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Home My WebLink AboutDrainage ReportSTORMWATER DRAINAGE REPORT AMBLESIDE DEVELOPER: Hoffman Developer, LLC 9757 Westpoint Drive, Suite 600 Indianapolis, IN 46256 PREPARED BY: HWC Engineering 135 N. Pennsylvania Avenue, Suite 2800 Indianapolis, IN 46204 HWC #2020-051 February 17, 2021 Revised: August 25, 2021 TABLE OF CONTENTS Stormwater Drainage Summary Appendix A Site Maps Appendix B Location Map USGS Topographic Map Floodplain Map Soils Map Wetlands Map Stormwater Detention Appendix C Existing Basins Map Proposed Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data Excerpts from BLN Drainage Report (December 2014) Pond Aeration Calculations Stormwater Detention (modified BLN model) Appendix C2 ICPR Network Builder ICPR Peak Conditions ICPR Input Data Stormwater Detention – Phase 1 Appendix D Existing Basins Map Proposed Basins Map ICPR Network Builder ICPR Peak Conditions ICPR Input Data Water Quality Appendix E WQv - CNwq Calculations TSS Removal Rate Calculations Storm Sewers Appendix F Storm Inlet Basins Map Rational Method Pipe Design Time of Concentration Inlet Capacity Gutter Spread Hydraulic Grade Line STORMWATER DRAINAGE SUMMARY Project: Ambleside Location: Carmel, IN Introduction Hoffman Developer is proposing the construction of a residential subdivision, a mix of single family homes and townhomes, with 256 lots. The project is located on the south side of old 146th Street, ~1600 feet east of Towne Road in Carmel, IN. There will be an entrance along old 146th Street and connections to existing Saddle Creek in the southwest and southeast corners of the site. Existing Conditions Most of the eastern portion, as well as a small area in the southwest corner, of the site is agricultural land. Running north to south through the middle of the site is a regulated drain (O.F. Henley arm of the William Creek Drain); this drain has a pond at its north end. There is a wooded area along the western boundary and a rural residential lot at the north-central part of the site. All runoff drains to the regulated drain which flows south to a detention pond in the Saddle Creek residential development. A large amount of offsite runoff from the north flow underneath old 146th Street through multiple culverts. A small amount of offsite runoff flows to the northeast corner of the site. Adjoining Land Conditions North: Old 146th Street South: Residential (Saddle Creek) East: Residential (Autumn Woods, Saddle Creek) West: Residential (Saddle Creek), Agricultural Soil Types Soils maps from the United States Department of Agriculture, Soil Conservation Service identify Brookston and Crosby soils on the subject site. Brookston (Br, YbvA) is in hydrologic group B while Crosby (CrA, YcIA) is in hydrologic group C. The split between group B and group C soils is approximately 60/40 for the site. Proposed curve number calculations will be based on the next less infiltrating category, i.e. 60/40 C/D. Stormwater Detention (Onsite) The detention for the overall site will be provided by three wet detention ponds located along the path of the regulated drain. Stormwater runoff will discharge to an existing wet detention pond in the Saddle Creek residential subdivision. The allowable discharge rates are established by the City of Carmel Stormwater Technical Standards Manual, which limit the release of storm water for these on-site drainage basins to 0.10 cfs per acre for a 10 year storm event and 0.30 cfs per acre for a 100 year storm event. The allowable discharge rate was based on the existing basin (EX, 78.03 acres) that drains to the south. Included in the existing basins is the right-of-way for old 146th Street (basin DA-24 in the BLN model). This area, totaling 17.06 acres, will be considered onsite basins in the ICPR model and in calculating the allowable discharge rates. It is assumed the existing onsite wet detention pond (PR-DET2 in the BLN model) was designed to detain these 146th Street basins. The drainage reports for this project are unclear as to whether or not this is the case but it seems the most likely scenario. So, this existing onsite pond will be replaced by three new detention ponds. Allowable Discharge Rate Calculations Basin Area (acres) Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.30 cfs/ac) EX 78.01 7.80 cfs 23.41 cfs Two of the three ponds will have an outlet control structure with a small orifice to control stormwater discharge. There are some areas, a total of 1.11 acres (basin DIR-E) of mostly backyards, near the southeast portion of the site that cannot feasibly be drained to the detention ponds. The direct discharge from this basin is included in the peak discharge rates. An ICPR model was created to analyze the peak conditions during major storm events. The results are. Peak Proposed Release Rates (onsite basins only) Storm Event Allowable Runoff Rate Proposed Release Rate 10 yr, 24 hr 7.80 cfs 3.64 cfs 100 yr, 24 hr 23.41 cfs 13.20 cfs The proposed discharge rates do not come close to exceeding the allowable release rates, even with some direct runoff, so more than enough detention capacity has been provided. These discharge rates are based on onsite runoff only. Offsite Runoff The legal drain discharges runoff (which does not include basin DA-24 because it is considered onsite) underneath old 146th Street through the site to the south. Each proposed wet detention pond will have to convey this runoff therefore they will need large outlet pipes. Because of the large amount of offsite runoff the goal for the detention ponds will be to keep the peak water surface elevation from overtopping the banks. When modeled in ICPR the ponds achieve this goal. Along with large outfall pipes each pond will have a relatively large emergency spillway. The information in the ICPR model for the offsite runoff from north of old 146th Street came from a drainage report by Beam, Longest & Neff, LLC in December, 2014. This report is titled “West 146th Street Added Travel Lanes” and relevant portions of it are included in this report. It has been updated to reflect changes to these areas. See Appendix C for more information. Offsite basin DA-05 The BLN model included the offsite basin DA-05. Previously, all of the land in this basin was undeveloped. Since then much of this basin has been developed. The breakdown of this basin is as follows: Claiborne/Kimblewick (21.12 acres) – A residential development located at the northwest corner of Towne Road and 151st Street. This portion now drains north through detention ponds. Westchester (27.28 acres) – A residential development located at the northeast corner of Towne Road and 151st Sreet. Some of this area drains north while some drains south through the Liberty Ridge development. Liberty Ridge (27.91 acres) – A residential development located south of 151st Street. The ICPR model will use the peak stages in POND 1 when offsite basins are included. These offsite basins include discharge from Westchester. Central Christian Church (16.64 acres) – No drainage report is available. So, the assumption is that the whole site (20.01 acres) will perfectly meet the 0.1/0.3 cfs criteria. The ICPR model will include boundary flows of 6.00 cfs during the 100-year storm event. No offsite boundary flows are needed for 10-year storm event. DA-05 AUX (12.85 acres) – We assume this basin flows through the Central Christian Church site undetained. DA-05 (38.66 acres) – Same basin conditions as before although, due to updated topo, an additional 2.32 acres has been added. Runoff to Saddle Creek The portion of the BLN model that included the Ambleside site plus upstream basins will be updated. This model had two box culverts discharging from PR-DET2 however only one was installed. When updated the model will show the peak runoff rates to the north central pond in Saddle Creek (LAKE4 in the BLN model) before Ambleside’s development. When compared to the proposed runoff rate the results will show that Ambleside’s development will not increase the peak runoff rates to Saddle Creek. See Appendix C2 for more information. Pond Aeration In order to fully aerate the proposed wet detention ponds fountains/aerators must have a minimum capacity (gallons per minute) based on each pond’s volume below normal pool. It is assumed that if a pond has multiple fountains each fountain will be responsible for aerating a proportionate amount of the pond’s volume. See the calculations, provided by the manufacturer Aqua Master, in this section. Stormwater Detention (Phase 1) Ambleside will be built in two phases. Phase 1 will include the eastern portion of the site along with partially built Lake 1 and Lake 2. Any development that will affect the Legal Drain will occur with the overall development. Therefore, any offsite basins from the north will not be included in this analysis. The purpose of this analysis is to make sure Phase 1 meets the release rate criteria and to make sure the detention ponds do not stage too high. The existing basin for Phase 1 is 29.59 so the allowable release rates are 2.96 cfs and 8.88 cfs during the 10-year and 100-year storm events, respectively. An ICPR model was created to analyze the peak conditions during major storm events. The results are. Peak Proposed Release Rates (Phase 1) Storm Event Allowable Runoff Rate Proposed Release Rate 10 yr, 24 hr 2.96 cfs 2.82 cfs 100 yr, 24 hr 8.88 cfs 6.52 cfs The proposed discharge rates do not exceed the allowable release rates, even with some direct runoff, so enough detention capacity has been provided. These discharge rates are based on onsite runoff only. See Appendix D for more information. Water Quality Water quality treatment for the proposed site will be provided by three wet detention ponds which will act as BMP’s. Most of the site will flow through two or three wet detention ponds. Overall, the site meets the TSS removal requirements as the ponds have more than enough capacity to treat onsite runoff. See Appendix E for more information. Storm Sewers The design of the proposed storm sewers (10-year event) is in compliance with the City of Carmel Stormwater Technical Standards Manual with regards to “c” values, rainfall intensities, pipe slopes, etc. Inlet capacities are sufficient to keep ponding depth to reasonable depths. Gutter spreads were checked for the pairs of inlets throughout the site in order to maintain a 10’ open lane. See Appendix F for more information. 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 1/4/2021 Arthur J.Gallagher Risk Management Services,Inc. 650 E.Carmel Drive,Suite 400 Carmel IN 46032 Lenzi Fields 317-810-4375 Lenzi_Fields@ajg.com Lexington Insurance Company 19437 Cincinnati Insurance Company 10677HannumWagle&Cline Engineering HWC Engineering,Inc. 135 North Pennsylvania St.,Suite 2800 Indianapolis IN 46204 1033101492 B X 1,000,000 X 300,000 10,000 1,000,000 2,000,000 X X Y Y ECP0599557 12/31/2020 12/31/2021 2,000,000 Emp Ben.1,000,000 B 1,000,000 X X X Y Y ECP0599557 12/31/2020 12/31/2021 B X X 8,000,000ECP059955712/31/2020 12/31/2021 8,000,000 X 0 B X N Y EWC0599558 12/31/2020 12/31/2021 1,000,000 1,000,000 1,000,000 A Professional Liability 031711018 12/31/2020 12/31/2021 Each Claim Aggregate Deductible $2,000,000 $2,000,000 $50,000 Additional Insured is included on the General Liability policy under AA288 Blanket Primary Non-Contributory form on the General Liability policy when required by written contract per form GCP203. Additional Insured –By Contract,Agreement,or Permit on the Auto Liability policy per AA288 Blanket Waiver of Subrogation on the Work Comp policy when required by written contract. Umbrella policy is follow form. Professional Liability does not contain an exclusion for subsidence See Attached... Summary of Coverages SITE MAPS APPENDIX B 0 1,000 2,000 3,000Graphic Scale (Feet) 1 inch = 2,000 feet Sources: Esri, HERE, DeLorme, USGS, Intermap, INCREMENT P,NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri(Thailand), MapmyIndia, NGCC, © OpenStreetMap contributors, and theGIS User Community Ê AmblesideAerial Location MapCarmel, IndianaFebruary 2021 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet Copyright:© 2013 National Geographic Society, i-cubed Ê AmblesideUSGS Topographic Map Carmel, IndianaFebruary 2021 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet W 151ST ST W 146TH STTOWNE RDW 141ST ST W 136TH ST DITCH RDESPRIT DR ALTAIR RUNCARLOW RUNMURPHY CIRPINTO DR POLLARD DRBALDWIN LNNORDLAND DR DANUBE DRCASPIAN DR GOTLAND DR ROYAL SADDLE DRTRIPLE CROWN DRWATERLEAF DR JUTLAND DRBEAUMENT BLVDQUARTER HORSE CTDITCH RDTOWNE RDW 141ST ST DITCH RD Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity Ê AmblesideFloodplain Map Carmel, IndianaFebruary 2021 1% Annual Chance Flood Hazard Regulatory Floodway Special Floodway Area of Undetermined Flood Hazard 0.2% Annual Chance Flood Hazard Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Risk Due to Levee Br CrA CrA CrA CrACrA CrACrA CrA CrA CrA CrA CrA CrA CrA Carmel Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity 0 200 400 600Graphic Scale (Feet) 1 inch = 400 feet Ê $PEOHVLGHSoils Map and Legend Carmel, Indiana February 2020 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Corporate Limits Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Symbol Name Br Brookston silty clay loam, 0 to 2 percent slopesCrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes Map symbols consist of a combination of letters or of letters and numbers. The first capital letter is the initial one of the soil name. The second letter is lowercase and separates map units whose names begin with the same letter. The third letter is a capital letter and indicates the class of slope. Symbols without a slope letter are for miscellaneous areas, Udorthents, or nearly level soils. Some symbols have a number at the end and are eroded phases. A final number of 2 indicates that the 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet W 151ST ST W 146TH STTOWNE RDW 141ST ST W 136TH ST DITCH RDESPRIT DR ALTAIR RUNCARLOW RUNMURPHY CIRPINTO DR POLLARD DRBALDWIN LNNORDLAND DR DANUBE DRCASPIAN DR GOTLAND DR ROYAL SADDLE DRTRIPLE CROWN DRWATERLEAF DR JUTLAND