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HomeMy WebLinkAboutDrainage Report STORMWATER DRAINAGE REPORT ALBANY VILLAGE DEVELOPER: Lamb Property Developer, LLC 9757 WestPoint Drive, Suite 600 Indianapolis, IN 46256 PREPARED BY: HWC Engineering 135 N. Pennsylvania Avenue, Suite 2800 Indianapolis, IN 46204 HWC #2020-200 April 14, 2021 Revised: November 15, 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 Overflow Weir Calculations ICPR Network Builder (Existing Runoff) ICPR Peak Conditions (Existing Runoff) ICPR Input Data (Existing Runoff) Table 102-1 Water Quality Appendix D WQv - CNwq Calculations WQv Volume Calculations Storm Sewers Appendix E Storm Inlet Basins Map Rational Method Pipe Design Time of Concentration Inlet Capacity Swale Capacity Gutter Spread Hydraulic Grade Line Drainage Report for Albany Place & Tallyn’s Ridge Appendix F   STORMWATER DRAINAGE SUMMARY Project: Albany Village Location: Carmel, IN Introduction Lamb Property Developer is proposing a residential subdivision with 70 lots. The project is located on the south side of old 146st Street, east of Shelborne Road in Carmel, IN. There will be an entrance along Shelborne Road and a connection to an existing subdivision (Tallyns Ridge) to the east. Existing Conditions Most of the existing site is agricultural land. Along Shelborne Road there are two residential lots with what appears to be a junkyard in the back. These lots will be replaced. There are two gas pipelines that run southwest/northeast with a 120’ easement. Stormwater runoff drains to the north and west towards roadside swales. On the south side of Old 146th Street a swale drains west to a 48” RCP culvert which flows under Shelborne Road. Near the southwest corner of the site a swale flows to an existing 30” CMP culvert. Both culverts drain to swales which ultimately flow to Little Eagle Creek. Southwest of the site, runoff from a residential lot which contains buildings, grass area, and woods, flows towards the existing 30” CMP under Shelborne Road. Stormwater discharge from a detention pond in a residential subdivision (Albany Place) also flows to this culvert. An ICPR model will be created to determine the peak runoff rates to the two discharge points. These peak runoff rates will be compared to the peak proposed discharge rates and the comparison will show that the proposed conditions reduce the peak discharge rates through the two culverts underneath Shelborne Road. Adjoining Land Conditions North: Old 146th Street South: Residential (Albany Place) East: Residential (Tallyns Ridge) West: Agricultural, rural residential Soil Types Soils maps from the United States Department of Agriculture, Soil Conservation Service identify Brookston, Crosby, and Miami soils on the subject site. Brookston (Br, YbvA) and Miami (MmB2) are in hydrologic group B while Crosby (CrA,YcIA) is in hydrologic group C. The split between group B and group C soils is approximately 40/60 for the site. Proposed curve number calculations will be based on the next less infiltrating category, i.e. 40/60 C/D. Stormwater Detention The detention for the overall site will be provided by two wet detention ponds, a dry detention pond upstream of Lake 2, and a bioswale downstream of Lake 1. The bioswale will discharge to an existing swale along the roundabout for Old 146th Street and Shelborne Road. Lake 2 will discharge to a new pipe, which will replace an existing culvert, which will flow under Shelborne Road. Offsite Runoff from Tallyn’s Ridge There is some offsite runoff from the northeast (Tallyns Ridge residential subdivision) which will flow through the storm sewer system and ultimately to Lake 1. An overflow weir in Lake 1 will allow this runoff to pass through the detention pond where it will drain west to the existing swale along the roundabout. This offsite runoff will not be included in the allowable/proposed discharge rates. Runoff from Gas Pipeline Easement The ground in the area of the gas pipeline easement, as well as the area north of Lots 79-82, will remain mostly undisturbed and undeveloped. Since, in the existing conditions, it is agricultural land that has been disturbed, the CN values will be based on the next less infiltrating category. In the proposed condition this area will transition to grass or meadow which will have a lower CN value. These areas will be considered onsite and will have its runoff controlled by the detention ponds. Runoff from southwest corner of the site This area will also remain mostly undisturbed and undeveloped. It will also transition from agricultural ground to grass/meadow. However, it cannot be feasibly detained by the detention ponds. Because of this the direct runoff from this area will cause the site to exceed the allowable release rates. Offsite Runoff from Albany Place The residential subdivision to the south, Albany Place, has a detention pond that discharges north via a pipe that spills out onto open ground. This occurs at the southwest corner of the site. This storm pipe will be intercepted with a new storm structure and will drain to Lake 2. In the ICPR model the peak time and discharge rates will be included in the offsite modeling.   