 0.70 2.30 0.61 2.51 602 0.41 R-3501-TR/TL Single 0.15 0.70 2.30 0.61 2.51 605 1.10 R-3501-TR/TL Double 0.19 0.70 2.30 0.61 4.10 606 2.17 R-3501-TR/TL Double 0.29 0.70 2.30 0.61 9.20 608 0.90 R-3501-TR/TL Single 0.26 0.70 2.30 0.61 7.56 609 1.22 R-3501-TR/TL Single 0.32 0.70 2.30 0.61 10.34 1)Runoff = CIA 2)Grate Capacity Lesser of Q=3.3*P*H3/2 & Q=0.6*A*(2*32.2*H)1/2 3)Inlets are depressed 0.1' 4) Inlet Capacity Open Area* (sf) Entrance Perimeter* (ft) 50% Open Area (sf) 50% Entrance Perimeter* (ft) Neenah R-3501-TR/TL 1.40 4.60 0.70 2.30 Neenah R-3501-TR/TL 2.80 6.40 1.40 3.20 Neenah R-3501-L2 1.30 3.70 0.65 1.85 Neenah R-3501-R 2.60 5.50 1.30 2.75 -- -- - *Open Area & Entrance Perimeter values obtained from Neenah 4) Max Ponding Depth for Road Inlets at a Sag INLET CAPACITY CALCULATIONS 5.03 24.97 13.30 16.70 17.90 12.10 Road Curb Inlet Double Road Curb Inlet Required Clear Lane Width (ft) 2.08%12.0 Width of Each Curb (ft) 1.0 CombinedA llowable Spread (ft) 18.0 Road Cross- sectional Slope Road Curb Inlet Road Curb Inlet Width of Road (ft)32.0 170218004 Asherwood South DATE:10/15/2024 10 Structure ID 10-YR Peak Discharge (cfs) Grate Max Ponding Depth H (ft) Entrance Grate Area A (sf) Entrance Perimeter P (ft) Entrance Loss Coefficient C 604A 21.31 FES ---- 607 2.53 R-4215-C 0.28 1.65 5.65 0.61 610 1.63 R-4215-C 0.21 1.65 5.65 0.61 612 1.86 R-4215-C 0.23 1.65 5.65 0.61 613 2.38 R-4215-C 0.27 1.65 5.65 0.61 614 3.02 R-4215-C 0.32 1.65 5.65 0.61 Notes 1)Runoff = CIA 2)Grate Capacity Lesser of Q=3.3*P*H3/2 & Q=0.6*A*(2*32.2*H)1/2 3)Inlet Capacity Open Area* (sf) Entrance Perimeter* (ft) 50% Open Area (sf) 50% Entrance Perimeter* (ft) Neenah R-4215-C 3.30 11.30 1.65 5.65 FES - -- - EX. STR - -- - *Open Area & Entrance Perimeter values obtained from Neenah YARD INLET CAPACITY CALCULATIONS Yard Inlet Flared End Section Existing Structure Swale to Str 604 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.030Roughness Coefficient %1.000Channel Slope H:V3.000Left Side Slope H:V3.000Right Side Slope ft6.00Bottom Width cfs21.31Discharge Results ft0.8Normal Depth ft²6.2Flow Area ft10.8Wetted Perimeter ft0.6Hydraulic Radius ft10.51Top Width ft0.7Critical Depth %1.674Critical Slope ft/s3.43Velocity ft0.18Velocity Head ft0.94Specific Energy 0.788Froude Number SubcriticalFlow Type GVF Input Data ft0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data ft0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity ft0.8Normal Depth ft0.7Critical Depth %1.000Channel Slope %1.674Critical Slope Page 1 of 627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSwale Calcs.fm8 Swale to Str 607 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.030Roughness Coefficient %1.000Channel Slope H:V3.000Left Side Slope H:V3.000Right Side Slope ft6.00Bottom Width cfs2.53Discharge Results ft0.2Normal Depth ft²1.5Flow Area ft7.4Wetted Perimeter ft0.2Hydraulic Radius ft7.34Top Width ft0.2Critical Depth %2.445Critical Slope ft/s1.70Velocity ft0.04Velocity Head ft0.27Specific Energy 0.665Froude Number SubcriticalFlow Type GVF Input Data ft0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data ft0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity ft0.2Normal Depth ft0.2Critical Depth %1.000Channel Slope %2.445Critical Slope Page 2 of 627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSwale Calcs.fm8 Swale to Str 610 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.030Roughness Coefficient %1.000Channel Slope H:V3.000Left Side Slope H:V3.000Right Side Slope ft6.00Bottom Width cfs1.63Discharge Results ft0.2Normal Depth ft²1.1Flow Area ft7.1Wetted Perimeter ft0.2Hydraulic Radius ft7.03Top Width ft0.1Critical Depth %2.667Critical Slope ft/s1.45Velocity ft0.03Velocity Head ft0.21Specific Energy 0.640Froude