DRBEAUMENT BLVDQUARTER HORSE CTDITCH RDTOWNE RDW 141ST ST DITCH RDSource: US Fish and Wildlife Service, Esri, Source: Esri, DigitalGlobe,GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS,AeroGRID, IGN, and the GIS User Community Ê AmblesideWetlands Area Map Carmel, IndianaFebruary 2021 Marine Estuarine Palustrine Riverine Lacustrine STORMWATER DETENTION APPENDIX C LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))) )))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 EX 78.03 AC CARMEL, IN8/25/2021 EXISTNG BASINS AMBLESIDE 0' (IN FEET) GRAPHIC SCALE 300'600'900' LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987 ) ) ) ) )) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ) ) ) ) ) ) ) ))))))))))))) )))))))))))))))))) ) ) ) ) ) ))))))))))))))) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )))) )))) )))) )))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 EX78.03 AC0'(IN FEET)GRAPHIC SCALE400'800'1200'CARMEL, IN8/25/2021EXISTNG BASINSAMBLESIDEBASIN DA-24 INCLUDED INEXISTING ONSITE BASIN DUE TOEXISTING ONSITE DETENTIONPOND BEING ELIMINATED LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))) )))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 DIR-E 1.11 AC CN=89.4 CN=78.0 DA-24 17.06 AC CN=81.0 LAKE 3 10.71 AC CN=89.1 LAKE 2 27.08 AC CN=88.2 LAKE 1 6.53 AC CN=88.6 OFF-NE 2.47 AC CN=72.9 165 0.77 AC CN=91.0 164 0.85 AC CN=90.7 166 3.22 AC CN=80.1 163 1.39 AC CN=90.4 162 7.69 AC CN=89.6 110 0.56 AC CN=87.4 109 1.13 AC CN=90.7 CARMEL, IN8/25/2021 PROPOSED BASINS AMBLESIDE 0' (IN FEET) GRAPHIC SCALE 300'600'900' ))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) ))))))))))))))))))))))))))))))))))))))DA-05 AUX 12.85 AC CLAIBORNE/KIMBLEWICK 21.12 AC WESTCHESTER 27.28 AC C.C.CHURCH 16.64 AC LIBERTY RIDGE 27.91 AC DA-05 38.66 AC DA-05 (ADDED BY HWC) 2.32 AC 0' (IN FEET) GRAPHIC SCALE 800'1600'2400' CARMEL, IN6/18/2021 DA-05 EXHIBIT AMBLESIDE )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))DA-07 18.58 AC CN=78.0 DA-06 4.81 AC CN=78.0 DA-05 40.98 AC CN=78.0 DA-05-AUX 12.86 AC CN=78.0 DIR-E 1.05 AC CN=89.4 LAKE 3 10.71 AC CN=89.1 LAKE 2 27.08 AC CN=88.2 LAKE 1 6.53 AC CN=88.6 OFF-NE 2.47 AC CN=72.9 165 0.77 AC CN=91.0 164 0.85 AC CN=90.7 166 3.22 AC CN=80.1 163 1.39 AC CN=90.4 162 7.69 AC CN=89.6 110 0.56 AC CN=87.4 109 1.13 AC CN=90.7 DA-24 17.06 AC CN=81.0 CENTRAL CHRISTIAN CHURCH SITE 20.01 AC 10-YR ASSUMED RELEASE = 2.00 CFS (0.10 CFS/ACRE) 100-YR ASSUMED RELEASE = 6.00 CFS (0.30 CFS/ACRE) CARMEL, IN7/8/2021 OFFSITE BASINS AMBLESIDE 0' (IN FEET) GRAPHIC SCALE 800'1600'2400' AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY 010YR-24HR 900.00 905.00 0.00 0 3.64 0.00 BNDRY 100YR-24HR 900.00 905.00 0.00 0 13.20 0.00 LAKE 1 010YR-24HR 902.97 909.00 0.00 94600 26.13 3.59 LAKE 1 100YR-24HR 904.78 909.00 0.00 105836 56.56 13.05 LAKE 2 010YR-24HR 902.98 909.00 0.00 91404 78.75 19.74 LAKE 2 100YR-24HR 904.88 909.00 0.00 102143 152.89 50.20 LAKE 3 010YR-24HR 904.80 911.00 0.00 122192 68.48 2.86 LAKE 3 100YR-24HR 905.81 911.00 0.00 129584 132.05 14.42 PR-DET1 010YR-24HR 906.36 910.00 0.00 23212 47.31 35.32 PR-DET1 100YR-24HR 907.15 910.00 0.00 40829 99.51 70.18 STR 109 010YR-24HR 902.97 910.00 -0.47 522 20.14 20.20 STR 109 100YR-24HR 904.84 910.00 -0.47 134 51.14 51.12 STR 110 010YR-24HR 902.98 910.00 -0.58 264 19.86 19.87 STR 110 100YR-24HR 904.89 910.00 -0.58 121 50.48 50.47 STR 162 010YR-24HR 903.81 910.00 -1.16 797 33.42 33.32 STR 162 100YR-24HR 905.09 910.00 -1.16 416 60.73 61.15 STR 163 010YR-24HR 903.88 910.00 -1.61 737 12.75 12.97 STR 163 100YR-24HR 905.18 910.00 -1.61 495 27.88 28.34 STR 164 010YR-24HR 903.92 910.00 -1.93 449 9.03 9.25 STR 164 100YR-24HR 905.22 910.00 -1.93 364 23.87 24.00 STR 165 010YR-24HR 903.96 910.00 -2.05 457 6.78 7.10 STR 165 100YR-24HR 905.24 910.00 -2.05 460 22.10 22.09 STR 166 010YR-24HR 904.03 910.00 -3.00 381 5.29 5.40 STR 166 100YR-24HR 905.33 910.00 -3.00 410 20.93 20.93 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY 100YR-24HR-OFF 900.00 905.00 0.00 0 66.87 0.00 L-RIDGE POND 1 100YR-24HR-OFF 913.56 915.00 0.01 0 0.00 19.47 LAKE 1 100YR-24HR-OFF 905.45 909.00 0.00 110049 78.57 66.61 LAKE 2 100YR-24HR-OFF 906.60 909.00 0.00 114160 177.48 62.06 LAKE 3 100YR-24HR-OFF 909.50 911.00 0.00 157235 196.12 70.00 PR-DET1 100YR-24HR-OFF 909.55 910.00 0.00 103786 229.64 165.29 STR 109 100YR-24HR-OFF 905.95 910.00 -0.47 134 62.97 62.93 STR 110 100YR-24HR-OFF 906.34 910.00 -0.58 121 62.33 62.31 STR 162 100YR-24HR-OFF 907.03 910.00 -1.16 149 79.94 79.99 STR 163 100YR-24HR-OFF 907.45 910.00 -1.61 145 47.67 47.18 STR 164 100YR-24HR-OFF 907.84 910.00 -1.93 130 46.60 47.02 STR 165 100YR-24HR-OFF 908.14 910.00 -2.05 132 46.39 46.23 STR 166 100YR-24HR-OFF 908.55 910.00 -3.00 128 45.93 46.06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Ambleside 2020-051 8/4/2021 BY: GMM *1 - Peak Stage, onsite basins only, 100-year storm *2 - Elevation of secondary orifice/emergency spillway LAKE 1: PR-DET2 Storage Volume Replacement Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) *1 --> 904.78 2.444 *2 --> 905.00 2.481 0.54 0.54 Surplus Storage Volume (ac-ft) --> 0.54 Surplus Storage Volume (cu ft) --> 23599 LAKE 2: PR-DET2 Storage Volume Replacement Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) *1 --> 904.88 2.340 *2 --> 907.40 2.757 6.42 6.42 Surplus Storage Volume (ac-ft) --> 6.42 Surplus Storage Volume (cu ft) --> 279752 LAKE 3: PR-DET2 Storage Volume Replacement Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) *1 --> 905.81 2.964 *2 --> 909.10 3.507 10.64 10.64 Surplus Storage Volume (ac-ft) --> 10.64 Surplus Storage Volume (cu ft) --> 463687 Total Surplus Storage Volume (ac-ft) --> 17.61 Total Surplus Storage Volume (cu ft) -->767038 Target Storage Volume (cu ft) --> 304931 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 010YR-24HR DIR-E ONSITE 12.17 2.48 2.398 9664 100YR-24HR DIR-E ONSITE 12.11 4.89 4.852 19552 010YR-24HR LAKE 1 ONSITE 12.09 19.03 2.623 62172 100YR-24HR LAKE 1 ONSITE 12.05 36.03 5.130 121592 010YR-24HR LAKE 2 ONSITE 12.25 49.77 2.588 254449 100YR-24HR LAKE 2 ONSITE 12.25 95.93 5.090 500313 010YR-24HR LAKE 3 ONSITE 12.07 33.61 2.670 103788 100YR-24HR LAKE 3 ONSITE 12.07 62.85 5.186 201627 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.AMBLESIDE - HWC #2020-051 - 8/4/2021W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICPPROPOSED CONDITIONSNodesA Stage/AreaV Stage/VolumeT Time/StageM ManholeBasinsO Overland FlowU SCS Unit Hydro CNS Santa Barbara CNZY SCS Unit Hydro GAZ Santa Barbara GALinksP PipeW WeirC ChannelD Drop StructureB BridgeR Rating CurveH BreachE Percolation LinkF FilterX Exfiltration TrenchM:STR 166U:166M:STR 165U:165M:STR 164U:164M:STR 163U:163M:STR 162U:162M:STR 110U:110M:STR 109U:109A:PR-DET1U:DA-05U:DA-06U:DA-07U:DA-05-AUXU:DA-24A:LAKE 3U:LAKE 3A:LAKE 2U:LAKE 2U:OFF-NEA:LAKE 1U:LAKE 1T:L-RIDGE POND 1T:BNDRYU:DIR-EW:WEIR 3P:P 111W:WEIR 1D:D 1D:L-RIDGE OUTP:P 166P:P 165P:P 164P:P 163P:P 162P:P 110P:P 109P:PR-CUL-222+08D:D 3 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 109 Node: STR 109 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 1.13 Time Shift(hrs): 0.00 Curve Number: 90.7 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 110 Node: STR 110 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 11.00 Area(ac): 0.56 Time Shift(hrs): 0.00 Curve Number: 87.4 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 162 Node: STR 162 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 21.00 Area(ac): 7.69 Time Shift(hrs): 0.00 Curve Number: 89.6 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 163 Node: STR 163 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 1.39 Time Shift(hrs): 0.00 Curve Number: 90.4 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 164 Node: STR 164 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 0.85 Time Shift(hrs): 0.00 Curve Number: 90.7 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 165 Node: STR 165 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Rainfall Amount(in): 0.00 Time of Conc(min): 16.00 Area(ac): 0.77 Time Shift(hrs): 0.00 Curve Number: 91.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 166 Node: STR 166 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 35.00 Area(ac): 3.22 Time Shift(hrs): 0.00 Curve Number: 80.1 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA-05 Node: PR-DET1 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 62.00 Area(ac): 40.98 Time Shift(hrs): 0.00 Curve Number: 78.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA-05-AUX Node: PR-DET1 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 62.00 Area(ac): 12.86 Time Shift(hrs): 0.00 Curve Number: 78.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Undeveloped ground west of Towne Road and Christian Church ---------------------------------------------------------------------------------------------------- Name: DA-06 Node: PR-DET1 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 22.00 Area(ac): 4.81 Time Shift(hrs): 0.00 Curve Number: 78.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA-07 Node: PR-DET1 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 24.00 Area(ac): 18.58 Time Shift(hrs): 0.00 Curve Number: 78.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA-24 Node: PR-DET1 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 17.06 Time Shift(hrs): 0.00 Curve Number: 81.0 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIR-E Node: BNDRY Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 25.00 Area(ac): 1.11 Time Shift(hrs): 0.00 Curve Number: 86.1 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ---------------------------------------------------------------------------------------------------- Name: LAKE 1 Node: LAKE 1 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 17.00 Area(ac): 6.53 Time Shift(hrs): 0.00 Curve Number: 88.6 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 2 Node: LAKE 2 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 39.00 Area(ac): 27.08 Time Shift(hrs): 0.00 Curve Number: 88.2 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 3 Node: LAKE 3 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 15.00 Area(ac): 10.71 Time Shift(hrs): 0.00 Curve Number: 89.1 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-NE Node: LAKE 2 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 27.00 Area(ac): 2.47 Time Shift(hrs): 0.00 Curve Number: 72.9 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Warn Stage(ft): 905.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 900.00 100.00 900.00 ------------------------------------------------------------------------------------------ Name: L-RIDGE POND 1 Base Flow(cfs): 0.00 Init Stage(ft): 909.40 Group: OFFSITE Warn Stage(ft): 915.00 Type: Time/Stage Liberty Ridge Subdivision Pond #1 Time(hrs) Stage(ft) --------------- --------------- 0.00 909.40 99.00 909.40 ------------------------------------------------------------------------------------------ Name: LAKE 1 Base Flow(cfs): 0.00 Init Stage(ft): 900.20 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.20 1.77 901.00 1.88 902.00 2.02 903.00 2.17 904.00 2.31 905.00 2.46 906.00 2.61 ------------------------------------------------------------------------------------------ Name: LAKE 2 Base Flow(cfs): 0.00 Init Stage(ft): 900.70 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.70 1.80 901.00 1.83 902.00 1.96 903.00 2.09 904.00 2.22 905.00 2.36 906.00 2.50 907.00 2.70 ------------------------------------------------------------------------------------------ Name: LAKE 3 Base Flow(cfs): 0.00 Init Stage(ft): 903.50 Group: ONSITE Warn Stage(ft): 911.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.50 2.59 904.00 2.67 905.00 2.83 906.00 2.99 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS 907.00 3.15 908.00 3.33 909.00 3.51 ------------------------------------------------------------------------------------------ Name: PR-DET1 Base Flow(cfs): 0.00 Init Stage(ft): 904.65 Group: ONSITE Warn Stage(ft): 910.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.65 0.00 906.00 0.36 907.00 0.80 908.00 1.60 909.00 2.10 ------------------------------------------------------------------------------------------ Name: STR 109 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 110 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 162 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 163 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 164 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 165 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 166 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: P 109 From Node: STR 109 Length(ft): 173.00 Group: ONSITE To Node: LAKE 1 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.47 900.20 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 110 From Node: STR 110 Length(ft): 40.00 Group: ONSITE To Node: STR 109 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.58 900.52 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 111 From Node: LAKE 2 Length(ft): 37.00 Group: ONSITE To Node: STR 110 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.70 900.63 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.0 0.0 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 162 From Node: STR 162 Length(ft): 174.00 Group: ONSITE To Node: LAKE 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.16 900.70 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 163 From Node: STR 163 Length(ft): 182.00 Group: ONSITE To Node: STR 162 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.61 901.21 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 164 From Node: STR 164 Length(ft): 134.00 Group: ONSITE To Node: STR 163 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 901.93 901.66 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 165 From Node: STR 165 Length(ft): 34.00 Group: ONSITE To Node: STR 164 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 902.05 901.98 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 166 From Node: STR 166 Length(ft): 151.00 Group: ONSITE To Node: STR 165 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 903.00 902.70 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: PR-CUL-222+08 From Node: PR-DET1 Length(ft): 182.00 Group: ONSITE To Node: LAKE 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): 98.00 98.00 Entrance Loss Coef: 0.50 Rise(in): 63.00 63.00 Exit Loss Coef: 0.00 Invert(ft): 904.65 904.29 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS ==== Drop Structures ===================================================================== ========================================================================================== Name: D 1 From Node: LAKE 1 Length(ft): 79.00 Group: ONSITE To Node: BNDRY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 27.00 27.00 Flow: Both Rise(in): 27.00 27.00 Entrance Loss Coef: 0.50 Invert(ft): 900.20 900.00 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 900.20 Rise(in): 6.00 Control Elev(ft): 900.20 *** Weir 2 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 18.00 Invert(ft): 902.20 Rise(in): 18.00 Control Elev(ft): 902.20 *** Weir 3 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 906.80 Rise(in): 24.00 Control Elev(ft): 906.80 ---------------------------------------------------------------------------------------------------- Name: D 3 From Node: LAKE 3 Length(ft): 150.00 Group: ONSITE To Node: STR 166 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 48.00 48.00 Flow: Both Rise(in): 48.00 48.00 Entrance Loss Coef: 0.50 Invert(ft): 903.50 903.05 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS *** Weir 1 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 903.50 Rise(in): 6.00 Control Elev(ft): 903.50 *** Weir 2 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 48.00 Invert(ft): 904.50 Rise(in): 36.00 Control Elev(ft): 904.50 *** Weir 3 of 3 for Drop Structure D 3 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 909.70 Rise(in): 24.00 Control Elev(ft): 909.70 ---------------------------------------------------------------------------------------------------- Name: L-RIDGE OUT From Node: L-RIDGE POND 1 Length(ft): 409.00 Group: OFFSITE To Node: PR-DET1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.50 Invert(ft): 909.40 908.00 Exit Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Liberty Ridge Pond #1 Outfall Structure *** Weir 1 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 25.50 Invert(ft): 909.40 Rise(in): 6.00 Control Elev(ft): 909.40 *** Weir 2 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 26.00 Invert(ft): 911.79 Rise(in): 10.00 Control Elev(ft): 911.79 *** Weir 3 of 3 for Drop Structure L-RIDGE OUT *** TABLE Count: 1 Bottom Clip(in): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 48.00 Invert(ft): 913.00 Rise(in): 48.00 Control Elev(ft): 913.00 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: WEIR 1 From Node: LAKE 1 Group: ONSITE To Node: BNDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 52.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 905.000 Control Elevation(ft): 905.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR 3 From Node: LAKE 3 Group: ONSITE To Node: LAKE 1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 31.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 Invert(ft): 909.100 Control Elevation(ft): 909.100 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 010YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\100YR-24HR-OFF.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 13 AMBLESIDE - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\2020-051-DEV.ICP PROPOSED CONDITIONS ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Hydrology Sim: 100YR-24HR-OFF Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR\100YR-24HR-OFF.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: 100YR-24HR Boundary Flows: 100YR-24HR Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- OFFSITE Yes ONSITE Yes ========================================================================================== ==== Boundary Conditions ================================================================= ========================================================================================== Name: 010YR-24HR Node: BNDRY Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 900.000 12.500 903.310 24.000 900.000 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Node: PR-DET1 Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 14.000 6.000 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Node: L-RIDGE POND 1 Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 909.400 10.000 910.500 14.000 913.560 24.000 910.500 48.000 909.400 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 13 Time of Concentration WorksheetPROJECT: Ambleside Based on TR-55JOB #: 2020-051Overland Flow Channel Flow short grass 0.15 grass 0.03 farm, > 20% cover 0.17 concrete 0.015 2 year, 24 hour rainfall = 2.66 inches dense grass 0.24 rip-rap 0.035minimum T_c = 5.00 minutes pavement 0.011W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]TC Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel Flow T_cBasin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_tname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min) (min)Typical values for Manning's n7/16/21OFF-NE 80 1.00 0.24 17 160 1.00 U 1.61 2 1420 3.00 827DIR-E 85 1.00 0.24 18 480 1.00 U 1.61 5 256 3.00 125 Ambleside HWC # 2020-051 Date: 8/25/2021 Proposed Drainage Basins Curve Numbers: BC D Lawn/Grass 61 74 80 Area A Max Lot Coverage = 60% impervious --> CN = 89.4 Area B Max Lot Coverage = 65% impervious --> CN = 90.4 R/W Percent impervious = 79% --> CN = 93.5 Roof/Pvmt 98 98 98 Notes: CN Values based on 60% soil group C, 40% soil group D Area Lawn/Grass Area A Area B R/W Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN LAKE 1 6.53 1.72 2.74 0.30 1.77 88.5 LAKE 2 27.08 5.27 6.02 10.32 5.01 0.46 88.2 LAKE 3 10.71 4.33 0.27 6.11 89.1 DIR-E 1.11 1.11 89.4 166 3.22 2.31 0.91 80.1 165 0.77 0.46 0.31 91.0 164 0.85 0.57 0.28 90.7 163 1.39 1.39 90.4 162 7.69 2.71 0.82 4.16 89.6 110 0.56 0.20 0.36 87.4 109 1.13 0.75 0.38 90.7 Basin W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\2020-051-ST.xlsx 8/25/2021 9:18 AM Exhibit “B” Page 1 of 1 Exhibit “B” (Concept Plan) Time of Concentration WorksheetPROJECT: Ambleside Based on TR-55JOB #: 2020-051Overland FlowChannel Flow short grass0.15 grass0.03 farm, > 20% cover 0.17 concrete0.0152 year, 24 hour rainfall = 2.66 inches dense grass0.24 rip-rap0.035minimum T_c = 5.00 minutes pavement0.011W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]TC Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel Flow T_cBasin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_tname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min) (min)Typical values for Manning's n2/17/21OFF-NE 80 1.00 0.24 17160 1.00 U 1.61 2 14203.00 827 Project: AmblesideHWC Job #: 2020-051W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]EOFWeir LocationDepth, d (ft)Bottom Width, b (ft) nSlope, S (ft/ft)Side Slope, y (H:V)Area, A (ft2)Wetted Perimeter, Pw (ft)Hydraulic Radius, R (ft)Velocity, V (ft/s) Weir Capacity, Q (cfs)1.25*Max Inflow (cfs)Capacity CheckLAKE 1 0.46 52 0.030 0.020 3 24.55 54.91 0.45 4.11100.8698.21 OKLAKE 2 0.46 118 0.030 0.020 3 54.91 120.91 0.45 4.15227.91221.85 OKLAKE 3 1.07 30 0.030 0.020 4 36.68 38.82 0.94 6.76248.06245.15 OKLAKE 1 - PH1 0.27 52 0.030 0.020 3 14.26 53.71 0.27 2.9041.3740.89 OK Lake Overflow Weir Calculations8/4/2021 DESIGN CALCULATIONS O.F. HENLEY DRAIN PLANS Hamilton County Surveyor’s Office Designed: AF 12/10/14 Checked: JJ 12/10/14 Detention Design Report - Amended West 146th Street Added Travel Lanes From 1,000’ west of Towne Road to 1,000’ west of Ditch Road Des. No. : 0810287 Hamilton County, Indiana Beam Longest & Neff, L.L.C. Consulting Engineers 8126 Castleton Road Indianapolis, Indiana 46250 December 10, 2014 Designed: AF 12/10/14 Checked: JJ 12/10/14 West 146th Street Added Travel Lanes Des. No. : 0810287 Hamilton County, Indiana Detention Design Report-Amendment Summary This summary is an amendment to the original Detention Design Report prepared in December 2010, which is herein incorporated by reference. Due to the division of work between the OF Henley drain improvements on the south side of 146th Street and the 146th Project itself, some modifications to the design were requested by the County Surveyor’s Office. Those modifications were added to the detention system model to verify no adverse impacts to the system were anticipated. Of specific note, was the addition of several field crossings downstream of the proposed wet detention basin south of 146th Street near Station 222+00. The channel crossings are proposed to be made with the use of 5’x2’ box culverts with fill on each side. The proposed wet detention basin, PR- DET2 in the model, uses an 8’x3’ box culvert to control flows into the channel downstream. The first proposed ditch crossing was added to the model to confirm there were little to no effects on the proposed detention basin, channel or downstream subdivision known as Saddle Creek. Although there are several proposed ditch crossings between the discharge of the wet detention basin and the Saddle Creek Lake 4, the first downstream of the detention basin was added to the model to verify the effects on the proposed detention basin. The first crossing, labeled as FieldXing1, in the model was added as a 5’x2’ box culvert, 12 feet in length with an upstream end at station 21+69 and downstream end at 21+57 “PR-OFH”. In addition to the culvert link being added, a weir link was added to model the field crossing itself in events where the 5’x2’ box was inundated. The irregular cross section was developed from the proposed plans and Typical Cross Section Ditch Crossing detail. The modified ICPR model shows that the 2 year and 10 year proposed wet detention basin elevations were increased as shown in the tables below. Designed: AF 12/10/14 Checked: JJ 12/10/14 Appendix F ICPR Modeling Designed: AF 12/10/14 Checked: JJ 12/10/14 Model Results Comparison Below are two charts summarizing the peak stage elevation in each of the existing Saddle Creek detention basins as a result of the modeled improvements compared to the original design report. Table 1 – Detention Basin Stage Comparison Saddle Creek Model Rainfall Depths Detention Basin 2 yr Rainfall depth=2.93” 10 yr Rainfall depth=4.15” 100 yr Rainfall Depth=5.75” Existing Proposed Existing Proposed Existing Proposed Lake 1 908.79 908.34 909.47 908.91 910.06 909.50 DryBas2 906.87 906.96 907.68 907.28 908.48 908.30 Lake 3 906.55 906.21 907.73 907.12 908.81 908.03 Lake 4 901.90 902.25 903.40 903.75 906.79 905.95 Lake 5 901.80 901.97 903.07 903.08 905.32 904.60 Pr-Det1 -- 906.73 -- 907.66 -- 908.77 Pr-Det2 -- 904.99 -- 905.69 -- 906.40 Table 2 – Detention Basin Stage Comparison Hamilton Co. Rainfall Depths Detention Basin 2 yr Rainfall depth=2.66” 10 yr Rainfall depth=3.83” 100 yr Rainfall Depth=6.46” Existing* Proposed Existing* Proposed Existing* Proposed Lake 1 908.79 908.20 909.47 908.77 910.06 909.72 DryBas2 906.87 906.88 907.68 907.20 908.48 908.30 Lake 3 906.55 906.01 907.73 906.90 908.81 908.29 Lake 4 901.90 902.03 903.40 903.31 906.79 906.70 Lake 5 901.80 901.82 903.07 902.70 905.32 904.84 Pr-Det1 -- 906.51 -- 907.43 -- 909.25 Pr-Det2 -- 904.65 -- 905.58 -- 907.06 *Note: Existing stages are from the original Saddle Creek rainfall depths. Based on the slight differences between the original model results and the above, there are no adverse impacts anticipated with the proposed modifications and the addition of the ditch crossings. 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 51.40 Area(ac): 45.410 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA03 Node: 70+21PR-FRN2-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 129.30 Area(ac): 45.940 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA04 Node: 21+41S-3-A-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.40 Area(ac): 2.500 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA05 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 115.80 Area(ac): 144.570 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA06 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.80 Area(ac): 4.810 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA07 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 24.30 Area(ac): 18.830 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 30 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP ---------------------------------------------------------------------------------------------------- Name: DA19 Node: 18+60S-3-A-US Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 12.40 Area(ac): 2.420 Time Shift(hrs): 0.00 Curve Number: 82.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA20 Node: 70+21PR-FRN2-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 1.730 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA21 Node: 21+41S-3-A-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 1.610 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA22 Node: 21+41S-3-A-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.60 Area(ac): 5.260 Time Shift(hrs): 0.00 Curve Number: 83.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA23 Node: 181+60PR-2-DS Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 9.10 Area(ac): 2.300 Time Shift(hrs): 0.00 Curve Number: 88.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA24 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 30 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP Rainfall Amount(in): 0.000 Time of Conc(min): 8.70 Area(ac): 7.730 Time Shift(hrs): 0.00 Curve Number: 81.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DRYBAS2 Node: DryBas2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 18.70 Area(ac): 3.680 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Lake1 Node: LAKE1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 11.60 Area(ac): 4.710 Time Shift(hrs): 0.00 Curve Number: 85.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE3 Node: LAKE3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.80 Area(ac): 12.300 Time Shift(hrs): 0.00 Curve Number: 85.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Lake4E Node: LAKE4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.80 Area(ac): 11.750 Time Shift(hrs): 0.00 Curve Number: 79.