An overflow weir in Lake 2 will allow this runoff to pass through the detention pond where it will drain west to a swale which will be drained by new storm sewers. Similar to Lake 1 this offsite runoff will not be included in the allowable/proposed discharge rates. The detention design for Albany Place & Tallyn’s Ridge was completed by Stoeppelwerth and Associates and the report has a date of January 19, 2016. Excerpts from this report will included in this report. 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 onsite basins. Per Section 302.06.12 of the STSM the existing basin includes the north right-of-way along Old 146th Street when fully developed as well as the right-of-way of Shelborne Road. Any right-of- way that is part of the roundabout will not be included in the detention model. The existing site drains through two discharge points underneath Shelborne Road. One, a 30” CMP culvert, is at the southwest corner of the site. The second is a 48” RCP at the southern end of the roundabout. Therefore there will be two existing basins used to determine allowable release rates. Allowable Discharge Rate Calculations Basin Area (acres) Storm Event 10 year (x 0.10 cfs/ac) 100 year (x 0.30 cfs/ac) EX-W 33.57 3.36 cfs 10.07 cfs EX-SW 4.33 0.43 cfs 1.30 cfs Total 37.90 3.79 cfs 11.37 cfs Given the small basin draining to the southwest it will be impossible to meet the discharge rate criteria. So, the two basins will be combined to determine the allowable discharge rates. Downstream of the existing 30” culvert is a defined swale that flows west. Both discharge points converge ~600’ west of Shelborne Road. Also, previously existing runoff from Albany Place has been replaced with proposed runoff flowing through two detention systems so the peak runoff rate to the existing culvert has been reduced. Therefore, adequate drainage capacity exists and there should be no adverse drainage effects from exceeding the allowable discharge rates at the discharge point for EX-SW. An ICPR model was created to analyze the peak conditions during major storm events. The results are. Peak Proposed Release Rates Storm Event Allowable Runoff Rate Proposed Release Rate 10 yr, 24 hr 3.79 cfs 5.08 cfs 100 yr, 24 hr 11.37 cfs 12.42 cfs The allowable release rates are exceeded in both simulations. However, given the direct runoff from basin DIR SW, the direct discharge from the two downstream ponds (LAKE 2 and BIOSWALE) are less than the allowable release rates so the two discharge points should be not be adversely affected. These discharge rates are based on onsite runoff only. See Appendix C for more information. To achieve the desired discharge rates, the primary orifices in the outfall control structures were all designed with 3” diameter orifices. When constructed the primary orifices will have 6” diameter primary orifices. Outfall Pipe from Lake 2 The existing 30” CMP culvert that flows under Shelborne Road will be replaced. The outfall pipe from Lake 2 will converge at a storm manhole along with another storm sewer that collects runoff from surface swales. A new 36” pipe will discharge to the same location as the existing 30” pipe. Water Quality Water quality treatment for the proposed site will be provided by a combination of BMP’s. Two wet detention ponds, a bioswale, and a native bottom dry detention facility will treat stormwater runoff. The south half of Old 146th Street, along any impervious area in the offsite runoff to the east (Tallyns Ridge), will be treated although they are not part of Albany Place. 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 to maintain a 10’ open lane. See Appendix E 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, Garmin, USGS, Intermap, INCREMENT P, NRCan,Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand),NGCC, © OpenStreetMap contributors, and the GIS User Community Ê Albany VillageAerial Location MapCarmel, IndianaApril 2021 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet Copyright:© 2013 National Geographic Society, i-cubed Ê Albany VillageUSGS Topographic Map Carmel, IndianaApril 2021 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey 0 500 1,000 1,500Graphic Scale (Feet) 1 inch = 1,000 feet W 1 4 1 S T S T W 1 4 6 T H S T SHELBORNE RDW 1 5 1 S T S T OVERBROOK DRCAMDEN LNHEATHER KNOLL PKYTA R A C T MURPHY CIRPRIMO WAYAMBLEWIND PLBRANDT LNWILMUTH DRW IN I N GS L N ST CLAIR LNPELHAM RD LANGHAM DRB U R L I N G A M E B LV D D A VI N C I D R M O D E S TO L N TIMMIS CIR Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS UserCommunity Ê Albany VillageFloodplain Map Carmel, IndianaApril 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 CrA CrA Br CrA CrA Pn CrA Sh CrA MmB2 CrA CrA CrA MmB2 CrA CrA MmB2 Br CrA Br CrA Br CrA CrA CrA CrA CrA 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 Albany VillageSoils Map and LegendWestfield, IndianaApril 2021 Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey Legend Project Area Corporate Limits Sources: IndianaMap, Indiana Spatial Data Portal and WebSoilSurvey S y m b o l N am e Br Brook ston silty clay loam, 0 to 2 percent slopesCrACrosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes Map symbols consist of a combination of l etters 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 i s 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 1 4 1 S T S T W 1 4 6 T H S T SHELBORNE RDW 1 5 1 S T S T OVERBROOK DRCAMDEN LNHEATHER KNOLL PKYTA R A C T MURPHY CIRAMBLEWIND PLPRIMO WAYBRANDT LNWILMUTH DRW IN I N GS L N ST CLAIR LNPELHAM RD LANGHAM DRB U R L I N G A M E B LV D D A VI N C I D R M O D E S TO L N TIMMIS CIRPIAZZA CTSource: 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 Albany VillageWetlands Area Map Carmel, IndianaApril 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 )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ) )))))) )))) )))) ) ) )))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ))))))))))))) )))))))) )))))) )))))))))))) )))) ))))))))))))))))))))))))))))) ))))))))))))))))))) )) ))))))))))))EX-W 33.57 AC CN=79.8 ALBANY PLACE TALLYNS RIDGEOFF-SW 7.20 AC CN=70.5 OFF E 0.31 AC CN=87.8 EX-SW 4.33 AC CN=79.8 CARMEL, IN6/28/2021 EXISTING BASINS ALBANY VILLAGE 0' (IN FEET) GRAPHIC SCALE 150'300'450' 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 )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ) )))))) )))) )))) ) ) )))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ))))))))))))) )))))))) )))))) )))))))))))) )))) ))))))))))))))))))))))))))))) ))))))))))))))))))) )) ))))))))))))LAKE 1 11.76 AC CN=85.4 ALBANY PLACE TALLYNS RIDGEDIR W 0.78 AC CN=77.6 RW W 0.69 AC CN=93.9 RW SW 0.91 AC CN=93.9 UNDEV 1 3.46 AC CN=76.9 OFF E 0.31 AC CN=87.8 RW N 0.60 AC CN=93.9 UNDEV 2 2.02 AC CN=75.8 LAKE 2 2.34 AC CN=85.4 BIOSWALE 0.72 AC CN=77.6 OFF-SW 7.20 AC CN=70.5 DIR-SW 1.65 AC CN=77.2 LAKE 2-DRY POND 12.89 AC CN=85.4 CARMEL, IN11/15/2021 PROPOSED BASINS ALBANY VILLAGE 0' (IN FEET) GRAPHIC SCALE 150'300'450' ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-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 BIOSWALE 010YR-24HR 904.75 912.00 0.00 8375 5.22 1.54 BIOSWALE 100YR-24HR 906.82 912.00 0.00 12781 10.02 4.28 BNDRY-SW 010YR-24HR 901.00 912.00 0.00 2 3.49 0.00 BNDRY-SW 100YR-24HR 901.00 912.00 0.00 2 7.98 0.00 BNDRY-W 010YR-24HR 901.00 912.00 0.00 0 1.59 0.00 BNDRY-W 100YR-24HR 901.00 912.00 0.00 0 4.44 0.00 LAKE 1 010YR-24HR 905.15 909.00 0.00 37737 36.28 1.53 LAKE 1 100YR-24HR 907.09 909.00 0.00 48971 75.52 7.08 LAKE 2 010YR-24HR 909.15 912.00 0.00 45563 31.18 0.36 LAKE 2 100YR-24HR 911.09 912.00 0.00 64791 67.16 1.03 LAKE 2DRY POND 010YR-24HR 909.95 912.00 0.00 10220 28.70 27.45 LAKE 2DRY POND 100YR-24HR 911.09 912.00 0.00 11706 57.43 56.47 STR 103 010YR-24HR 904.59 912.00 -0.30 237 0.36 0.36 STR 103 100YR-24HR 904.81 912.00 -0.30 262 1.03 1.03 STR 104 010YR-24HR 905.37 912.00 -1.05 215 0.36 0.36 STR 104 100YR-24HR 905.60 912.00 -1.05 233 1.03 1.03 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-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 BIOSWALE 010YR-24HR 904.75 912.00 0.00 8375 5.22 1.54 BIOSWALE 100YR-24HR 906.82 912.00 0.00 12781 10.02 4.28 BIOSWALE 100YR-24HR-OFF 907.07 912.00 0.00 13314 11.62 6.27 BNDRY-SW 010YR-24HR 901.00 912.00 0.00 2 3.49 0.00 BNDRY-SW 100YR-24HR 901.00 912.00 0.00 2 7.98 0.00 BNDRY-SW 100YR-24HR-OFF 901.00 912.00 0.00 2 31.45 0.00 BNDRY-W 010YR-24HR 901.00 912.00 0.00 0 1.59 0.00 BNDRY-W 100YR-24HR 901.00 912.00 0.00 0 4.44 0.00 BNDRY-W 100YR-24HR-OFF 901.00 912.00 0.00 0 6.49 0.00 LAKE 1 010YR-24HR 905.15 909.00 0.00 37737 36.28 1.53 LAKE 1 100YR-24HR 907.09 909.00 0.00 48971 75.52 7.08 LAKE 1 100YR-24HR-OFF 907.16 909.00 0.00 49344 79.98 10.81 LAKE 2 010YR-24HR 909.15 912.00 0.00 45563 31.18 0.36 LAKE 2 100YR-24HR 911.09 912.00 0.00 64791 67.16 1.03 LAKE 2 100YR-24HR-OFF 911.61 912.00 0.00 67551 64.66 13.44 STR 103 010YR-24HR 904.59 912.00 -0.30 237 0.36 0.36 STR 103 100YR-24HR 904.81 912.00 -0.30 262 1.03 1.03 STR 103 100YR-24HR-OFF 905.08 912.00 -0.30 276 2.30 2.30 STR 104 010YR-24HR 905.37 912.00 -1.05 215 0.36 0.36 STR 104 100YR-24HR 905.60 912.00 -1.05 233 1.03 1.03 STR 104 100YR-24HR-OFF 905.90 912.00 -1.05 239 2.30 2.30 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-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 BIOSWALE 100YR-24HR-CON 906.61 912.00 0.00 12328 10.71 5.53 BNDRY-SW 100YR-24HR-CON 901.00 912.00 0.00 2 32.67 0.00 BNDRY-W 100YR-24HR-CON 901.00 912.00 0.00 0 5.72 0.00 LAKE 1 100YR-24HR-CON 907.12 909.00 0.00 49117 79.98 9.34 LAKE 2 100YR-24HR-CON 911.58 912.00 0.00 67394 66.93 10.54 LAKE 2DRY POND 100YR-24HR-CON 911.59 912.00 0.00 12358 57.43 49.36 STR 103 100YR-24HR-CON 905.28 912.00 -0.30 275 3.47 3.47 STR 104 100YR-24HR-CON 906.14 912.00 -1.05 230 3.47 3.47 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 ALBANY VILLAGE - HWC #2020-200 - 6/28/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 010YR-24HR BIOSWALE ONSITE 12.05 1.62 1.721 4498 100YR-24HR BIOSWALE ONSITE 12.03 3.65 3.941 10300 010YR-24HR DIR SW ONSITE 12.07 3.38 1.692 10135 100YR-24HR DIR SW ONSITE 12.07 7.72 3.899 23355 010YR-24HR DIR W ONSITE 12.19 1.21 1.720 4871 100YR-24HR DIR W ONSITE 12.13 2.79 3.940 11156 010YR-24HR LAKE 1 ONSITE 12.17 25.70 2.338 99792 100YR-24HR LAKE 1 ONSITE 12.17 51.19 4.775 203859 010YR-24HR LAKE 2 ONSITE 12.16 34.12 2.338 129917 100YR-24HR LAKE 2 ONSITE 12.11 68.29 4.775 265399 010YR-24HR RW N ONSITE 12.11 1.72 3.143 6846 100YR-24HR RW N ONSITE 12.11 3.04 5.733 12487 010YR-24HR RW SW ONSITE 12.02 2.72 3.143 7873 100YR-24HR RW SW ONSITE 12.02 4.76 5.733 14360 010YR-24HR RW W ONSITE 12.02 3.58 3.143 10383 100YR-24HR RW W ONSITE 12.02 6.28 5.733 18939 010YR-24HR UNDEV 1 ONSITE 12.11 5.59 1.670 20975 100YR-24HR UNDEV 1 ONSITE 12.11 13.13 3.867 48567 010YR-24HR UNDEV 2 ONSITE 12.08 3.57 1.593 11683 100YR-24HR UNDEV 2 ONSITE 12.08 8.49 3.755 27531 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. ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.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 M:STR 104 M:STR 103 A:LAKE 2-DRY POND U:LAKE 2-DRY POND A:LAKE 2 U:LAKE 2 U:RW SW A:LAKE 1 U:LAKE 1 U:OFF E U:UNDEV 1 U:UNDEV 2 U:RW N T:BNDRY-W U:DIR W T:BNDRY-SW U:DIR SW U:OFF SW A:BIOSWALE U:RW W U:BIOSWALE D:DBS ON D:DBS OFF W:WEIR BS P:P 104 P:P 103 W:WEIR FB D:DFB D:D2 ON D:D2 OFF W:WEIR 2 D:D1 ON W:WEIR 1 D:D1 OFF ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: BIOSWALE Node: BIOSWALE 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): 12.00 Area(ac): 0.72 Time Shift(hrs): 0.00 Curve Number: 77.60 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIR SW Node: BNDRY-SW 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): 1.65 Time Shift(hrs): 0.00 Curve Number: 77.20 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIR W Node: BNDRY-W 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): 26.00 Area(ac): 0.78 Time Shift(hrs): 0.00 Curve Number: 77.60 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- 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): 25.00 Area(ac): 11.76 Time Shift(hrs): 0.00 Curve Number: 85.40 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): 10.00 Area(ac): 2.34 Time Shift(hrs): 0.00 Curve Number: 85.40 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: LAKE 2DRY POND Node: LAKE 2DRY POND 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 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS Rainfall Amount(in): 0.00 Time of Conc(min): 24.00 Area(ac): 12.89 Time Shift(hrs): 0.00 Curve Number: 85.40 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF E Node: LAKE 1 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): 21.00 Area(ac): 0.90 Time Shift(hrs): 0.00 Curve Number: 87.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF SW Node: BNDRY-SW 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): 21.00 Area(ac): 7.20 Time Shift(hrs): 0.00 Curve Number: 70.50 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: RW N 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): 24.00 Area(ac): 0.60 Time Shift(hrs): 0.00 Curve Number: 93.90 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: RW SW 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): 10.00 Area(ac): 0.69 Time Shift(hrs): 0.00 Curve Number: 93.90 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ---------------------------------------------------------------------------------------------------- Name: RW W Node: BIOSWALE 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): 10.00 Area(ac): 0.91 Time Shift(hrs): 0.00 Curve Number: 93.90 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 TIME OF CONCENTRATION IS ASSUMED ---------------------------------------------------------------------------------------------------- Name: UNDEV 1 Node: LAKE 1 Status: Onsite Group: ONSITE Type: SCS Unit Hydrograph CN Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-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): 23.00 Area(ac): 3.46 Time Shift(hrs): 0.00 Curve Number: 76.90 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: UNDEV 2 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): 18.00 Area(ac): 2.02 Time Shift(hrs): 0.00 Curve Number: 75.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BIOSWALE Base Flow(cfs): 0.00 Init Stage(ft): 900.90 Group: ONSITE Warn Stage(ft): 912.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 900.90 0.00 901.00 0.01 902.00 0.07 903.00 0.11 904.00 0.16 905.00 0.20 906.00 0.25 ------------------------------------------------------------------------------------------ Name: BNDRY-SW Base Flow(cfs): 0.00 Init Stage(ft): 901.00 Group: ONSITE Warn Stage(ft): 912.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 901.00 100.00 901.00 ------------------------------------------------------------------------------------------ Name: BNDRY-W Base Flow(cfs): 0.00 Init Stage(ft): 901.00 Group: ONSITE Warn Stage(ft): 912.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 901.00 100.00 901.00 ------------------------------------------------------------------------------------------ Name: LAKE 1 Base Flow(cfs): 0.00 Init Stage(ft): 902.00 Group: ONSITE Warn Stage(ft): 909.00 Type: Stage/Area Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS --------------- --------------- 902.00 0.59 903.00 0.65 904.00 0.72 905.00 0.85 906.00 0.98 906.50 1.05 ------------------------------------------------------------------------------------------ Name: LAKE 2 Base Flow(cfs): 0.00 Init Stage(ft): 906.70 Group: ONSITE Warn Stage(ft): 912.