Number SubcriticalFlow Type GVF Input Data ft0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data ft0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity ft0.2Normal Depth ft0.1Critical Depth %1.000Channel Slope %2.667Critical Slope Page 3 of 627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSwale Calcs.fm8 Swale to Str 612 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.030Roughness Coefficient %1.000Channel Slope H:V3.000Left Side Slope H:V3.000Right Side Slope ft6.00Bottom Width cfs1.86Discharge Results ft0.2Normal Depth ft²1.2Flow Area ft7.2Wetted Perimeter ft0.2Hydraulic Radius ft7.12Top Width ft0.1Critical Depth %2.599Critical Slope ft/s1.52Velocity ft0.04Velocity Head ft0.22Specific Energy 0.647Froude Number SubcriticalFlow Type GVF Input Data ft0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data ft0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity ft0.2Normal Depth ft0.1Critical Depth %1.000Channel Slope %2.599Critical Slope Page 4 of 627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSwale Calcs.fm8 Swale to Str 613 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.030Roughness Coefficient %1.000Channel Slope H:V3.000Left Side Slope H:V3.000Right Side Slope ft6.00Bottom Width cfs2.38Discharge Results ft0.2Normal Depth ft²1.4Flow Area ft7.4Wetted Perimeter ft0.2Hydraulic Radius ft7.29Top Width ft0.2Critical Depth %2.475Critical Slope ft/s1.66Velocity ft0.04Velocity Head ft0.26Specific Energy 0.661Froude Number SubcriticalFlow Type GVF Input Data ft0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data ft0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity ft0.2Normal Depth ft0.2Critical Depth %1.000Channel Slope %2.475Critical Slope Page 5 of 627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSwale Calcs.fm8 Swale to Str 614 Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.030Roughness Coefficient %1.000Channel Slope H:V3.000Left Side Slope H:V3.000Right Side Slope ft6.00Bottom Width cfs3.02Discharge Results ft0.2Normal Depth ft²1.7Flow Area ft7.6Wetted Perimeter ft0.2Hydraulic Radius ft7.48Top Width ft0.2Critical Depth %2.364Critical Slope ft/s1.81Velocity ft0.05Velocity Head ft0.30Specific Energy 0.676Froude Number SubcriticalFlow Type GVF Input Data ft0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data ft0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity ft0.2Normal Depth ft0.2Critical Depth %1.000Channel Slope %2.364Critical Slope Page 6 of 627 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterSwale Calcs.fm8 Existing 36" Project Description Manning FormulaFriction Method Full Flow CapacitySolve For Input Data 0.013Roughness Coefficient %0.300Channel Slope in36.0Normal Depth in36.0Diameter cfs36.53Discharge Results cfs36.53Discharge in36.0Normal Depth ft²7.1Flow Area ft9.4Wetted Perimeter in9.0Hydraulic Radius ft0.00Top Width in23.6Critical Depth %100.0Percent Full %0.512Critical Slope ft/s5.17Velocity ft0.42Velocity Head ft3.42Specific Energy (N/A)Froude Number cfs39.30Maximum Discharge cfs36.53Discharge Full %0.300Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in36.0Normal Depth in23.6Critical Depth %0.300Channel Slope %0.512Critical Slope Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/12/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterExisting Pipe Flow Calcs.fm8 Worksheet for Proposed 617-615 Project Description Manning FormulaFriction Method Full Flow CapacitySolve For Input Data 0.013Roughness Coefficient %1.350Channel Slope in30.0Normal Depth in30.0Diameter cfs47.66Discharge Results cfs47.66Discharge in30.0Normal Depth ft²4.9Flow Area ft7.9Wetted Perimeter in7.5Hydraulic Radius ft0.00Top Width in27.2Critical Depth %100.0Percent Full %1.182Critical Slope ft/s9.71Velocity ft1.46Velocity Head ft3.96Specific Energy (N/A)Froude Number cfs51.26Maximum Discharge cfs47.66Discharge Full %1.350Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %100.