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Lake4W Node: LAKE4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 16.80 Area(ac): 5.200 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 30 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP 0.00 896.000 12.50 899.000 30.00 896.000 ------------------------------------------------------------------------------------------ Name: PR-CUL-DWN Base Flow(cfs): 0.000 Init Stage(ft): 904.290 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.290 0.0010 908.000 0.0010 ------------------------------------------------------------------------------------------ Name: PR-DET1 Base Flow(cfs): 0.000 Init Stage(ft): 904.650 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.650 0.0000 906.000 0.3600 907.000 0.8000 908.000 1.6000 909.000 2.1000 ------------------------------------------------------------------------------------------ Name: PR-DET2 Base Flow(cfs): 0.000 Init Stage(ft): 903.000 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.000 1.4500 904.000 1.5800 905.000 1.7200 906.000 1.8500 907.000 1.9900 908.000 2.1300 ------------------------------------------------------------------------------------------ Name: SEC9 Base Flow(cfs): 0.000 Init Stage(ft): 898.320 Group: BASE Warn Stage(ft): 901.320 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 898.320 12.50 901.320 30.00 898.320 ------------------------------------------------------------------------------------------ Name: SEC9-L7 Base Flow(cfs): 0.000 Init Stage(ft): 900.000 Group: BASE Warn Stage(ft): 902.450 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 900.000 10.90 902.450 30.00 900.000 INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 30 146th Street & Towne Road Input Data - Amended Option 2 ASI Culvert & 48" RCP Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: L5-SECT9 From Node: LAKE5 Length(ft): 675.00 Group: BASE To Node: SEC9 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.50 Rise(in): 12.00 12.00 Exit Loss Coef: 0.00 Invert(ft): 900.000 898.320 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: PR-CUL-222+08 From Node: PR-DET1 Length(ft): 182.00 Group: BASE To Node: PR-CUL-DWN Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): 98.00 98.00 Entrance Loss Coef: 0.50 Rise(in): 63.00 63.00 Exit Loss Coef: 0.00 Invert(ft): 904.650 904.290 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall ========================================================================================== ==== Channels ============================================================================ ========================================================================================== Name: 18+60 TO DITCH From Node: 18+60S-3-A-DS Length(ft): 56.00 Group: BASE To Node: ExDitch Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 909.450 909.170 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: 0.030000 0.030000 Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 0.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: INDOT Des. 0810287 (BLN #071087) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 21 of 30 Begin Reach A1 Begin Reach 1-1 End Reach A1 End Reach 1-1 Begin Reach D1 Begin Reach D2 End Reach D1 Begin Reach E1 Begin Reach 4-1 End Reach E1 End Reach 4-1 Begin Reach 9-1 Begin Reach 9-2 End Reach 9-1 Begin Reach 8-1 Begin Reach 2-1 Begin Reach 2-2 End Reach 2-1 Begin Reach 2-3 End Reach 2-2 Begin Reach 2-4 End Reach 2-3 Begin Reach 2-5 End Reach 2-4 End Reach 2-5 Begin Reach B1 End Reach 3-1 Begin Reach 3-1 End Reach B1 B: 10-1 B: 10-2 E: 10-2 End Reach 5-1 End Reach 9-2 Area 18 Drainage Area 22 Drainage Area 17 Drainage Drainage Area 19 Drainage Area 1 Drainage Area 15 Drainage Area 16 Drainage Area 8 Drainage Area 9 Drainage Area 3 Drainage Area 4 Drainage Area 2 Drainage Area 5 Drainage Area 10 Drainage Area 23 Drainage Area 11 End Reach 8-1 Begin Reach 5-1 End Reach D2 LAKE 1 ‐ Aeration Calculations Surface Area (acres):1.9 Average Depth (feet):5 Volume (gallons):3,095,374 Volume (acre feet):9.5 CFM per System:5 Total Diffusers:3 Single Diffuser 2 CFM per Diffuser 1.67 GPM per Diffuser:953 System Total Daily Pumpage (gallons):4,118,052 Turnover per Day 1.33 Pond Turnover Calculation Site Information System Specifications W:\Hoffman Developer LLC\2020‐051‐A Hoffman ‐ Ambleside\Design\Calcs\[HWC LAKE#1.xlsx]1 Induced GPM Factor* Select Diffuser Type LAKE 2 ‐ Aeration Calculations Surface Area (acres):1.8 Average Depth (feet):5 Volume (gallons):2,932,459 Volume (acre feet):9.0 CFM per System:5 Total Diffusers:3 Single Diffuser 2 CFM per Diffuser 1.67 GPM per Diffuser:953 System Total Daily Pumpage (gallons):4,118,052 Turnover per Day 1.40 Site Information System Specifications W:\Hoffman Developer LLC\2020‐051‐A Hoffman ‐ Ambleside\Design\Calcs\[HWC LAKE#2.xlsx]2 Induced GPM Factor* Select Diffuser Type Pond Turnover Calculation LAKE 3 ‐ Aeration Calculations Surface Area (acres):2.59 Average Depth (feet):6 Volume (gallons):5,063,380 Volume (acre feet):15.5 CFM per System:10 Total Diffusers:4 Single Diffuser 2 CFM per Diffuser 2.50 GPM per Diffuser:1036 System Total Daily Pumpage (gallons): 5,967,410 Turnover per Day 1.18 Site Information System Specifications W:\Hoffman Developer LLC\2020‐051‐A Hoffman ‐ Ambleside\Design\Calcs\[HWC LAKE#3.xlsx]3 Induced GPM Factor* Select Diffuser Type Pond Turnover Calculation A DIVISION OF ENQUATICS INC.A DIVISION OF ENQUATICS INC. 16024 COUNTY ROAD X | KIEL, WI 53042920.693.3121 | 800.693.3144 | FAX: 920.693.3634 WWW.AQUAMASTERFOUNTAINS.COM AquaAir ® Ultra System Suggested Pond Size (surface acreage*) Operating Depths AquaAir® Ultra 1 Up to ½ Up to 1 4’ – 12’ 13’ – 35’ AquaAir® Ultra 2 Up to 1 Up to 2 4’ – 12’ 13’ – 35’ AquaAir® Ultra 3 Up to 1½ Up to 3 4’ – 12’ 13’ – 35’ AquaAir® Ultra 3 High Flow Up to 2 Up to 4 4’ – 12’ 13’ – 35’ AquaAir® Ultra 4 Up to 2 Up to 4 4’ – 12’ 13’ – 35’ AquaAir® Ultra 5 Up to 2½ Up to 5 4’ – 12’ 13’ – 35’ AquaAir® Ultra 6 Up to 3 Up to 6 4’ – 12’ 13’ – 35’ AquaAir® Ultra 6 High Flow Up to 3½ Up to 7 4’ – 12’ 13’ – 35’ AquaAir® Ultra 7 Up to 3½ Up to 7 4’ – 12’ 13’ – 35’ AquaAir® Ultra 8 Up to 4 Up to 8 4’ – 12’ 13’ – 35’ System Suggested Pond Size (surface acreage*) Operating Depths AquaAir® Ultra 8 High Flow Up to 4½ Up to 9 4’ – 12’ 13’ – 35’ AquaAir® Ultra 9 Up to 4½ Up to 9 4’ – 12’ 13’ – 35’ AquaAir® Ultra 9 High Flow Up to 5 Up to 10 4’ – 12’ 13’ – 35’ AquaAir® Ultra 10 Up to 5 Up to 10 4’ – 12’ 13’ – 35’ AquaAir® Ultra 11 Up to 5½ Up to 11 4’ – 12’ 13’ – 35’ AquaAir® Ultra 12 Up to 6 Up to 12 4’ – 12’ 13’ – 35’ AquaAir® Ultra 3 Rotary Vane Up to 1½ Up to 3 4’ – 12’ 13’ – 16’ AquaAir® Ultra 4 Rotary Vane Up to 2 Up to 4 4’ – 12’ 13’ – 16’ AquaAir® Ultra 5 Rotary Vane Up to 2½ Up to 5 4’ – 12’ 13’ – 16’ AquaAir® Ultra 6 Rotary Vane Up to 3 Up to 6 4’ – 12’ 13’ – 16’ PERFORMANCE SPECIFICATIONS SYSTEM SIZING CFM = Cubic Feet per Minute (Air Flow) * A pond’s surface acreage is determined by multiplying its length in feet by its width in feet then dividing that total by 43,560 A pond’s actual shape and depth should be considered when selecting a system. *15 Amp Service, NEMA 5-15 Plug **15 Amp Service, NEMA 6-15 Plug ***20 Amp Service, NEMA 5-20 Plug ****30 Amp Service, NEMA 5-30 Plug System # of Diffusers Cabinet Size Compressor(s) Total Amp Draw Total Air Flow Air Flow per Diffuser AquaAir® Ultra 1 1 Small (1)⅓ HP 3 - 3.8A @ 120V* 1.1 – 1.5A @ 240V** 2.4 CFM 2.4 CFM AquaAir® Ultra 2 2 Small (1)½ HP 3.5 - 5A @ 120V* 1.7 – 2.5A @ 240V** 5 CFM 2.5 CFM AquaAir® Ultra 3 3 Small (1)½ HP 3.5 - 5A @ 120V* 1.7 – 2.5A @ 240V** 5 CFM 1.7 CFM AquaAir® Ultra 3 High Flow 3 Medium (2)½ HP 7 - 10A @ 120V* 3.4 – 5A @ 240V** 10 CFM 3.3 CFM AquaAir® Ultra 4 4 Medium (2)½ HP 7 - 10A @ 120V* 3.4 – 5A @ 240V** 10 CFM 2.5 CFM AquaAir® Ultra 5 5 Medium (2)½ HP 7 - 10A @ 120V* 3.4 – 5A @ 240V** 10 CFM 2 CFM AquaAir® Ultra 6 6 Medium (2)½ HP 7 - 10A @ 120V* 3.4 – 5A @ 240V** 10 CFM 1.7 CFM AquaAir® Ultra 6 High Flow 6 Large (3)½ HP 10.5 - 15A @ 120V*** 5.1 – 7.5A @ 240V** 15 CFM 2.5 CFM AquaAir® Ultra 7 7 Large (3)½ HP 10.5 - 15A @ 120V*** 5.1 – 7.5A @ 240V** 15 CFM 2.1 CFM AquaAir® Ultra 8 8 Large (3)½ HP 10.5 - 15A @ 120V*** 5.1 – 7.5A @ 240V** 15 CFM 1.9 CFM AquaAir® Ultra 8 High Flow 8 Large (4)½ HP 14 - 20A @ 120V**** 6.8 – 10A @ 240V** 20 CFM 2.5 CFM AquaAir® Ultra 9 9 Large (3)½ HP 10.5 - 15A @ 120V*** 5.1 – 7.5A @ 240V** 15 CFM 1.7 CFM AquaAir® Ultra 9 High Flow 9 Large (4)½ HP 14 - 20A @ 120V**** 6.8 – 10A @ 240V** 20 CFM 2.2 CFM AquaAir® Ultra 10 10 Large (4)½ HP 14 - 20A @ 120V****6.8 – 10A @ 240V** 20 CFM 2 CFM AquaAir® Ultra 11 11 Large (4)½ HP 14 - 20A @ 120V**** 6.8 – 10A @ 240V** 20 CFM 1.8 CFM AquaAir® Ultra 12 12 Large (4)½ HP 14 - 20A @ 120V**** 6.8 – 10A @ 240V** 20 CFM 1.7 CFM AquaAir® Ultra 3 Rotary Vane 3 Medium (1)¾ HP 7.4 – 8.8A @ 120V* 3.7 – 4.4A @ 240V** 9.4 CFM 3.1 CFM AquaAir® Ultra 4 Rotary Vane 4 Medium (1)¾ HP 7.4 – 8.8A @ 120V* 3.7 – 4.4A @ 240V** 9.4 CFM 2.4 CFM AquaAir® Ultra 5 Rotary Vane 5 Medium (1)1 HP 9.6 – 11.3A @ 120V* 4.8 – 5.7A @ 240V** 11.8 CFM 2.4 CFM AquaAir® Ultra 6 Rotary Vane 6 Medium (1)1 HP 9.6 – 11.3A @ 120V* 4.8 – 5.7A @ 240V** 11.8 CFM 2 CFM AquaAir® Ultra 2s 2 Small 3 - 3.8A @ 120V* 1.1 – 1.5A @ 240V** 2.4 CFM 1.2 CFM(1)⅓ HP AquaAir® Ultra 2s Up to ½4’ – 12’ STORMWATER DETENTION - MODIFIED BLN MODEL - APPENDIX C2 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit Hydro CN S Santa Barbara CNZ Y SCS Unit Hydro GA Z Santa Barbara GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation Link F Filter X Exfiltration Trench A:PR-DET2 A:PR-DET1 U:DA05 U:DA06 U:DA07 U:DA24 A:PR-CUL-DWN A:OFHenley-UP U:DA12 U:DA14 U:DA13 A:LAKE4 A:FIELDXING1-DS P:DET2-OUTP:PR-CUL-222+08 C:OFHenley-Ditch1 W:FieldXing1-Weir P:FIELDXING1 C:OFHenley-Ditch3 A:FIELDXING1-US C:OFHenley-Ditch2 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs FIELDXING1-DS 100-24 908.96 909.00 0.00 133214 204.66 221.37 FIELDXING1-US 100-24 908.96 909.00 0.01 20549 459.01 204.66 LAKE4 100-24 908.96 905.00 0.00 371281 221.37 0.00 OFHenley-UP 100-24 908.97 908.00 -0.01 19962 205.26 459.01 PR-CUL-DWN 100-24 908.97 908.00 -0.30 5147 186.68 2903.83 PR-DET1 100-24 909.23 908.00 0.00 97070 201.45 186.68 PR-DET2 100-24 908.97 908.00 0.01 103763 2903.83 164.44 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DA05 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 115.80 Area(ac): 144.570 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA06 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.80 Area(ac): 4.810 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA07 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 24.30 Area(ac): 18.830 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA12 Node: OFHenley-UP Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 45.60 Area(ac): 21.690 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA13 Node: OFHenley-UP Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 18.00 Area(ac): 8.760 Time Shift(hrs): 0.00 Curve Number: 75.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA14 Node: OFHenley-UP Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 6 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Rainfall Amount(in): 0.000 Time of Conc(min): 26.40 Area(ac): 24.740 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DA24 Node: PR-DET1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 8.70 Area(ac): 7.730 Time Shift(hrs): 0.00 Curve Number: 81.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: FIELDXING1-DS Base Flow(cfs): 0.000 Init Stage(ft): 902.310 Group: BASE Warn Stage(ft): 909.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: FIELDXING1-US Base Flow(cfs): 0.000 Init Stage(ft): 902.340 Group: BASE Warn Stage(ft): 909.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: LAKE4 Base Flow(cfs): 0.000 Init Stage(ft): 900.000 Group: BASE Warn Stage(ft): 905.000 Type: Stage/Area NORTH CENTRAL LAKE IN SADDLE CREEK Stage(ft) Area(ac) --------------- --------------- 900.000 2.4700 901.000 2.7500 902.000 3.0300 903.000 3.3100 904.000 3.5900 905.000 3.8700 906.000 4.1500 ------------------------------------------------------------------------------------------ Name: OFHenley-UP Base Flow(cfs): 0.000 Init Stage(ft): 902.740 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 902.740 0.0010 908.000 0.0010 ------------------------------------------------------------------------------------------ Name: PR-CUL-DWN Base Flow(cfs): 0.000 Init Stage(ft): 904.290 Group: BASE Warn Stage(ft): 908.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 6 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.290 0.0010 908.000 0.0010 ------------------------------------------------------------------------------------------ Name: PR-DET1 Base Flow(cfs): 0.000 Init Stage(ft): 904.650 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 904.650 0.0000 906.000 0.3600 907.000 0.8000 908.000 1.6000 909.000 2.1000 ------------------------------------------------------------------------------------------ Name: PR-DET2 Base Flow(cfs): 0.000 Init Stage(ft): 903.000 Group: BASE Warn Stage(ft): 908.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 903.000 1.4500 904.000 1.5800 905.000 1.7200 906.000 1.8500 907.000 1.9900 908.000 2.1300 ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: FieldXing1-Weir Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- -32.000 907.320 0.030000 -26.000 905.320 0.030000 -8.000 904.320 0.030000 -2.000 904.820 0.030000 2.000 904.820 0.011000 8.000 904.320 0.030000 26.000 905.320 0.030000 32.000 907.320 0.030000 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 6 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS ========================================================================================== Name: DET2-OUT From Node: PR-DET2 Length(ft): 130.00 Group: BASE To Node: OFHenley-UP Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 96.00 96.00 Entrance Loss Coef: 0.50 Rise(in): 36.00 36.00 Exit Loss Coef: 0.00 Invert(ft): 903.000 902.740 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares CORRECTED TO HAVE ONLY ONE CULVERT ---------------------------------------------------------------------------------------------------- Name: FIELDXING1 From Node: FIELDXING1-US Length(ft): 12.00 Group: BASE To Node: FIELDXING1-DS Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 60.00 60.00 Entrance Loss Coef: 0.50 Rise(in): 24.00 24.00 Exit Loss Coef: 0.00 Invert(ft): 902.340 902.310 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares ---------------------------------------------------------------------------------------------------- Name: PR-CUL-222+08 From Node: PR-DET1 Length(ft): 182.00 Group: BASE To Node: PR-CUL-DWN Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): 98.00 98.00 Entrance Loss Coef: 0.50 Rise(in): 63.00 63.00 Exit Loss Coef: 0.00 Invert(ft): 904.650 904.290 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall ========================================================================================== ==== Channels ============================================================================ ========================================================================================== Name: OFHenley-Ditch1 From Node: PR-CUL-DWN Length(ft): 50.