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 906.70 0.85 907.00 0.88 908.00 0.95 909.00 1.03 910.00 1.12 911.00 1.48 911.50 1.54 ------------------------------------------------------------------------------------------ Name: LAKE 2 DRY POND Base Flow(cfs): 0.00 Init Stage(ft): 906.70 Group: ONSITE Warn Stage(ft): 912.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 906.70 0.04 907.00 0.15 908.00 0.17 909.00 0.21 909.50 0.22 910.00 0.24 ------------------------------------------------------------------------------------------ Name: STR 103 Base Flow(cfs): 0.00 Init Stage(ft): 904.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 912.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: STR 104 Base Flow(cfs): 0.00 Init Stage(ft): 904.00 Group: ONSITE Plunge Factor: 1.00 Warn Stage(ft): 912.00 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: P 103 From Node: STR 103 Length(ft): 39.00 Group: ONSITE To Node: BNDRY-SW Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.50 Rise(in): 24.00 24.00 Exit Loss Coef: 0.50 Invert(ft): 904.30 904.20 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS 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 104 From Node: STR 104 Length(ft): 169.00 Group: ONSITE To Node: STR 103 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.50 Invert(ft): 905.05 904.50 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: D1 OFF From Node: LAKE 1 Length(ft): 54.00 Group: CONSTRUCTION To Node: BIOSWALE Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 15.00 15.00 Flow: Both Rise(in): 15.00 15.00 Entrance Loss Coef: 0.50 Invert(ft): 902.00 901.83 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 DROP STRUCTURE FOR PEAK STAGE PURPOSES ONLY - THIS STRUCTURE WILL BE BUILT *** Weir 1 of 3 for Drop Structure D1 OFF *** 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): 902.00 Rise(in): 6.00 Control Elev(ft): 902.00 *** Weir 2 of 3 for Drop Structure D1 OFF *** 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS Span(in): 15.00 Invert(ft): 904.50 Rise(in): 15.00 Control Elev(ft): 904.50 *** Weir 3 of 3 for Drop Structure D1 OFF *** 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): 907.00 Rise(in): 24.00 Control Elev(ft): 907.00 ---------------------------------------------------------------------------------------------------- Name: D1 ON From Node: LAKE 1 Length(ft): 54.00 Group: DETENTION To Node: BIOSWALE Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 15.00 15.00 Flow: Both Rise(in): 15.00 15.00 Entrance Loss Coef: 0.50 Invert(ft): 902.00 901.83 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 DROP STRUCTURE FOR DETENTION PURPOSES ONLY *** Weir 1 of 3 for Drop Structure D1 ON *** 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): 3.00 Invert(ft): 902.00 Rise(in): 3.00 Control Elev(ft): 902.00 *** Weir 2 of 3 for Drop Structure D1 ON *** 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): 15.00 Invert(ft): 904.50 Rise(in): 15.00 Control Elev(ft): 904.50 *** Weir 3 of 3 for Drop Structure D1 ON *** 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): 907.00 Rise(in): 24.00 Control Elev(ft): 907.00 ---------------------------------------------------------------------------------------------------- Name: D2 OFF From Node: LAKE 2 Length(ft): 151.00 Group: CONSTRUCTION To Node: STR 104 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 18.00 18.00 Flow: Both Rise(in): 18.00 18.00 Entrance Loss Coef: 0.50 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS Invert(ft): 905.45 905.15 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 DROP STRUCTURE FOR PEAK STAGE PURPOSES ONLY - THIS STRUCTURE WILL BE BUILT *** Weir 1 of 3 for Drop Structure D2 OFF *** 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): 906.70 Rise(in): 6.00 Control Elev(ft): 906.70 *** Weir 2 of 3 for Drop Structure D2 OFF *** 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): 910.50 Rise(in): 6.00 Control Elev(ft): 910.50 *** Weir 3 of 3 for Drop Structure D2 OFF *** 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): 911.50 Rise(in): 24.00 Control Elev(ft): 911.50 ---------------------------------------------------------------------------------------------------- Name: D2 ON From Node: LAKE 2 Length(ft): 151.00 Group: DETENTION To Node: STR 104 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 18.00 18.00 Flow: Both Rise(in): 18.00 18.00 Entrance Loss Coef: 0.50 Invert(ft): 905.45 905.15 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 DROP STRUCTURE FOR DETENTION PURPOSES ONLY *** Weir 1 of 3 for Drop Structure D2 ON *** 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): 3.00 Invert(ft): 906.70 Rise(in): 3.00 Control Elev(ft): 906.70 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS *** Weir 2 of 3 for Drop Structure D2 ON *** 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): 910.50 Rise(in): 6.00 Control Elev(ft): 910.50 *** Weir 3 of 3 for Drop Structure D2 ON *** 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): 911.50 Rise(in): 24.00 Control Elev(ft): 911.50 ---------------------------------------------------------------------------------------------------- Name: DBS OFF From