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in30.0Normal Depth in27.2Critical Depth %1.350Channel Slope %1.182Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/13/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterExisting Pipe Flow Calcs.fm8 170218004 Asherwood South DATE:4/10/2024 WQv = (P) (Rv) (A) / 12 Where: WQv = water quality volume for each site's outlet (acre-ft) P = 1 inch Rv = volumetric runoff coefficient A = area in acres Rv = 0.05 + 0.009 (I) Where "I" is the percent impervious cover Lake 1 20.15 9.07 0.46 0.76 835.80 Lake 1 Stage Area Incr. Vol. (ac-ft)Vol. (ac-ft) Notes 835.50 2.57 0.00 0.00 Normal Pool 837.00 2.57 3.86 3.86 838.00 2.57 2.57 6.43 840.00 2.88 5.45 11.88 Top of Pond Orifice Diameter (in) Orifice Area, A (ft2) Time Staging Depth Q Initial WQ Volume Remaining WQ Volume (hr) (ft) (ft) (cfs)(ft3)(ft3) 1 835.80 0.30 0.24 33281 32415 2 835.79 0.29 0.24 32415 31560 3 835.79 0.29 0.24 31560 30705 4 835.79 0.29 0.24 30705 29851 5 835.79 0.29 0.24 29851 28997 6 835.79 0.29 0.24 28997 28143 7 835.79 0.29 0.24 28143 27290 8 835.79 0.29 0.24 27290 26437 9 835.79 0.29 0.24 26437 25585 10 835.79 0.29 0.24 25585 24733 11 835.79 0.29 0.24 24733 23881 12 835.79 0.29 0.24 23881 23030 30.80% 13 835.79 0.29 0.24 23030 22179 14 835.79 0.29 0.24 22179 21329 15 835.79 0.29 0.24 21329 20480 16 835.79 0.29 0.24 20480 19631 17 835.78 0.28 0.24 19631 18783 18 835.78 0.28 0.24 18783 17936 19 835.78 0.28 0.24 17936 17090 20 835.78 0.28 0.23 17090 16244 21 835.78 0.28 0.23 16244 15400 22 835.78 0.28 0.23 15400 14557 23 835.78 0.28 0.23 14557 13715 24 835.78 0.28 0.23 13715 12874 25 835.78 0.28 0.23 12874 12035 26 835.78 0.28 0.23 12035 11197 27 835.78 0.28 0.23 11197 10362 28 835.78 0.28 0.23 10362 9529 29 835.77 0.27 0.23 9529 8698 30 835.77 0.27 0.23 8698 7871 31 835.77 0.27 0.23 7871 7047 32 835.77 0.27 0.23 7047 6227 33 835.76 0.26 0.23 6227 5413 34 835.76 0.26 0.22 5413 4606 35 835.75 0.25 0.22 4606 3807 36 835.75 0.25 0.22 3807 3019 90.93% Proposed Stormwater Quality Calculations Water Quality Volume Drainage Area A (ac) Impervious Cover (ac)Rv WQv (ac-ft) WQv Elevation Notes Minimum 6" orifice used 4.1 Q = 0.6A(2gh)0.5 0.092 Description:Asherwood South, Lake 1 Date:10/15/24 *Emergency spillway must carry the peak 100 yr flow rate to the pond 141.56 (From ICPR output) 176.95 3.00 176.95 100.00 0.70 100 yr Flood Elev. =839.55 839.70 840.40 840.70 Cweir = Q = L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF 100 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE Weir Formula→ Q=Cweir*(L)*H3/2 PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information Peak inflow to Pond 125% of Peak inflow © 2024 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS 47 42 43 45 44 46 © AS H E R W O O D SO U T H NORTH PO S T D E V E L O P E D BA S I N M A P Asherwood South 1"-24 HR Rainfall Event 10/15/2024 Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Reported (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Condition Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) 600A L1 52.52 837.10 836.50 1.14 30 0.013 2.33 43.84 4.76 Calculated 601 600A 15.00 837.30 837.20 0.67 30 0.013 2.33 33.49 3.93 Calculated 602 601 32.00 837.60 837.40 0.63 30 0.013 2.31 32.43 3.83 Calculated 603 602 111.11 838.30 837.70 0.54 30 0.013 1.85 30.14 3.43 Calculated 604 603 103.36 839.57 838.40 1.13 24 0.013 1.68 24.07 4.42 Calculated 605 603 20.17 839.40 838.45 4.71 12 0.013 0.36 7.73 5.05 Calculated 606 605 32.02 839.75 839.50 0.78 12 0.013 0.19 3.15 2.21 Calculated 607 602 270.26 839.45 838.00 0.54 18 