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 6 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Group: BASE To Node: PR-DET2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 904.290 903.000 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.000 Manning's N: 0.030000 0.030000 Expansion Coef: 0.000 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 1.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): 0.100 0.100 LtSdSlp(h/v): 18.00 18.00 RtSdSlp(h/v): 18.00 18.00 ---------------------------------------------------------------------------------------------------- Name: OFHenley-Ditch2 From Node: OFHenley-UP Length(ft): 174.00 Group: BASE To Node: FIELDXING1-US Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 902.740 902.340 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.000 Manning's N: 0.030000 0.030000 Expansion Coef: 0.000 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 1.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): 0.100 0.100 LtSdSlp(h/v): 18.00 18.00 RtSdSlp(h/v): 18.00 18.00 ---------------------------------------------------------------------------------------------------- Name: OFHenley-Ditch3 From Node: FIELDXING1-DS Length(ft): 1022.00 Group: BASE To Node: LAKE4 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 902.310 900.000 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.000 Manning's N: 0.030000 0.030000 Expansion Coef: 0.000 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 1.000 Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): 0.100 0.100 LtSdSlp(h/v): 18.00 18.00 RtSdSlp(h/v): 18.00 18.00 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: FieldXing1-Weir From Node: FIELDXING1-US Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 6 146th Street & Towne Road (modified BLN model - Ambleside + offsite basins only) - 6/23/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\ICPR-BLN.ICP PEAK CONDITIONS Group: BASE To Node: FIELDXING1-DS Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: FieldXing1-Weir Invert(ft): 904.820 Control Elevation(ft): 804.820 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100-24 Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\100-24.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100-24 Hydrology Sim: 100-24 Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR-BLN\100-24.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.0050 Time Step Optimizer: 10.000 Start Time(hrs): 0.00 End Time(hrs): 30.00 Min Calc Time(sec): 1.00 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 6 STORMWATER DETENTION - PHASE 1 - APPENDIX D LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))) )))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 EX 29.59 AC CARMEL, IN8/25/2021 EXISTNG BASINS AMBLESIDE - PHASE 1 0' (IN FEET) GRAPHIC SCALE 300'600'900' ))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))) )))))))))))))))))))) ))))))))))))))))))))))))))))))))) )))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))) ))))))))))) )))))))))))))))) ))))))))))))))))) ))))))))))))) )))))))))))))))))) ))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))) )))))))))) ))))))))))))) ))))))))))))) )))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))LAKE 2 17.92 AC CN=88.8 LAKE 1 3.69 AC CN=88.8 OFF-NE 2.47 AC CN=72.9 DIR-E 0.96 AC CN=89.4 109 0.87 AC CN=90.8 162 5.70 AC CN=87.8 110 0.46 AC CN=86.8 CARMEL, IN8/25/2021 PROPOSED BASINS AMBLESIDE - PHASE 1 0' (IN FEET) GRAPHIC SCALE 300'600'900' Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 5/11/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit Hydro CN S Santa Barbara CNZ Y SCS Unit Hydro GA Z Santa Barbara GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation Link F Filter X Exfiltration Trench A:LAKE 2 U:LAKE 2 U:OFF-NE U:162 A:LAKE 1 U:LAKE 1 T:BNDRY U:DIR-E M:STR 110 U:110 M:STR 109 U:109 P:P 110 P:P 109 P:P 111 D:D 1 W:WEIR 1 AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY 010YR-24HR 900.00 905.00 0.00 0 2.82 0.00 BNDRY 100YR-24HR 900.00 905.00 0.00 0 6.52 0.00 LAKE 1 010YR-24HR 902.28 909.00 0.00 47513 14.66 1.21 LAKE 1 100YR-24HR 903.40 909.00 0.00 51502 31.96 6.31 LAKE 2 010YR-24HR 902.28 909.00 0.00 87088 44.69 9.55 LAKE 2 100YR-24HR 903.42 909.00 0.00 93615 85.74 21.96 STR 109 010YR-24HR 902.28 910.00 -0.47 537 9.90 9.88 STR 109 100YR-24HR 903.41 910.00 -0.47 483 22.88 22.71 STR 110 010YR-24HR 902.28 910.00 -0.58 265 9.66 9.65 STR 110 100YR-24HR 903.42 910.00 -0.58 253 22.25 22.19 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY 100YR-24HR-OFF 900.00 905.00 0.00 0 7.28 0.00 LAKE 1 100YR-24HR-OFF 903.52 909.00 0.00 51924 32.71 7.06 LAKE 2 100YR-24HR-OFF 903.55 909.00 0.00 94330 93.40 24.09 STR 109 100YR-24HR-OFF 903.54 910.00 -0.47 467 25.01 24.84 STR 110 100YR-24HR-OFF 903.55 910.00 -0.58 249 24.37 24.31 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 109 Node: STR 109 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 0.87 Time Shift(hrs): 0.00 Curve Number: 90.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 110 Node: STR 110 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 11.00 Area(ac): 0.46 Time Shift(hrs): 0.00 Curve Number: 86.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 162 Node: LAKE 2 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 21.00 Area(ac): 5.70 Time Shift(hrs): 0.00 Curve Number: 87.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIR-E Node: BNDRY Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 25.00 Area(ac): 0.96 Time Shift(hrs): 0.00 Curve Number: 89.40 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ---------------------------------------------------------------------------------------------------- Name: LAKE 1 Node: LAKE 1 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 17.00 Area(ac): 3.69 Time Shift(hrs): 0.00 Curve Number: 88.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 2 Node: LAKE 2 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 6 AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 39.00 Area(ac): 17.92 Time Shift(hrs): 0.00 Curve Number: 88.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF-NE Node: LAKE 2 Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 27.00 Area(ac): 2.47 Time Shift(hrs): 0.00 Curve Number: 72.90 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Warn Stage(ft): 905.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 900.00 100.00 900.00 ------------------------------------------------------------------------------------------ Name: LAKE 1 Base Flow(cfs): 0.00 Init Stage(ft): 900.20 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.20 0.92 901.00 0.98 902.00 1.06 903.00 1.14 904.00 1.23 905.00 1.33 906.00 1.43 ------------------------------------------------------------------------------------------ Name: LAKE 2 Base Flow(cfs): 0.00 Init Stage(ft): 900.70 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.70 1.79 901.00 1.83 902.00 1.96 903.00 2.09 904.00 2.22 905.00 2.36 906.00 2.50 907.00 2.70 ------------------------------------------------------------------------------------------ Name: STR 109 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 6 AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 110 Base Flow(cfs): 0.00 Init Stage(ft): 900.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 910.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: P 109 From Node: STR 109 Length(ft): 173.00 Group: ONSITE To Node: LAKE 1 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.47 900.20 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 110 From Node: STR 110 Length(ft): 40.00 Group: ONSITE To Node: STR 109 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 900.58 900.52 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: P 111 From Node: LAKE 2 Length(ft): 37.00 Group: ONSITE To Node: STR 110 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 6 AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS Invert(ft): 900.70 900.63 Bend Loss Coef: 0.00 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: D 1 From Node: LAKE 1 Length(ft): 79.00 Group: ONSITE To Node: BNDRY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 27.00 27.00 Flow: Both Rise(in): 27.00 27.00 Entrance Loss Coef: 0.50 Invert(ft): 900.20 900.00 Exit Loss Coef: 0.50 Manning's N: 0.0130 0.0130 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.0 0.0 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.0 0.0 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 900.20 Rise(in): 6.00 Control Elev(ft): 900.20 *** Weir 2 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 18.00 Invert(ft): 902.20 Rise(in): 18.00 Control Elev(ft): 902.20 *** Weir 3 of 3 for Drop Structure D 1 *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Horizontal Top Clip(in): 0.00 Flow: Both Weir Disc Coef: 3.20 Geometry: Rectangular Orifice Disc Coef: 0.60 Span(in): 19.80 Invert(ft): 906.80 Rise(in): 24.00 Control Elev(ft): 906.80 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 6 AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS Name: WEIR 1 From Node: LAKE 1 Group: ONSITE To Node: BNDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 52.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 905.000 Control Elevation(ft): 905.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 010YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\100YR-24HR-OFF.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 36.000 1.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 36.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 6 AMBLESIDE PHASE 1 CONSTRUCTION - HWC #2020-051 - 8/25/2021 W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\2020-051- PH1.ICP PROPOSED CONDITIONS Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 36.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Hydrology Sim: 100YR-24HR-OFF Filename: W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\ICPR PH1\100YR-24HR-OFF.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.01 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 36.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- OFFSITE Yes ONSITE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 6 Ambleside HWC # 2020-051 Date: 8/25/2021 Proposed Drainage Basins - Phase 1 Curve Numbers: BC D Lawn/Grass 61 74 80 Area A Max Lot Coverage = 60% impervious --> CN = 89.4 Area B Max Lot Coverage = 65% impervious --> CN = 90.4 R/W Percent impervious = 79% --> CN = 93.5 Roof/Pvmt 98 98 98 Notes: CN Values based on 60% soil group B, 40% soil group C Area Lawn/Grass Area A Area B R/W Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN LAKE 1 3.69 0.88 1.59 0.30 0.92 88.8 LAKE 2 17.92 3.22 4.58 5.87 2.45 1.80 88.8 DIR-E 0.96 0.96 89.4 162 5.70 2.57 0.34 2.79 87.8 110 0.46 0.18 0.28 86.8 109 0.87 0.57 0.30 90.8 Basin W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\2020-051-ST.xlsx 8/25/2021 9:17 AM WATER QUALITY APPENDIX E Ambleside HWC # 2020-051 Date: 5/11/2021 Water Quality Basins Water Quality Volume:(P)(Rv)(A) 12 where:WQv = water quality volume (ac-ft) P = 1 inch Rv =volumetric runoff coefficient = 0.05 + 0.009(I) I = percent impervious cover A = area in acres Water Quality CN: where:CNwq = adusted curve number for water quality flow rate calculation P = 1 inches (rainfall for water quality storm event) Qa = water quality volume in inches = 1.0 inch(Rv) Rv = volumetric runoff coefficient = 0.05 + 0.009(I) I = percent impervious cover Area Percent Roof/Pvmt WQv (acres) Impervious (acres) (ac-ft) LAKE 1 8.18 45% 3.68 0.31 0.46 93.1 LAKE 2 41.00 45% 18.45 1.55 0.46 93.1 LAKE 3 10.71 45% 4.82 0.41 0.46 93.1 CNwq WQv = Basin Qa CNwq = 1000 [10 + 5P + 10Qa - 10(Qa 2 + 1.25QaP )0.5] W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\2020-051-ST.xlsx 5/11/2021 4:20 PM Ambleside 2020-051 5/11/2021 BY: GMM TSS Removal Rate (%) Area (ac) 8.18 41.00 For Pond/Pond: TSS Removal = 1-(1-0.80)*(1-0.80) = 96% 10.71 For Pond/Pond/Pond: TSS Removal = 1-(1-0.80)*(1-0.80)*(1-0.80) = 99.2% 0.75 Total Area -->59.89 Weighted TSS Removal--> LAKE 1 WQv Stage-Storage Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) Bottom --> 890.20 0.459 898.20 1.090 6.20 6.20 898.20 1.463 0.00 6.20 NP --> 900.20 1.772 3.23 9.43 Cumulative Volume (ac-ft) -->9.43 WQv target (ac-ft) --> 0.93 LAKE 1 WQv effective TSS removal rate --> 100% LAKE 2 WQv Stage-Storage Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) Bottom --> 890.70 0.624 898.70 1.254 7.51 7.51 898.70 1.548 0.00 7.51 NP --> 900.70 1.794 3.34 10.85 Cumulative Volume (ac-ft) -->10.85 WQv target (ac-ft) --> 4.66 LAKE 1 WQv effective TSS removal rate --> 100% LAKE 3 WQv Stage-Storage Calculations Inc. Vol. Cumul. Vol. Stage Area (ac) (ac-ft) (ac-ft) Bottom --> 893.50 1.042 901.50 1.891 11.73 11.73 901.50 2.272 0.00 11.73 NP --> 903.50 2.588 4.86 16.59 Cumulative Volume (ac-ft) -->16.59 WQv target (ac-ft) --> 1.22 LAKE 1 WQv effective TSS removal rate --> 100% DIR-E 0 DIR-E 0.00 LAKE 2 LAKE 3 80 80 LAKE 1 80 Tributary Area TSS Removal Rate (%) 96.00 99.20 WATER QUALITY BALANCE CALCULATIONS BMP 94.39 LAKE 2 LAKE 3 LAKE 1 80.00 STORM SEWERS APPENDIX F LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ))))))))))))))))))))))))))))))))) LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 