Node: BIOSWALE Length(ft): 68.00 Group: CONSTRUCTION To Node: BNDRY-W Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.50 Invert(ft): 900.90 900.30 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 DROP STRUCTURE FOR PEAK STAGE PURPOSES ONLY - THIS STRUCTURE WILL BE BUILT *** Weir 1 of 3 for Drop Structure DBS OFF *** 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): 900.90 Rise(in): 6.00 Control Elev(ft): 900.90 *** Weir 2 of 3 for Drop Structure DBS OFF *** 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): 10.00 Invert(ft): 904.00 Rise(in): 10.00 Control Elev(ft): 904.00 *** Weir 3 of 3 for Drop Structure DBS OFF *** 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): 907.00 Rise(in): 24.00 Control Elev(ft): 907.00 ---------------------------------------------------------------------------------------------------- Name: DBS ON From Node: BIOSWALE Length(ft): 68.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS Group: DETENTION To Node: BNDRY-W Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.50 Invert(ft): 900.90 900.00 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 DROP STRUCTURE FOR DETENTION PURPOSES ONLY *** Weir 1 of 3 for Drop Structure DBS ON *** 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): 2.00 Invert(ft): 900.90 Rise(in): 2.00 Control Elev(ft): 900.90 *** Weir 2 of 3 for Drop Structure DBS ON *** 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): 10.00 Invert(ft): 904.00 Rise(in): 10.00 Control Elev(ft): 904.00 *** Weir 3 of 3 for Drop Structure DBS ON *** 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): 907.00 Rise(in): 24.00 Control Elev(ft): 907.00 ---------------------------------------------------------------------------------------------------- Name: DFB From Node: LAKE 2 DRY POND Length(ft): 28.00 Group: ONSITE To Node: LAKE 2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.50 Invert(ft): 906.70 906.70 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 2 for Drop Structure DFB *** TABLE Count: 1 Bottom Clip(in): 0.00 Type: Vertical: Mavis Top Clip(in): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS Flow: Both Weir Disc Coef: 3.20 Geometry: Circular Orifice Disc Coef: 0.60 Span(in): 6.00 Invert(ft): 906.70 Rise(in): 6.00 Control Elev(ft): 906.70 *** Weir 2 of 2 for Drop Structure DFB *** 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): 909.50 Rise(in): 24.00 Control Elev(ft): 909.50 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: WEIR 1 From Node: LAKE 1 Group: ONSITE To Node: BIOSWALE Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 30.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 907.000 Control Elevation(ft): 907.000 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 2 From Node: LAKE 2 Group: ONSITE To Node: BNDRY-SW Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 89.40 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 911.500 Control Elevation(ft): 911.500 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 BS From Node: BIOSWALE Group: ONSITE To Node: BNDRY-W Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 20.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 907.000 Control Elevation(ft): 907.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR FB From Node: LAKE 2 DRY POND Group: ONSITE To Node: LAKE 2 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 20.20 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 909.500 Control Elevation(ft): 909.500 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:\Lamb Property Developer\2020-200 Lamb Property Carmel\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:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\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:\Lamb Property Developer\2020-200 Lamb Property Carmel\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:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS 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): 24.00 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:\Lamb Property Developer\2020-200 Lamb Property Carmel\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): 24.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: ONSITE BASINS ONLY 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-CON Hydrology Sim: 100YR-24HR-OFF Filename: W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\100YR-24HR-CON.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): 24.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: 100YR-24HR-OFF ONSITE BASINS + OFFSITE BASINS. 6" PRIMARY ORIFICE USED IN OUTLET CONTROL STRUCTURES. Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- CONSTRUCTION Yes OFFSITE Yes ONSITE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 13 ALBANY VILLAGE - HWC #2020-200 - 8/26/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\2020-200-DEV.ICP PROPOSED CONDITIONS ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Hydrology Sim: 100YR-24HR-OFF Filename: W:\Lamb Property Developer\2020-200 Lamb Property Carmel\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): 24.