0.013 0.57 7.69 2.57 Calculated 608 607 26.69 839.70 839.55 0.56 15 0.013 0.48 4.84 2.52 Calculated 609 608 32.00 842.40 842.00 1.25 12 0.013 0.34 3.98 3.11 Calculated 610 609 42.34 842.80 842.50 0.71 12 0.013 0.15 3.00 1.99 Calculated 611A L1 16.12 835.60 835.50 0.62 24 0.013 0.64 17.82 2.69 Calculated 612 611A 72.86 835.75 835.60 0.21 24 0.013 0.64 10.26 1.82 Calculated 613 612 265.34 836.70 835.85 0.32 18 0.013 0.48 5.95 2.08 Calculated 614 613 97.40 837.10 836.80 0.31 15 0.013 0.27 3.59 1.74 Calculated 616 L1 55.61 836.75 836.00 1.35 30 0.013 0.87 47.63 3.71 Calculated 617 616 360.33 842.00 838.50 0.97 30 0.013 0.87 40.43 3.29 Calculated 623 622 159.41 837.80 836.95 0.53 12 0.013 2.02 2.60 3.66 Calculated 624 623 145.72 839.50 837.80 1.17 12 0.013 2.02 3.85 4.96 Calculated EX1 L1 107.00 837.69 836.95 0.69 12 0.013 0.06 2.96 1.48 Calculated EX3 EX2 33.00 839.64 839.54 0.30 12 0.015 0.13 1.70 1.30 Calculated EX2 L1 139.55 838.09 836.86 0.88 12 0.013 0.23 3.34 2.43 Calculated 621 EX.2 161.31 836.40 835.41 0.61 12 0.013 2.02 2.79 3.87 Calculated 622 621 60.65 836.85 836.50 0.58 12 0.013 2.02 2.71 3.78 Calculated 604A 604 149.49 842.54 839.67 1.92 24 0.013 1.68 31.35 5.32 Calculated OCS OUTFALL 36.88 835.50 835.35 0.41 12 0.013 0.14 2.27 1.60 Calculated L1 OCS 835.50 835.50 24 0.00 L1 OCS 835.50 835.50 6 0.14 Page 1 STR. 600A Weir Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.013Roughness Coefficient %0.670Channel Slope in30.0Diameter cfs2.33Discharge Results in5.4Normal Depth ft²0.6Flow Area ft2.2Wetted Perimeter in3.3Hydraulic Radius ft1.91Top Width in6.0Critical Depth %17.8Percent Full %0.426Critical Slope ft/s3.93Velocity ft0.24Velocity Head ft0.69Specific Energy 1.244Froude Number cfs36.11Maximum Discharge cfs33.57Discharge Full %0.003Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %17.8Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in5.4Normal Depth in6.0Critical Depth %0.670Channel Slope %0.426Critical Slope Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterWQ Weir Calcs.fm8 STR 611A Weir Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.013Roughness Coefficient %0.210Channel Slope in24.0Diameter cfs0.64Discharge Results in4.0Normal Depth ft²0.3Flow Area ft1.7Wetted Perimeter in2.5Hydraulic Radius ft1.50Top Width in3.3Critical Depth %16.8Percent Full %0.491Critical Slope ft/s1.83Velocity ft0.05Velocity Head ft0.39Specific Energy 0.669Froude Number cfs11.15Maximum Discharge cfs10.37Discharge Full %0.001Slope Full SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %13.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in4.0Normal Depth in3.3Critical Depth %0.210Channel Slope %0.491Critical Slope Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterWQ Weir Calcs.fm8 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Version 2024 10 03 p. 1 Approved Rate Based Stormwater Quality Unit ___________________________________________________________________________________ For current Selection Guide, check: https://www.indy.gov/activity/public-works-specifications-and-manuals Performance Matrix for manufactured Stormwater Quality Unit (SQU) 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 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 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Version 2024 10 03 p. 2 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) Bio Clean SciCloneX SCX-4 1.82 3.68 12 SCX-6 4.09 8.26 12 SCX-8 7.27 14.69 12 SCX-10 11.36 22.95 12 StormTrap StormSettler SSet-3 0.79 1.58 7 SSet-4 1.41 2.83 7 SSet-5 2.19 4.4 7 SSet-6 3.17 6.36 7 SSet-7 4.3 8.6 7 SSet-8 5.63 11.26 7 SSet-10 8.78 17.56 7 SSet-12 12.7 25.4 7 ADS Barracuda Max S3 0.85 1.78 10 S4 1.52 3.17 10 S5 2.37 4.95 10 S6 3.40 7.11 10 S8 6.08 12.71 10 S10 9.48 19.81 10