1520.65 AC1530.69 AC2590.53 AC2580.56 AC1170.15 AC1270.75 AC1160.21 AC1120.43 AC1190.59 AC1260.43 AC1511.68 AC1340.09 AC1320.19 AC1091.13 AC1100.56 AC1490.53 AC1480.35 AC1470.71 AC1391.09 AC2600.47 AC1290.13 AC2620.45 AC1200.30 AC1400.76 AC1330.31 AC1310.51 AC1150.64 AC1240.13 AC1250.13 ACCARMEL, IN5/12/2021STORM SEWER BASINSAMBLESIDE0'(IN FEET)GRAPHIC SCALE100'200'300' )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))2090.22 AC1520.65 AC1640.85 AC1650.77 AC1530.69 AC1701.29 AC2590.53 AC2580.56 AC1511.68 AC1481471391.09 AC1382.32 AC1770.49 AC1760.40 AC1750.90 AC1621.11 AC1800.85 AC1970.93 AC2600.47 AC2110.22 AC2100.13 AC2130.32 AC2310.08 AC2010.22 AC1830.22 AC1691.46 AC1810.17 AC1900.38 AC2620.45 AC1400.76 AC1780.38 AC3710.49 AC1631.39 ACCARMEL, IN5/12/2021STORM SEWER BASINSAMBLESIDE0'(IN FEET)GRAPHIC SCALE100'200'300' ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))2090.22 AC1640.85 AC1650.77 AC1770.49 AC1760.40 AC1750.90 AC1621.11 AC1920.70 AC1800.85 AC1990.37 AC1980.89 AC1970.93 AC1930.35 AC2240.07 AC2200.61 AC2190.28 AC2230.05 AC2120.55 AC2110.22 AC2100.13 AC2130.32 AC2310.08 AC2010.22 AC1840.65 AC1850.36 AC2020.70 AC2030.68 AC2040.13 AC2270.46 AC2140.37 AC2150.78 AC2360.17 AC2290.76 AC2460.47 AC2060.28 AC2370.32 AC2380.23 AC2410.70 AC2400.80 AC2250.29 AC2480.26 AC1960.94 AC1940.17 AC1830.22 AC1810.17 AC1910.40 AC1900.38 AC1780.38 AC3710.49 AC1631.39 ACCARMEL, IN5/12/2021STORM SEWER BASINSAMBLESIDE0'(IN FEET)GRAPHIC SCALE100'200'300' STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]RM COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)8/25/21STRUCTURE BASINS248 247 248 0.50 0.26 0.13 11 5.09 0.66 0.13 11 5.09 0.66 0.62247 246 247 0.00 0.00 0.00 0 6.12 0.00 0.13 12 4.95 0.64 0.74246 205 246 0.70 0.46 0.32 12 4.95 1.59 0.45 12 4.95 2.24 0.32240 239 240 0.70 0.80 0.56 12 4.95 2.77 0.56 12 4.95 2.77 0.54239 238 239 0.00 0.00 0.00 0 6.12 0.00 0.95 13 4.82 4.55 0.32238 237 238 0.70 0.23 0.16 5 6.12 0.99 1.11 14 4.68 5.18 0.23237 206 237 0.70 0.32 0.22 12 4.95 1.11 1.80 14 4.68 8.43 0.23206 205 206 0.70 0.28 0.20 5 6.12 1.20 2.00 14 4.68 9.35 0.32205 204 205 0.00 0.00 0.00 0 6.12 0.00 2.45 14 4.68 11.47 0.38204 203 204 0.45 0.13 0.06 15 4.55 0.27 2.51 15 4.55 11.40 0.11203 202 203 0.45 0.68 0.31 15 4.55 1.39 2.81 15 4.55 12.80 1.54202 201 202 0.70 0.70 0.49 13 4.82 2.36 3.30 16 4.44 14.68 0.21201 180 201 0.80 0.22 0.18 5 6.12 1.08 3.48 17 4.34 15.09 0.18180 162 180 0.30 0.85 0.26 21 3.94 1.01 3.73 21 3.94 14.72 0.62241 239 241 0.55 0.70 0.39 12 4.95 1.91 0.39 12 4.95 1.91 1.54196 237 196 0.50 0.94 0.47 12 4.95 2.33 0.47 12 4.95 2.33 0.18236 224 236 0.70 0.17 0.12 12 4.95 0.59 0.12 12 4.95 0.59 0.34225 224 225 0.50 0.29 0.15 12 4.95 0.72 0.15 12 4.95 0.72 0.34224 223 224 0.70 0.07 0.05 6 5.94 0.29 0.31 13 4.82 1.51 0.19223 222 223 0.75 0.05 0.04 5 6.12 0.23 0.35 13 4.82 1.69 0.35220 219 220 0.65 0.61 0.40 12 4.95 1.96 0.40 12 4.95 1.96 0.19219 218 219 0.75 0.28 0.21 5 6.12 1.29 0.61 12 4.95 3.00 0.32 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]RM COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)8/25/21STRUCTURE BASINS215 214 215 0.55 0.78 0.43 14 4.68 2.01 0.43 14 4.68 2.01 0.14214 213 214 0.70 0.37 0.26 9 5.40 1.40 0.69 14 4.68 3.22 0.27213 210 213 0.70 0.31 0.22 12 4.95 1.07 1.24 14 4.68 5.82 0.57227 226 227 0.70 0.46 0.32 12 4.95 1.59 0.32 12 4.95 1.59 0.80226 213 226 0.00 0.00 0.00 0 6.12 0.00 0.34 13 4.82 1.63 0.19231 226 231 0.20 0.08 0.02 10 5.22 0.08 0.02 10 5.22 0.08 0.41229 212 229 0.70 0.76 0.53 12 4.95 2.63 0.53 12 4.95 2.63 0.80212 211 212 0.70 0.55 0.39 12 4.95 1.91 0.92 13 4.82 4.42 0.19211 210 211 0.70 0.22 0.15 5 6.12 0.94 1.07 13 4.82 5.16 0.10210 209 210 0.20 0.13 0.03 14 4.68 0.12 2.34 15 4.55 10.65 0.41209 208 209 0.70 0.22 0.15 5 6.12 0.94 2.49 15 4.55 11.35 0.42194 193 194 0.50 0.17 0.09 5 6.12 0.52 0.09 5 6.12 0.52 0.19193 192 193 0.65 0.35 0.23 16 4.44 1.01 0.31 16 4.44 1.39 0.73192 191 192 0.35 0.70 0.25 17 4.34 1.06 0.56 17 4.34 2.42 1.85191 190 191 0.40 0.40 0.16 15 4.55 0.73 1.56 19 4.13 6.42 0.89190 178 190 0.40 0.38 0.15 16 4.44 0.68 1.71 20 4.02 6.86 1.78178 177 178 0.40 0.38 0.15 15 4.55 0.69 1.86 22 3.87 7.19 0.73177 176 177 0.65 0.49 0.32 17 4.34 1.38 2.18 23 3.79 8.25 1.85176 175 176 0.65 0.40 0.26 18 4.23 1.10 2.44 24 3.71 9.05 0.89175 174 175 0.65 0.90 0.59 16 4.44 2.60 3.02 25 3.64 10.99 1.78174 173 174 0.00 0.00 0.00 0 6.12 0.00 4.43 27 3.48 15.40 0.75199 198 199 0.70 0.37 0.26 12 4.95 1.28 0.26 12 4.95 1.28 0.19198 191 198 0.65 0.89 0.58 17 4.34 2.51 0.84 17 4.34 3.63 0.74185 184 185 0.55 0.36 0.20 12 4.95 0.98 0.20 12 4.95 0.98 0.20 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]RM COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)8/25/21STRUCTURE BASINS184 183 184 0.70 0.65 0.46 13 4.82 2.19 0.65 13 4.82 3.15 0.19183 182 183 0.60 0.22 0.13 10 5.22 0.69 1.34 18 4.23 5.68 0.54182 181 182 0.00 0.00 0.00 0 6.12 0.00 1.34 19 4.13 5.54 0.40181 174 181 0.35 0.17 0.06 17 4.34 0.26 1.40 19 4.13 5.79 1.44197 183 197 0.60 0.93 0.56 18 4.23 2.36 0.56 18 4.23 2.36 0.41170 169 170 0.15 1.29 0.19 34 3.03 0.59 0.19 34 3.03 0.59 1.01169 166 169 0.15 1.46 0.22 29 3.33 0.73 0.41 35 2.98 1.23 0.37371 370 371 0.25 0.49 0.12 29 3.33 0.41 0.12 29 3.33 0.41 0.48167 166 167 0.00 0.00 0.00 0 6.12 0.00 0.00 0 6.12 0.00 0.83166 165 166 0.25 0.54 0.14 16 4.44 0.60 0.55 35 2.98 1.63 0.84165 164 165 0.65 0.77 0.50 18 4.23 2.12 1.05 36 2.93 3.07 0.19164 163 164 0.65 0.85 0.55 18 4.23 2.34 1.60 36 2.93 4.68 0.74163 162 163 0.65 1.39 0.90 18 4.23 3.82 2.50 37 2.87 7.19 1.01162 161 162 0.25 1.11 0.28 21 3.94 1.09 6.52 38 2.82 18.36 0.96153 152 153 0.65 0.69 0.45 17 4.34 1.95 0.45 17 4.34 1.95 0.18152 151 152 0.65 0.37 0.24 17 4.34 1.03 0.69 17 4.34 2.97 0.76151 150 151 0.65 1.68 1.09 16 4.44 4.85 1.78 18 4.23 7.52 1.03149 148 149 0.65 0.53 0.34 16 4.44 1.53 0.34 16 4.44 1.53 0.19148 147 148 0.65 0.35 0.23 16 4.44 1.01 0.57 16 4.44 2.54 0.71147 146 147 0.65 0.71 0.46 16 4.44 2.05 1.03 17 4.34 4.48 0.88146 145 146 0.00 0.00 0.00 0 6.12 0.00 1.03 18 4.23 4.37 0.32140 139 140 0.40 0.76 0.30 16 4.44 1.35 0.30 16 4.44 1.35 0.82139 138 139 0.65 1.09 0.71 18 4.23 3.00 1.01 18 4.23 4.28 0.66 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]RM COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)8/25/21STRUCTURE BASINS138 136 138 0.65 2.32 1.51 18 4.23 6.38 2.52 18 4.23 10.67 1.31127 126 127 0.65 0.75 0.49 17 4.34 2.11 0.49 17 4.34 2.11 0.19126 114 126 0.55 0.43 0.24 15 4.55 1.08 0.72 17 4.34 3.14 0.09112 120 112 0.20 0.43 0.09 8 5.58 0.48 0.09 8 5.58 0.48 0.14120 119 120 0.75 0.30 0.23 5 6.12 1.38 0.31 9 5.40 1.68 0.19119 118 119 0.65 0.59 0.38 16 4.44 1.70 0.69 16 4.44 3.09 0.78118 117 118 0.00 0.00 0.00 0 6.12 0.00 0.69 17 4.34 3.01 0.87117 116 117 0.65 0.15 0.10 9 5.40 0.53 0.79 18 4.23 3.35 0.19116 256 116 0.50 0.21 0.11 13 4.82 0.51 0.90 18 4.23 3.80 0.09256 115 256 0.00 0.00 0.00 0 6.12 0.00 1.79 20 4.02 7.20 0.23115 114 115 0.65 0.64 0.42 15 4.55 1.89 2.21 21 3.94 8.70 0.90114 113 114 0.00 0.00 0.00 0 6.12 0.00 2.93 22 3.87 11.33 0.67262 259 262 0.15 0.45 0.07 12 4.95 0.33 0.07 12 4.95 0.33 0.48260 259 260 0.25 0.47 0.12 18 4.23 0.50 0.12 18 4.23 0.50 0.84259 258 259 0.65 0.53 0.34 17 4.34 1.49 0.53 19 4.13 2.18 0.19258 257 258 0.65 0.56 0.36 17 4.34 1.58 0.89 19 4.13 3.69 0.71257 256 257 0.00 0.00 0.00 0 6.12 0.00 0.89 20 4.02 3.59 0.64111 110 111 0.00 0.00 0.00 0 6.12 0.00 0.00 0 6.12 0.00 0.21110 109 110 0.75 0.56 0.42 11 5.09 2.14 0.42 11 5.09 2.14 0.22109 108 109 0.65 1.13 0.73 18 4.23 3.11 1.15 18 4.23 4.89 0.96125 124 125 0.60 0.13 0.08 7 5.76 0.45 0.08 7 5.76 0.45 0.26124 123 124 0.60 0.13 0.08 7 5.76 0.45 0.16 7 5.76 0.90 0.45123 122 123 0.00 0.00 0.00 0 6.12 0.00 0.16 7 5.76 0.90 0.69122 121 122 0.00 0.00 0.00 0 6.12 0.00 0.16 8 5.58 0.87 0.33 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]RM COMPOSITE BASINSTRAVELFROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs) (min)8/25/21STRUCTURE BASINS134 133 134 0.25 0.09 0.02 11 5.09 0.11 0.02 11 5.09 0.11 0.19133 132 133 0.25 0.31 0.08 15 4.55 0.35 0.10 15 4.55 0.46 0.39132 131 132 0.70 0.19 0.13 7 5.76 0.77 0.23 15 4.55 1.06 0.67131 130 131 0.65 0.51 0.33 9 5.40 1.79 0.56 16 4.44 2.51 0.39130 129 130 0.00 0.00 0.00 0 6.12 0.00 0.56 16 4.44 2.51 0.67129 128 129 0.40 0.13 0.05 15 4.55 0.24 0.62 17 4.34 2.67 0.50 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PDDESIGN CAP.FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV.(cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWNRIM ELEV.STRUCTURECOVER (ft)8/25/21n = 0.013248 247 0.66 112 12 0.36 2.14 2.73 912.80 913.70 909.15 908.75 2.48 3.78247 246 0.64 134 12 0.34 2.08 2.65 913.70 912.35 908.65 908.20 3.88 2.98246 205 2.24 27 12 0.55 2.65 3.37 912.35 912.23 908.10 907.95 3.08 3.11240 239 2.77 97 12 0.67 2.92 3.72 911.75 911.97 908.10 907.45 2.48 3.35239 238 4.55 57 18 0.26 5.37 3.04 911.97 911.50 907.10 906.95 3.16 2.84238 237 5.18 41 18 0.36 6.32 3.58 911.50 911.59 906.85 906.70 2.94 3.18237 206 8.43 57 21 0.35 9.40 3.91 911.59 911.65 906.05 905.85 3.56 3.82206 205 9.35 68 21 0.37 9.66 4.02 911.65 912.23 905.75 905.50 3.92 4.75205 204 11.47 19 21 0.79 14.12 5.87 912.23 912.00 905.40 905.25 4.85 4.77204 203 11.40 277 24 0.27 11.79 3.75 912.00 910.00 905.15 904.40 4.60 3.35203 202 12.80 38 24 0.40 14.35 4.57 910.00 910.78 904.30 904.15 3.45 4.38202 201 14.68 32 24 0.47 15.55 4.95 910.78 910.48 903.85 903.70 4.68 4.53201 180 15.09 112 27 0.27 16.14 4.06 910.48 908.60 903.50 903.20 4.46 2.88180 162 14.72 264 27 0.27 16.05 4.04 908.60 908.50 903.10 902.40 2.98 3.58241 239 1.91 19 12 0.53 2.60 3.31 911.30 911.97 907.60 907.50 2.53 3.30196 237 2.33 143 12 0.43 2.34 2.98 910.40 911.59 906.73 906.11 2.50 4.31236 224 0.59 60 12 0.33 2.05 2.61 912.62 913.22 908.95 908.75 2.50 3.30225 224 0.72 61 12 0.33 2.05 2.61 912.30 913.22 908.60 908.40 2.53 3.65224 223 1.51 34 12 0.44 2.37 3.02 913.22 913.22 908.30 908.15 3.75 3.90223 222 1.69 63 12 4.70 7.74 9.86 913.22 906.45 903.50 5.60220 219 1.96 34 12 0.44 2.37 3.02 910.52 910.52 906.80 906.65 2.55 2.70219 218 3.00 57 12 4.44 7.53 9.58 910.52 906.05 903.50 3.30 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PDDESIGN CAP.FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV.(cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWNRIM ELEV.STRUCTURECOVER (ft)8/25/21n = 0.013215 214 2.01 26 12 0.37 2.17 2.77 909.50 910.66 905.80 905.70 2.53 3.79214 213 3.22 49 15 0.30 3.55 2.89 910.66 910.50 905.50 905.35 3.72 3.71213 210 5.82 102 18 0.34 6.14 3.48 910.50 909.40 905.15 904.80 3.64 2.89227 226 1.59 164 12 0.49 2.50 3.18 912.15 911.32 908.45 907.65 2.53 2.50226 213 1.63 107 12 0.37 2.18 2.77 911.32 910.50 906.40 906.00 3.75 3.33231 226 0.08 23 12 0.44 2.37 3.02 910.80 911.32 906.60 906.50 3.03 3.65229 212 2.63 143 12 0.87 3.33 4.24 911.20 909.70 907.20 905.95 2.83 2.58212 211 4.42 34 15 0.59 4.98 4.05 909.70 909.70 905.75 905.55 2.51 2.71211 210 5.16 17 15 0.87 6.04 4.92 909.70 909.40 905.45 905.30 2.81 2.66210 209 10.65 75 21 0.47 10.89 4.53 909.40 910.26 904.60 904.25 2.82 4.03209 208 11.35 75 21 0.60 12.31 5.12 910.26 904.15 903.70 4.13194 193 0.52 34 12 0.44 2.37 3.02 912.82 912.82 909.15 909.00 2.50 2.65193 192 1.39 131 12 2.51 5.66 7.21 912.82 909.40 908.90 905.60 2.75 2.63192 191 2.42 333 15 0.24 3.17 2.59 909.40 910.10 905.50 904.70 2.46 3.96191 190 6.42 161 18 0.40 6.68 3.78 910.10 909.80 904.60 903.95 3.79 4.14190 178 6.86 321 21 0.22 7.44 3.09 909.80 909.90 903.85 903.15 3.97 4.77178 177 7.19 136 21 0.22 7.45 3.10 909.90 912.50 903.05 902.75 4.87 7.77177 176 8.25 34 21 0.44 10.54 4.38 912.50 912.50 902.65 902.50 7.87 8.02176 175 9.05 130 21 0.34 9.30 3.87 912.50 911.69 902.40 901.95 8.12 7.76175 174 10.99 162 24 0.25 11.32 3.60 911.69 910.84 901.75 901.35 7.69 7.24174 173 15.40 179 27 0.25 15.53 3.91 910.84 901.15 900.70 7.17199 198 1.28 34 12 0.44 2.37 3.02 912.38 912.38 908.70 908.55 2.51 2.66198 191 3.63 133 15 1.69 8.42 6.86 912.38 910.10 908.35 906.10 2.59 2.56185 184 0.98 36 12 0.41 2.29 2.91 909.70 910.90 906.00 905.85 2.53 3.88 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PDDESIGN CAP.FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV.(cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWNRIM ELEV.STRUCTURECOVER (ft)8/25/21n = 0.013184 183 3.15 34 15 0.29 3.49 2.84 910.90 910.90 905.65 905.55 3.81 3.91183 182 5.68 97 18 0.31 5.86 3.32 910.90 911.20 905.35 905.05 3.84 4.44182 181 5.54 72 18 0.35 6.23 3.53 911.20 910.30 904.95 904.70 4.54 3.89181 174 5.79 260 18 0.33 6.04 3.42 910.30 910.84 904.60 903.75 3.99 5.39197 183 2.36 75 12 0.67 2.92 3.72 911.20 910.90 907.40 906.90 2.63 2.83170 169 0.59 182 12 0.33 2.05 2.61 907.60 908.30 903.90 903.30 2.53 3.83169 166 1.23 66 12 0.33 2.05 2.61 908.30 909.20 903.20 902.98 3.93 5.05371 370 0.41 86 12 1.28 4.04 5.15 908.30 904.60 903.50 2.53167 166 57.20 150 48 0.30 78.89 6.28 909.70 909.20 903.50 903.05 2.05 2.00166 165 58.83 151 48 0.20 64.41 5.13 909.20 909.21 903.00 902.70 2.05 2.37165 164 60.27 34 48 0.22 67.56 5.38 909.21 909.21 902.05 901.98 3.01 3.09164 163 61.88 134 48 0.20 64.41 5.13 909.21 909.12 901.93 901.66 3.13 3.31163 162 64.39 182 48 0.22 67.56 5.38 909.12 908.50 901.61 901.21 3.36 3.14162 161 75.56 174 48 0.26 73.86 5.88 908.50 901.16 900.70 3.19153 152 1.95 32 12 1.09 3.73 4.75 908.49 908.20 904.80 904.45 2.52 2.58152 151 2.97 137 15 0.51 4.63 3.77 908.20 907.83 904.25 903.55 2.51 2.84151 150 7.52 185 18 1.43 12.60 7.13 907.83 903.35 900.70 2.77149 148 1.53 35 12 0.42 2.32 2.95 909.79 909.74 906.10 905.95 2.52 2.62148 147 2.54 128 12 0.90 3.39 4.32 909.74 908.45 905.85 904.70 2.72 2.58147 146 4.48 158 15 0.51 4.62 3.77 908.45 907.88 904.50 903.70 2.51 2.75146 145 4.37 57 15 3.48 12.08 9.85 907.88 902.70 900.70 3.74140 139 1.35 147 12 0.34 2.08 2.65 907.70 909.90 904.00 903.50 2.53 5.23139 138 4.28 120 15 0.63 5.14 4.19 909.90 910.30 903.30 902.55 5.16 6.32 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PDDESIGN CAP.FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV.(cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWNRIM ELEV.STRUCTURECOVER (ft)8/25/21n = 0.013138 136 10.67 236 21 0.61 12.44 5.17 910.30 902.15 900.70 6.17127 126 2.11 34 12 0.44 2.37 3.02 907.22 907.22 903.55 903.40 2.50 2.65126 114 3.14 16 15 0.62 5.10 4.16 907.22 907.59 903.20 903.10 2.58 3.05112 120 0.48 26 12 3.08 6.27 7.98 908.06 905.20 904.40 2.49120 119 1.68 34 12 0.44 2.37 3.02 908.06 908.06 904.30 904.15 2.59 2.74119 118 3.09 141 15 0.32 3.66 2.99 908.06 907.40 903.95 903.50 2.67 2.46118 117 3.01 156 15 0.26 3.30 2.69 907.40 908.44 903.40 903.00 2.56 4.01117 116 3.35 34 15 0.29 3.49 2.84 908.44 908.44 902.90 902.80 4.10 4.20116 256 3.80 16 15 0.63 5.14 4.19 908.44 908.78 902.70 902.60 4.30 4.74256 115 7.20 42 24 0.24 11.11 3.54 908.78 907.81 901.65 901.55 4.88 4.01115 114 8.70 162 24 0.22 10.59 3.37 907.81 907.59 901.45 901.10 4.11 4.24114 113 11.33 121 24 0.25 11.34 3.61 907.59 901.00 900.70 4.34262 259 0.33 87 12 0.34 2.08 2.65 906.60 908.55 903.20 902.90 2.23 4.48260 259 0.50 151 12 0.33 2.05 2.61 907.20 908.55 903.50 903.00 2.53 4.38259 258 2.18 34 15 0.28 3.43 2.79 908.55 908.55 902.70 902.60 4.41 4.51258 257 3.69 127 18 0.20 4.71 2.67 908.55 909.50 902.50 902.25 4.34 5.55257 256 3.59 116 18 0.22 4.94 2.80 909.50 908.78 902.15 901.90 5.64 5.18111 110 62.43 37 48 0.19 62.78 5.00 907.00 907.31 900.70 900.63 2.15 2.53110 109 64.57 40 48 0.15 55.78 4.44 907.31 907.43 900.58 900.52 2.58 2.76109 108 67.32 173 48 0.16 57.25 4.56 907.43 900.47 900.20 2.81125 124 0.45 46 12 0.43 2.34 2.98 909.31 909.06 905.30 905.10 2.84 2.79124 123 0.90 81 12 0.86 3.31 4.22 909.06 908.01 905.00 904.30 2.89 2.54123 122 0.90 125 12 1.20 3.91 4.98 908.01 906.02 903.80 902.30 3.04 2.55122 121 0.87 60 12 3.35 6.54 8.33 906.02 902.20 900.20 2.65 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Ambleside STORM: 10 YearJOB #: 2020-051 COMPUTED BY: GMMDATE: SHEET NO.:W:\CalAtlantic Homes\2018-113-S Manchester Square\Design\Calcs\[2018-113-ST.xlsx]PDDESIGN CAP.FROM TO Q L DIA. SLOPE Q VEL. INVERT ELEV.(cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWNRIM ELEV.STRUCTURECOVER (ft)8/25/21n = 0.013134 133 0.11 144 12 0.52 2.58 3.28 907.30 906.50 903.60 902.85 2.53 2.48133 132 0.46 56 12 0.36 2.14 2.73 906.50 906.58 902.75 902.55 2.58 2.86132 131 1.06 34 12 0.44 2.37 3.02 906.58 906.58 902.45 902.30 2.96 3.11131 130 2.51 70 12 0.57 2.70 3.43 906.58 907.32 902.20 901.80 3.21 4.35130 129 2.51 120 12 0.58 2.72 3.46 907.32 906.10 901.70 901.00 4.45 3.93129 128 2.67 89 12 0.78 3.16 4.02 906.10 900.90 900.20 4.03 Time of Concentration WorksheetPROJECT: Ambleside Based on TR-55JOB #: 2020-051Overland FlowChannel Flow short grass0.15 grass0.03 farm, > 20% cover 0.17 concrete0.0152 year, 24 hour rainfall = 2.66 inches dense grass0.24 rip-rap0.035minimum T_c = 5.00 minutes pavement0.011W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]TC Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel Flow T_cBasin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_tname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min) (min)Typical values for Manning's n4/6/21101 35 1.00 0.24 99109 70 1.00 0.24 16 270 0.69 P 1.69 318110 30 1.00 0.24 8 330 0.69 P 1.69 311112 25 1.00 0.24 7 200 1.00 P 2.03 28115 60 1.00 0.24 14 200 1.00 P 2.03 215116 50 1.00 0.24 12 100 0.68 P 1.68 113117 30 1.00 0.24 8 100 0.68 P 1.68 19119 70 1.00 0.24 16 65 0.60 P 1.57 116120 5 1.00 0.24 2 150 0.60 P 1.57 25124 20 1.00 0.24 6 110 0.73 P 1.74 17125 20 1.00 0.24 6 110 0.73 P 1.74 17126 65 1.00 0.24 15 60 0.70 P 1.70 115127 70 1.00 0.24 16 130 0.60 P 1.57 117129 65 1.00 0.24 1515131 30 1.00 0.24 8 100 0.73 P 1.74 19132 20 1.00 0.24 6 150 0.73 P 1.74 17133 65 1.00 0.24 1515134 45 1.00 0.24 1111137 65 1.00 0.24 15 215 1.21 P 2.24 216138 70 1.00 0.24 16 265 0.83 P 1.85 218139 70 1.00 0.24 16 240 0.83 P 1.85 218140 70 1.00 0.24 1616142 70 1.00 0.24 16 160 0.62 P 1.60 217143 70 1.00 0.24 16 180 0.62 P 1.60 217147 65 1.00 0.24 15 165 1.00 P 2.03 116148 65 1.00 0.24 15 160 0.72 P 1.72 216149 65 1.00 0.24 15 140 0.72 P 1.72 116151 65 1.00 0.24 15 165 0.63 P 1.61 216152 70 1.00 0.24 16 150 0.70 P 1.70 117153 70 1.00 0.24 16 160 0.70 P 1.70 217 Time of Concentration WorksheetPROJECT: Ambleside Based on TR-55JOB #: 2020-051Overland FlowChannel Flow short grass0.15 grass0.03 farm, > 20% cover 0.17 concrete0.0152 year, 24 hour rainfall = 2.66 inches dense grass0.24 rip-rap0.035minimum T_c = 5.00 minutes pavement0.011W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]TC Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel Flow T_cBasin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_tname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min) (min)Typical values for Manning's n4/6/21162 100 1.00 0.24 2121163 70 1.00 0.24 16 260 0.60 P 1.57 318164 70 1.00 0.24 16 260 0.60 P 1.57 318165 70 1.00 0.24 16 205 0.60 P 1.57 218166 70 1.00 0.24 1616169 150 1.00 0.24 2929371 150 1.00 0.24 2929170 180 1.00 0.24 33 50 1.00 U 1.61 134260 80 1.00 0.24 17 70 1.00 U 1.61 118262 50 1.00 0.24 1212175 65 1.00 0.24 15 160 1.00 P 2.03 116176 70 1.00 0.24 16 215 0.60 P 1.57 218177 70 1.00 0.24 16 160 0.60 P 1.57 217178 65 1.00 0.24 15 80 1.00 U 1.61 115180 100 1.00 0.24 2121181 80 1.00 0.24 1717183 40 1.00 0.24 1010184 45 1.00 0.24 11 205 0.64 P 1.63 213185 45 1.00 0.24 11 95 1.00 U 1.61 112259 70 1.00 0.24 16 140 0.79 P 1.81 117258 70 1.00 0.24 16 150 0.79 P 1.81 117190 65 1.00 0.24 15 160 1.00 U 1.61 216191 65 1.00 0.24 15 80 1.00 U 1.61 115192 80 1.00 0.24 1717193 70 1.00 0.24 16 90 0.60 P 1.57 116194 10 1.00 0.24 35196 45 1.00 0.24 11 130 1.00 U 1.61 112197 70 1.00 0.24 16 260 0.70 P 1.70 318198 70 1.00 0.24 16 160 0.64 P 1.63 217199 45 1.00 0.24 11 150 0.64 P 1.63 212 Time of Concentration WorksheetPROJECT: Ambleside Based on TR-55JOB #: 2020-051Overland FlowChannel Flow short grass0.15 grass0.03 farm, > 20% cover 0.17 concrete0.0152 year, 24 hour rainfall = 2.66 inches dense grass0.24 rip-rap0.035minimum T_c = 5.00 minutes pavement0.011W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]TC Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel Flow T_cBasin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_tname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min) (min)Typical values for Manning's n4/6/21202 45 1.00 0.24 11220 0.70 P 1.70 213203 60 1.00 0.24 1485 1.00 U 1.61 115204 60 1.00 0.24 1490 1.00 U 1.61 115206 10 1.00 0.24 35208 10 1.00 0.24 3160 0.66 P 1.65 25209 10 1.00 0.24 35210 60 1.00 0.24 1414211 10 1.00 0.24 35212 50 1.00 0.24 1212213 45 1.00 0.24 11100 0.82 P 1.84 112214 30 1.00 0.24 870 0.74 P 1.75 19215 50 1.00 0.24 12170 1.00 U 1.61 214219 10 1.00 0.24 3235 1.15 P 2.18 25220 45 1.00 0.24 11155 1.15 P 2.18 112223 10 1.00 0.24 35224 20 1.00 0.24 66225 45 1.00 0.24 11110 1.00 U 1.61 112227 45 1.00 0.24 11100 0.82 P 1.84 112229 45 1.00 0.24 11100 0.70 P 1.70 112231 40 1.00 0.24 1010236 45 1.00 0.24 11145 0.70 P 1.70 112237 45 1.00 0.24 11110 0.70 P 1.70 112238 10 1.00 0.24 35240 45 1.00 0.24 11110 0.70 P 1.70 112241 45 1.00 0.24 1190 1.00 U 1.61 112246 45 1.00 0.24 11120 0.70 P 1.70 112248 45 1.00 0.24 1111 PROJECT: Ambleside DATE: 5/11/2021 JOB #: 2020-051 COMPUTED BY: GMM Area (ft^2) Perimeter (ft) Neenah R-4342 2.0 6.0 Neenah R-3405-A 1.3 8.0 Neenah R-3405-D4 3.5 10.0 Neenah R-3501-TR/TL 1.4 4.6 Neenah R-3501-TR/TL-2 2.8 6.8 Neenah 12" 0.8 3.1 Cw = 3.3 Cw = Coefficient of weir flow Q weir = CwLH1.5 Cd = 0.6 Cd = Coefficient of orifice flow Q orifice = CdA(2gh)0.5 L = Weir length (ft) A = Open area (ft2)C w source:Neenah Foundary Co. H = Head (ft) Q Area Perimeter Hweir Horifice (ft3/sec) (ft 2)(lf) (ft) (ft) 112 12" 0.48 0.79 3.14 0.13 0.02 115 R-3405-D4 1.89 1.75 5.00 0.24 0.05 129 R-4342 0.24 1.00 3.00 0.08 0.00 133 R-4342 0.35 1.00 3.00 0.11 0.01 134 R-4342 0.11 1.00 3.00 0.05 0.00 138 R-3501-TR/TL-2 6.38 2.80 6.80 0.43 0.22 139 R-3501-TR/TL-2 3.00 2.80 6.80 0.26 0.05 147 R-3405-D4 2.05 1.75 5.00 0.25 0.06 151 R-3405-D4 4.85 1.75 5.00 0.44 0.33 162 R-4342 1.09 1.00 3.00 0.23 0.05 163 R-3501-TR/TL-2 3.82 2.80 6.80 0.31 0.08 166 R-4342 0.60 1.00 3.00 0.15 0.02 169 R-4342 0.73 1.00 3.00 0.18 0.02 170 R-4342 0.59 1.00 3.00 0.15 0.01 260 R-4342 0.50 1.00 3.00 0.14 0.01 262 R-4342 0.33 1.00 3.00 0.10 0.00 175 R-3405-D4 2.60 1.75 5.00 0.29 0.10 178 R-4342 0.69 1.00 3.00 0.17 0.02 180 R-4342 1.01 1.00 3.00 0.22 0.04 181 R-4342 0.26 1.00 3.00 0.09 0.00 185 R-4342 0.98 1.00 3.00 0.21 0.04 190 R-4342 0.68 1.00 3.00 0.17 0.02 191 R-4342 0.73 1.00 3.00 0.18 0.02 Inlet Capacity - Proposed Basins - Comments Beehive Inlet Paved Area Inlet LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]IC Casting Type Inlet Paved Area Inlet Roll Curb Inlet Roll Curb Inlet 12" End Section * 50% clogged Casting Type PROJECT: Ambleside DATE: 5/11/2021 JOB #: 2020-051 COMPUTED BY: GMM Area (ft^2) Perimeter (ft) Neenah R-4342 2.0 6.0 Neenah R-3405-A 1.3 8.0 Neenah R-3405-D4 3.5 10.0 Neenah R-3501-TR/TL 1.4 4.6 Neenah R-3501-TR/TL-2 2.8 6.8 Neenah 12" 0.8 3.1 Cw = 3.3 Cw = Coefficient of weir flow Q weir = CwLH1.5 Cd = 0.6 Cd = Coefficient of orifice flow Q orifice = CdA(2gh)0.5 L = Weir length (ft) A = Open area (ft2)C w source:Neenah Foundary Co. H = Head (ft) Q Area Perimeter Hweir Horifice (ft3/sec) (ft 2)(lf) (ft) (ft) Inlet Capacity - Proposed Basins - Comments Beehive Inlet Paved Area Inlet LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.xlsx]IC Casting Type Inlet Paved Area Inlet Roll Curb Inlet Roll Curb Inlet 12" End Section * 50% clogged Casting Type 192 R-4342 1.06 1.00 3.00 0.23 0.05 196 R-4342 2.33 1.00 3.00 0.38 0.23 197 R-3405-D4 2.36 1.75 5.00 0.27 0.08 203 R-4342 1.39 1.00 3.00 0.27 0.08 204 R-4342 0.27 1.00 3.00 0.09 0.00 206 R-3405-A 1.20 0.65 4.00 0.20 0.15 209 R-3501-TR/TL 0.94 0.70 2.30 0.25 0.08 210 R-4342 0.12 1.00 3.00 0.05 0.00 213 R-3405-A 1.07 0.65 4.00 0.19 0.12 214 R-3501-TR/TL 1.40 0.70 2.30 0.32 0.17 215 R-4342 2.01 1.00 3.00 0.35 0.17 225 R-4342 0.72 1.00 3.00 0.17 0.02 227 R-3405-A 1.59 0.65 4.00 0.24 0.26 229 R-3405-D4 2.63 1.75 5.00 0.29 0.10 231 R-4342 0.08 1.00 3.00 0.04 0.00 236 R-3501-TR/TL 0.59 0.70 2.30 0.18 0.03 237 R-3501-TR/TL 1.11 0.70 2.30 0.28 0.11 238 R-3405-A 0.99 0.65 4.00 0.18 0.10 240 R-3405-D4 2.77 1.75 5.00 0.30 0.11 241 R-4342 1.91 1.00 3.00 0.33 0.16 246 R-3405-A 1.59 0.65 4.00 0.24 0.26 248 R-4342 0.66 1.00 3.00 0.16 0.02 Q = Flow = cfs Project: AmblesideN = (asphalt) Job #: 2020-051Z = ft/ft Date: T = ft/ft BY: GMMS = Longtudinal Slope = ft/ftD = Depth = ft * Double InletsStreet OpenAboveAbove OpenInlet Width, ft Total Left Right Left Right Comb. Lane Status Inlet Pvmt Inlet Comb. Lane Status109 * 3.11 1.87 1.24 9.69 8.33 0.27 0.19 8.95110 * 2.14 0.75 1.39 6.90 8.67 0.21 0.13 6.10116 0.51 0.51 0.00 6.01 0.00 0.10 0.02 1.05117 0.53 0.00 0.53 0.00 6.09 0.11 0.02 1.19119 1.70 0.85 0.85 6.52 7.28 0.26 0.17 8.37120 1.38 0.69 0.69 6.73 6.03 0.20 0.12 5.76124 0.62 0.03 0.59 2.00 6.34 0.12 0.04 1.79125 0.66 0.62 0.03 6.46 2.00 0.12 0.04 1.99126 1.08 0.54 0.54 6.14 5.65 0.17 0.09 4.29127 2.11 0.85 1.27 6.70 8.46 0.39 0.31 15.00131 1.79 0.18 1.61 3.17 9.22 0.28 0.20 9.64132 0.77 0.69 0.08 6.71 2.34 0.14 0.05 2.63148 1.01 0.05 0.96 2.48 7.36 0.16 0.08 3.96149 1.53 1.30 0.23 8.25 4.39 0.22 0.13 6.46152 1.03 0.72 0.31 6.62 4.41 0.17 0.08 4.05153 1.95 0.58 1.36 5.58 8.41 0.33 0.25 12.09164 * 2.34 1.40 0.94 8.46 7.49 0.15 0.07 3.17165 * 2.12 0.74 1.38 6.84 8.41 0.21 0.13 6.05176 1.10 0.00 1.10 0.00 8.01 0.17 0.09 4.42177 1.38 1.38 0.00 8.73 0.00 0.20 0.12 5.78183 0.69 0.17 0.52 3.72 5.98 0.13 0.05 2.19184 * 2.19 0.22 1.97 4.33 9.32 0.21 0.13 6.28258 1.58 0.63 0.95 6.30 7.37 0.22 0.14 6.68259 1.49 0.97 0.52 7.43 5.86 0.21 0.13 6.30193 1.01 0.35 0.66 5.22 4.88 0.16 0.08 3.96194 0.52 0.26 0.26 3.44 4.67 0.11 0.02 1.15198 * 2.51 1.25 1.25 8.38 8.28 0.23 0.15 7.24199 1.28 0.32 0.96 4.97 6.18 0.19 0.11 5.31Gutter Spread & Ponding Depth Calculations-- Roughness = 0.0160 1/Transverse Slope = 48.00 05/06/21 Transverse Slope = 0.0208--Q, cfs Spread,ft Spread, ft21.64' > 10' OK 15.05' 24.95'--Gutter Spread Ponding Depth> 10' OK34 14.00' 20.00' > 10' OK 14.13' 19.87' > 10' OK40 18.36'34 15.92'14.71' > 10' OK46 12.81' 33.19' > 10' OK 3.78' 42.22'18.08' > 10' OK 12.27' 21.73'> 10' OK34 14.60' 19.40' > 10' OK 19.29'> 10' OK17.85' > 10' OK34 15.61' 18.39' > 10' OK 10.42' 23.58'17.13' > 10' OK 9.21' 24.79'> 10' OK34 15.03' 18.97' > 10' OK 16.15'> 10' OK34 16.74' 17.26' > 10' OK 10.19' 23.81' > 10' OK34 16.87'21.02' > 10' OK34 15.30' 18.70' > 10' OK 8.47' 25.53'24.12' > 10' OK 5.11' 28.89'> 10' OK34 14.80' 19.20' > 10' OK 12.98'> 10' OK34 14.57' 19.43' > 10' OK 12.55' 21.45' > 10' OK34 9.88'34 12.10' 21.90' > 10' OK 2.24' 31.76' > 10' OKW:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\2020-051-ST.xlsxGS5/6/2021 4:37 PM Q = Flow = cfs Project: AmblesideN = (asphalt) Job #: 2020-051Z = ft/ft Date: T = ft/ft BY: GMMS = Longtudinal Slope = ft/ftD = Depth = ft * Double InletsStreet OpenAboveAbove OpenInlet Width, ft Total Left Right Left Right Comb. Lane Status Inlet Pvmt Inlet Comb. Lane StatusGutter Spread & Ponding Depth Calculations-- Roughness = 0.0160 1/Transverse Slope = 48.00 05/06/21 Transverse Slope = 0.0208--Q, cfs Spread,ft Spread, ft--Gutter Spread Ponding Depth201 1.08 0.59 0.48 6.33 5.53 0.12 0.04 1.79202 * 2.36 0.47 1.89 5.48 9.79 0.22 0.14 6.79211 0.94 0.47 0.47 5.47 5.76 0.16 0.07 3.60212 1.91 0.48 1.43 5.80 8.30 0.32 0.24 11.46219 1.29 0.32 0.96 5.04 6.75 0.19 0.11 5.32220 1.96 1.47 0.49 7.92 5.92 0.34 0.26 12.39223 0.23 0.00 0.23 0.00 3.93 0.06 0.00 0.00224 0.29 0.29 0.00 4.29 0.00 0.07 0.00 0.00> 10' OK34 16.11' 17.89' > 10' OK 8.58' 25.42'19.33' > 10' OK 17.71' 16.29'> 10' OK34 14.06' 19.94' > 10' OK 15.06'> 10' OK34 8.22' 25.78' > 10' OK 0.00' 34.00' > 10' OK34 14.67'18.94'W:\Hoffman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\2020-051-ST.xlsxGS5/6/2021 4:37 PM PROJECT: AmblesideSTORM: 10 YearJOB #: 2020-051COMPUTED BY: GMMDATE: SHEET NO.:DESIGN HGLFROM TO Q L DIA. SLOPE RIM INVERT HGLtype of Head transition Outfall Outfall Minor Major Total of Velocity HGL w/(cfs) (ft) (in) % UP UP UPinlet Loss transition loss Type Loss Losses Losses Losses (ft/s) TW 0.8 * D lossesn = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL CalculationsSTORM SEWERman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.x7/7/21248 247 0.66 112 12 0.0343 912.80 909.15 909.95Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.04 0.048 0.842 909.50 909.95 909.95247 246 0.64 134 12 0.0325 913.70 908.65 909.45Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.01 