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: 100YR-24HR-OFF ONSITE BASINS + OFFSITE BASINS. SMALL PRIMARY ORIFICE USED IN OUTLET CONTROL STRUCTURES. Time(hrs) Print Inc(min) --------------- --------------- 10.000 30.00 16.000 5.00 48.000 15.00 Group Run --------------- ----- DETENTION Yes OFFSITE Yes ONSITE Yes ========================================================================================== ==== Boundary Conditions ================================================================= ========================================================================================== Name: 100YR-24HR-OFF Node: LAKE 2 Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 17.450 6.500 30.000 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 13 Albany Village HWC # 2020-200 Date: 6/28/2021 Existing Drainage Basins Curve Numbers: BC D Lawn/Grass 61 74 80 Meadow 58 71 78 Crops - Good 71 78 81 1/4 Acre Lot 75 83 87 Roof/Pvmt 98 98 98 Notes: CN Values based on 40% soil group C, 60% soil group D Notes: *CN Values for these basins based on based on 40% soil group B, 60% soil group C Area Lawn/Grass Meadow Crops - Good 1/4 Acre Lot Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN EX-SW 4.33 4.33 79.8 EX-W 33.57 33.57 79.8 *OFF E 0.90 0.32 0.59 87.8 *OFF-SW 7.20 3.60 2.88 0.72 70.5 Basin W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\2020-200-ST.xlsx 6/28/2021 9:46 AM Albany Village HWC # 2020-200 Date: 11/15/2021 Proposed Drainage Basins Curve Numbers: B C D Lawn/Grass 61 74 80 Meadow 58 71 78 Crops - Good 71 78 81 1/4 Acre Lot 75 83 87 Roof/Pvmt 98 98 98 Notes: CN Values based on 40% soil group C, 60% soil group D Notes: *CN Values for these basins based on based on 40% soil group B, 60% soil group C Area Lawn/Grass Meadow Crops - Good 1/4 Acre Lot Roof/Pvmt Weighted (acres) (acres) (acres) (acres) (acres) (acres) CN LAKE 1 11.76 11.76 85.4 LAKE 2 2.34 2.34 85.4 LAKE 2-DRY POND 12.89 12.89 85.4 BIOSWALE 0.72 0.72 77.6 DIR-W 0.78 0.78 77.6 DIR-SW 1.65 0.17 1.36 0.13 77.2 RW N 0.60 0.12 0.48 93.9 RW SW 0.69 0.14 0.55 93.9 RW W 0.91 0.18 0.73 93.9 UNDEV 1 3.46 1.10 2.22 0.14 76.9 UNDEV 2 2.02 0.10 1.88 0.04 75.8 OFF E 0.90 0.32 0.59 87.8 OFF-SW 7.20 3.60 2.88 0.72 70.5 Basin W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\2020-200-ST.xlsx 11/15/2021 2:11 PM Time of Concentration WorksheetPROJECT: Albany Village Based on TR-55JOB #: 2020-200Overland 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:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-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 n6/28/21EX-W 100 1.00 0.17 16 1603 1.15 U 1.73 1531EX-SW 100 2.80 0.17 10 301 2.19 U 2.39 212OFF-E 100 2.60 0.24 14 1655 0.94 U 1.56 1832OFF-SW 100 1.10 0.24 20 836 0.85 U 1.49 929UNDEV 1 100 2.10 0.24 15 320 1.03 U 1.64 3 785 3.00 423UNDEV 2 100 2.20 0.24 15 95 1.58 U 2.03 1 441 3.00 218DIR-W 100 1.40 0.24 18 684 0.83 U 1.47 826DIR-SW 100 2.80 0.24 14 238 2.77 U 2.69 115BIOSWALE 20 1.00 0.24 6 305 0.25 U 0.81 612OFF-E 100 2.60 0.24 14 330 1.36 U 1.88 3 785 3.00 421 Project: Albany Village HWC Job #: 2020-200 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-ST.xlsx]EOF Weir Location Depth, d (ft) Bottom Width, b (ft) n Slope, 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 Check LAKE 1 0.64 30.0 0.030 0.020 3 20.43 34.05 0.60 5.00 102.08 99.98 OK LAKE 2 0.30 89.4 0.030 0.020 3 27.09 91.30 0.30 3.12 84.65 83.95 OK DRY POND 0.66 20.2 0.030 0.020 3 14.64 24.37 0.60 5.00 73.19 71.79 OK BIOSWALE 0.26 20.5 0.030 0.020 3 5.53 22.14 0.25 2.79 15.42 14.53 OK Lake Overflow Weir Calculations 11/15/2021 ALBANY VILLAGE - HWC #2020-200 - 6/28/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR-EX\2020-200- EX.ICP EXISTING CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY-SW 010YR-24HR 901.00 912.00 0.00 0 10.65 0.00 BNDRY-SW 100YR-24HR 901.00 912.00 0.00 0 23.03 0.00 BNDRY-W 010YR-24HR 901.00 912.00 0.00 0 51.65 0.00 BNDRY-W 100YR-24HR 901.00 912.00 0.00 0 114.66 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 ALBANY VILLAGE - HWC #2020-200 - 6/28/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR-EX\2020-200- EX.ICP EXISTING CONDITIONS Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs BNDRY-SW 100YR-24HR-OFF 901.00 912.00 0.00 0 42.79 0.00 BNDRY-W 100YR-24HR-OFF 901.00 912.00 0.00 0 118.18 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 ALBANY VILLAGE - HWC #2020-200 - 6/28/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR-EX\2020-200- EX.ICP EXISTING CONDITIONS ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX-SW Node: BNDRY-SW 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): 12.00 Area(ac): 4.33 Time Shift(hrs): 0.00 Curve Number: 79.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX-W Node: BNDRY-W 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): 31.00 Area(ac): 33.57 Time Shift(hrs): 0.00 Curve Number: 79.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF E Node: BNDRY-W 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): 32.00 Area(ac): 0.90 Time Shift(hrs): 0.00 Curve Number: 87.80 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFF SW Node: BNDRY-SW 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): 29.00 Area(ac): 7.20 Time Shift(hrs): 0.00 Curve Number: 70.50 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDRY-SW Base Flow(cfs): 0.00 Init Stage(ft): 901.00 Group: ONSITE Warn Stage(ft): 912.00 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 901.00 100.00 901.00 ------------------------------------------------------------------------------------------ Name: BNDRY-W Base Flow(cfs): 0.00 Init Stage(ft): 901.00 Group: ONSITE Warn Stage(ft): 912.