0.04 0.054 0.820 908.95 909.45 909.45246 205 2.24 27 12 0.3926 912.35 908.10 908.90Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.13 0.11 0.240 2.850 907.96 908.90 908.90240 239 2.77 97 12 0.6026 911.75 908.10 909.60Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.16 0.58 0.747 3.531 909.60 908.90 909.60239 238 4.55 57 18 0.1869 911.97 907.10 908.86Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.11 0.168 2.576 908.86 908.30 908.86238 237 5.18 41 18 0.2419 911.50 906.85 908.69Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.10 0.212 2.932 908.69 908.05 908.69237 206 8.43 57 21 0.2816 911.59 906.05 908.48Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.16 0.16 0.324 3.505 908.48 907.45 908.48206 205 9.35 68 21 0.3463 911.65 905.75 908.15Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.20 0.23 0.434 3.887 908.15 907.15 908.15205 204 11.47 19 21 0.5209 912.23 905.40 907.72Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.35 0.10 0.452 4.767 907.72 906.80 907.72204 203 11.40 277 24 0.2528 912.00 905.15 907.27Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.17 0.70 0.874 3.630 907.27 906.75 907.27203 202 12.80 38 24 0.3183 910.00 904.30 906.39Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.22 0.12 0.338 4.073 906.39 905.90 906.39202 201 14.68 32 24 0.4186 910.78 903.85 906.05Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.29 0.13 0.422 4.672 906.05 905.45 906.05201 180 15.09 112 27 0.2361 910.48 903.50 905.63Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.23 0.26 0.499 3.795 905.63 905.30 905.63180 162 14.72 264 27 0.2247 908.60 903.10 905.13Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.18 0.59 0.774 3.702 905.13 904.90 905.13241 239 1.91 19 12 0.2848 911.30 907.60 908.99Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.05 0.132 2.427 908.99 908.40 908.99196 237 2.33 143 12 0.4245 910.40 906.73 909.20Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.61 0.724 2.963 909.20 907.53 909.20236 224 0.59 60 12 0.0272 912.62 908.95 909.75Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.01 0.02 0.026 0.750 909.13 909.75 909.75225 224 0.72 61 12 0.0404 912.30 908.60 909.40Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.02 0.036 0.914 909.14 909.40 909.40224 223 1.51 34 12 0.1782 913.22 908.30 909.10Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.07 0.06 0.132 1.920 907.38 909.10 909.10223 222 1.69 63 12 0.2235 913.22 906.45 907.25Grate 0.25 Straight 0.10 Pond 0.90 0.09 0.14 0.230 2.150 903.50 907.25 907.25220 219 1.96 34 12 0.3021 910.52 906.80 907.60Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.10 0.185 2.500 907.04 907.60 907.60219 218 3.00 57 12 0.7068 910.52 906.05 906.85Grate 0.25 Straight 0.10 Pond 0.90 0.28 0.41 0.690 3.824 903.50 906.85 906.85215 214 2.01 26 12 0.3164 909.50 905.80 907.17Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.08 0.169 2.558 907.17 906.60 907.17214 213 3.22 49 15 0.2475 910.66 905.50 907.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.12 0.213 2.626 907.00 906.50 907.00213 210 5.82 102 18 0.3056 910.50 905.15 906.79Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.21 0.31 0.523 3.295 906.79 906.35 906.79227 226 1.59 164 12 0.1992 912.15 908.45 909.25Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.05 0.33 0.381 2.030 907.58 909.25 909.25226 213 1.63 107 12 0.2078 911.32 906.40 907.20Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.08 0.22 0.305 2.073 907.09 907.20 907.20231 226 0.08 23 12 0.0005 910.80 906.60 907.40Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.000 0.106 907.20 907.40 907.40229 212 2.63 143 12 0.5438 911.20 907.20 908.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.15 0.78 0.927 3.354 907.90 908.00 908.00212 211 4.42 34 15 0.4653 909.70 905.75 906.98Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.21 0.16 0.370 3.600 906.98 906.75 906.98211 210 5.16 17 15 0.6347 909.70 905.45 906.61Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.23 0.11 0.343 4.205 906.61 906.45 906.61210 209 10.65 75 21 0.4491 909.40 904.60 906.27Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.38 0.33 0.715 4.426 906.27 906.00 906.27209 208 11.35 75 21 0.5101 910.26 904.15 905.55Grate 0.25 45° Bend 0.30 Pond 0.90 0.50 0.38 0.884 4.718 903.70 905.55 905.55194 193 0.52 34 12 0.0212 912.82 909.15 909.95Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.01 0.013 0.662 909.71 909.95 909.95 PROJECT: AmblesideSTORM: 10 YearJOB #: 2020-051COMPUTED BY: GMMDATE: SHEET NO.:DESIGN HGLFROM TO Q L DIA. SLOPE RIM INVERT HGLtype of Head transition Outfall Outfall Minor Major Total of Velocity HGL w/(cfs) (ft) (in) % UP UP UPinlet Loss transition loss Type Loss Losses Losses Losses (ft/s) TW 0.8 * D lossesn = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL CalculationsSTORM SEWERman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.x7/7/21193 192 1.39 131 12 0.1511 912.82 908.90 909.70Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.20 0.240 1.768 907.06 909.70 909.70192 191 2.42 333 15 0.1394 909.40 905.50 906.82Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.08 0.46 0.540 1.971 906.82 906.50 906.82191 190 6.42 161 18 0.3711 910.10 904.60 906.28Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.17 0.60 0.771 3.631 906.28 905.80 906.28190 178 6.86 321 21 0.1865 909.80 903.85 905.50Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.60 0.706 2.853 905.50 905.25 905.50178 177 7.19 136 21 0.2046 909.90 903.05 904.80Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.17 0.28 0.451 2.988 904.80 904.45 904.80177 176 8.25 34 21 0.2697 912.50 902.65 904.35Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.16 0.09 0.247 3.430 904.35 904.05 904.35176 175 9.05 130 21 0.3243 912.50 902.40 904.10Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.19 0.42 0.609 3.762 904.10 903.80 904.10175 174 10.99 162 24 0.2346 911.69 901.75 903.49Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.16 0.38 0.542 3.497 903.49 903.35 903.49174 173 15.40 179 27 0.2460 910.84 901.15 902.95Solid 0.00 90° Bend 0.50 Pond 0.90 0.33 0.44 0.766 3.874 900.70 902.95 902.95199 198 1.28 34 12 0.1289 912.38 908.70 909.50Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.04 0.079 1.633 909.43 909.50 909.50198 191 3.63 133 15 0.3146 912.38 908.35 909.35Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.42 0.534 2.960 906.81 909.35 909.35185 184 0.98 36 12 0.0753 909.70 906.00 906.86Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.03 0.048 1.248 906.86 906.80 906.86184 183 3.15 34 15 0.2359 910.90 905.65 906.81Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.13 0.08 0.208 2.564 906.81 906.65 906.81183 182 5.68 97 18 0.2912 910.90 905.35 906.60Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.17 0.28 0.450 3.216 906.60 906.55 906.60182 181 5.54 72 18 0.2768 911.20 904.95 906.15Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.12 0.20 0.321 3.136 906.12 906.15 906.15181 174 5.79 260 18 0.3018 910.30 904.60 905.80Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.21 0.78 0.992 3.275 903.94 905.80 905.80197 183 2.36 75 12 0.4370 911.20 907.40 908.20Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.33 0.445 3.007 907.05 908.20 908.20170 169 0.59 182 12 0.0270 907.60 903.90 906.69Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.05 0.056 0.747 906.69 904.70 906.69169 166 1.23 66 12 0.1184 908.30 903.20 906.63Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.08 0.111 1.565 906.63 904.00 906.63371 370 0.41 86 12 0.0130 908.30 904.60 905.40Grate 0.25 Straight 0.10 Pond 0.90 0.01 0.01 0.016 0.519 903.50 905.40 905.40167 166 57.20 150 48 0.1577 909.70 903.50 906.95- 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.19 0.24 0.429 4.552 906.95 906.70 906.95166 165 58.83 151 48 0.1668 909.20 903.00 906.52Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.27 0.25 0.524 4.682 906.52 906.20 906.52165 164 60.27 34 48 0.1751 909.21 902.05 906.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.30 0.06 0.363 4.796 906.00 905.25 906.00164 163 61.88 134 48 0.1846 909.21 901.93 905.64Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.32 0.25 0.567 4.924 905.64 905.13 905.64163 162 64.39 182 48 0.1999 909.12 901.61 905.07Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.35 0.36 0.709 5.124 905.07 904.81 905.07162 161 75.56 174 48 0.2752 908.50 901.16 904.36Grate 0.25 Straight 0.10 Pond 0.90 0.70 0.48 1.180 6.013 900.70 904.36 904.36153 152 1.95 32 12 0.2966 908.49 904.80 905.60Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.09 0.176 2.477 905.43 905.60 905.60152 151 2.97 137 15 0.2109 908.20 904.25 905.25Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.29 0.366 2.424 904.92 905.25 905.25151 150 7.52 185 18 0.5102 907.83 903.35 904.55Grate 0.25 Straight 0.10 Pond 0.90 0.35 0.95 1.298 4.257 900.70 904.55 904.55149 148 1.53 35 12 0.1837 909.79 906.10 906.90Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.05 0.06 0.114 1.949 906.76 906.90 906.90148 147 2.54 128 12 0.5063 909.74 905.85 906.65Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.14 0.65 0.786 3.237 906.29 906.65 906.65147 146 4.48 158 15 0.4791 908.45 904.50 905.50Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.18 0.76 0.933 3.653 904.63 905.50 905.50146 145 4.37 57 15 0.4560 907.88 902.70 903.70Grate 0.25 45° Bend 0.30 Pond 0.90 0.29 0.26 0.548 3.564 900.70 903.70 903.70140 139 1.35 147 12 0.1430 907.70 904.00 904.80Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.21 0.250 1.720 904.55 904.80 904.80139 138 4.28 120 15 0.4376 909.90 903.30 904.30Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.16 0.52 0.684 3.492 904.23 904.30 904.30138 136 10.67 236 21 0.4508 910.30 902.15 903.55Grate 0.25 Straight 0.10 Pond 0.90 0.38 1.06 1.445 4.435 900.70 903.55 903.55 PROJECT: AmblesideSTORM: 10 YearJOB #: 2020-051COMPUTED BY: GMMDATE: SHEET NO.:DESIGN HGLFROM TO Q L DIA. SLOPE RIM INVERT HGLtype of Head transition Outfall Outfall Minor Major Total of Velocity HGL w/(cfs) (ft) (in) % UP UP UPinlet Loss transition loss Type Loss Losses Losses Losses (ft/s) TW 0.8 * D lossesn = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL CalculationsSTORM SEWERman Developer LLC\2020-051-A Hoffman - Ambleside\Design\Calcs\[2020-051-ST.x7/7/21127 126 2.11 34 12 0.3504 907.22 903.55 904.41Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.10 0.12 0.215 2.693 904.41 904.35 904.41126 114 3.14 16 15 0.2351 907.22 903.20 904.20Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.04 0.124 2.559 902.72 904.20 904.20112 120 0.48 26 12 0.0180 905.20 906.00- 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.008 0.611 905.11 906.00 906.00120 119 1.68 34 12 0.2210 908.06 904.30 905.10Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.08 0.135 2.138 905.09 905.10 905.10119 118 3.09 141 15 0.2270 908.06 903.95 904.95Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.08 0.32 0.404 2.515 904.80 904.95 904.95118 117 3.01 156 15 0.2163 907.40 903.40 904.40Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.09 0.34 0.431 2.455 904.33 904.40 904.40117 116 3.35 34 15 0.2678 908.44 902.90 903.90Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.10 0.09 0.190 2.731 903.89 903.90 903.90116 256 3.80 16 15 0.3435 908.44 902.70 903.70Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.13 0.05 0.181 3.093 903.43 903.70 903.70256 115 7.20 42 24 0.1007 908.78 901.65 903.25Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.08 0.04 0.124 2.291 903.17 903.25 903.25115 114 8.70 162 24 0.1471 907.81 901.45 903.05Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.10 0.24 0.340 2.769 902.94 903.05 903.05114 113 11.33 121 24 0.2495 907.59 901.00 902.60Solid 0.00 Straight 0.10 Pond 0.90 0.20 0.30 0.503 3.606 900.70 902.60 902.60262 259 0.33 87 12 0.0088 906.60 903.20 904.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.01 0.010 0.426 903.79 904.00 904.00260 259 0.50 151 12 0.0194 907.20 903.50 904.30Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.03 0.034 0.633 903.81 904.30 904.30259 258 2.18 34 15 0.1138 908.55 902.70 903.78Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.04 0.081 1.780 903.78 903.70 903.78258 257 3.69 127 18 0.1225 908.55 902.50 903.70Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.08 0.16 0.241 2.086 903.69 903.70 903.70257 256 3.59 116 18 0.1163 909.50 902.15 903.45Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.06 0.13 0.199 2.033 903.45 903.35 903.45111 110 62.43 37 48 0.1879 907.00 900.70 904.40- 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.23 0.07 0.299 4.968 904.40 903.90 904.40110 109 64.57 40 48 0.2010 907.31 900.58 904.10Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.35 0.08 0.429 5.138 904.10 903.78 904.10109 108 67.32 173 48 0.2184 907.43 900.47 903.67Grate 0.25 Straight 0.10 Pond 0.90 0.56 0.38 0.935 5.357 900.20 903.67 903.67125 124 0.66 46 12 0.0338 909.31 905.30 906.10Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.02 0.025 0.836 905.82 906.10 906.10124 123 1.28 81 12 0.1281 909.06 905.00 905.80Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.05 0.10 0.156 1.628 904.76 905.80 905.80123 122 1.28 125 12 0.1281 908.01 903.80 904.60Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.04 0.16 0.201 1.628 903.20 904.60 904.60122 121 1.24 60 12 0.1202 906.02 902.20 903.00Solid 0.00 45° Bend 0.30 Pond 0.90 0.05 0.07 0.118 1.577 900.20 903.00 903.00134 133 0.11 144 12 0.0010 907.30 903.60 904.40Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.002 0.146 903.55 904.40 904.40133 132 0.46 56 12 0.0162 906.50 902.75 903.55Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.01 0.01 0.015 0.579 903.26 903.55 903.55132 131 1.06 34 12 0.0881 906.58 902.45 903.25Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.03 0.03 0.060 1.350 903.11 903.25 903.25131 130 2.51 70 12 0.4931 906.58 902.20 903.05Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.20 0.35 0.545 3.194 903.05 903.00 903.05130 129 2.51 120 12 0.4931 907.32 901.70 902.50Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.16 0.59 0.749 3.194 902.45 902.50 902.50129 128 2.67 89 12 0.5604 906.10 900.90 901.70Grate 0.25 90° Bend 0.50 Pond 0.90 0.30 0.50 0.797 3.405 900.20 901.70 901.70