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 3 ALBANY VILLAGE - HWC #2020-200 - 6/28/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR-EX\2020-200- EX.ICP EXISTING CONDITIONS Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 901.00 100.00 901.00 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 010YR-24HR Filename: W:\Lamb Property Developer\2020-200 Lamb Property Carmel\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:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR\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:\Lamb Property Developer\2020-200 Lamb Property Carmel\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:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR-EX\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): 24.00 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 3 ALBANY VILLAGE - HWC #2020-200 - 6/28/2021 W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR-EX\2020-200- EX.ICP EXISTING CONDITIONS Group Run --------------- ----- ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR-EX\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): 24.00 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 --------------- ----- ONSITE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR-OFF Hydrology Sim: 100YR-24HR-OFF Filename: W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\ICPR-EX\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): 24.00 Min Calc Time(sec): 0.50 Max Calc Time(sec): 60.00 Boundary Stages: Boundary Flows: 100YR-24HR-OFF 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: 100YR-24HR-OFF Node: BNDRY-SW Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 17.450 6.500 30.000 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 3 Table 102-1: Allowable Release rate Determination and Modeling Results Basin EX-W Site Outlet # Item Pre-Development post-development D.A. (ac) Depress. Storage? (yes/no) 2- Yr. 10- Yr. 100- Yr. D.A. (ac) Depress. Storage? (yes/no) 2- Yr. 10- Yr. 100- Yr. BNDRY-W Default Unit Discharge Allowable Release Rate (cfs/acre) 33.57 No NA NA NA No NA 0.1 0.3 Basin-Specific Unit Discharge Allowable Release Rate, if any (cfs/acre) NA No NA NA NA NA No NA NA NA Unit Discharge Allowable Release Rate Based on D/S Restrictions, if any (cfs/acre) NA No NA NA NA NA No NA NA NA Adopted Unit Discharge Allowable Release Rate (cfs/acre) NA No NA NA NA NA No NA NA NA Allowable Release Rate (cfs) No NA NA NA NA No NA 3.36 10.07 Modeling Results (cfs) No NA 1.59 4.44 Table 102-1: Allowable Release rate Determination and Modeling Results Basin EX-SW Site Outlet # Item Pre-Development post-development D.A. (ac) Depress. Storage? (yes/no) 2- Yr. 10- Yr. 100- Yr. D.A. (ac) Depress. Storage? (yes/no) 2- Yr. 10- Yr. 100- Yr. BNDRY-W Default Unit Discharge Allowable Release Rate (cfs/acre) 4.33 No NA NA NA No NA 0.1 0.3 Basin-Specific Unit Discharge Allowable Release Rate, if any (cfs/acre) NA No NA NA NA NA No NA NA NA Unit Discharge Allowable Release Rate Based on D/S Restrictions, if any (cfs/acre) NA No NA NA NA NA No NA NA NA Adopted Unit Discharge Allowable Release Rate (cfs/acre) NA No NA NA NA NA No NA NA NA Allowable Release Rate (cfs) No NA NA NA NA No NA 0.43 1.30 Modeling Results (cfs) No NA 3.49 7.98 WATER QUALITY 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 )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ) )))))) )))) )))) ) ) )))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) ))))))))))))) )))))))) )))))) )))))))))))) )))) ))))))))))))))))))))))))))))) ))))))))))))))))))) )) ))))))))))))LAKE 2 (DRY POND) 12.89 AC LAKE 1 (BIOSWALE) 18.06 AC CARMEL, IN11/15/2021 WATER QUALITY BASINS ALBANY VILLAGE 0' (IN FEET) GRAPHIC SCALE 150'300'450' Albany Village HWC # 2020-200 Date: 11/15/2021 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 (BIOSWALE) 18.06 25% 4.49 0.41 0.27 88.7 LAKE 2-DRY POND 12.89 38% 4.92 0.42 0.39 91.8 CNwq WQv = Basin Qa CNwq = 1000 [10 + 5P + 10Qa - 10(Qa 2 + 1.25QaP )0.5] W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\2020-200-ST.xlsx 11/15/2021 2:13 PM Albany Village 2020-200 11/15/2021 BY: GMM LAKE 1 WQv Stage-Storage Calculations Inc. Vol.Cumul. Vol. Stage Area (ac)(ac-ft)(ac-ft) Bottom --> 894.00 0.137 900.00 0.327 1.39 1.39 900.00 0.464 0.00 1.39 NP --> 902.00 0.586 1.05 2.44 Cumulative Volume (ac-ft) -->2.44 WQv target (ac-ft) -->1.24 = 0.41 ac-ft * 3 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 --> 898.70 0.276 904.70 0.541 2.45 2.45 904.70 0.709 0.00 2.45 NP --> 906.70 0.854 1.56 4.01 Cumulative Volume (ac-ft) -->4.01 WQv target (ac-ft) -->1.27 = 0.42 ac-ft * 3 LAKE 2 WQv effective TSS removal rate -->100% BIOSWALE (LAKE 1) WQv Stage-Storage Calculations Inc. Vol.Cumul. Vol. Stage Area (ac)(ac-ft)(ac-ft) Bottom --> 900.90 0.000 901.00 0.005 0.00 0.00 902.00 0.066 0.04 0.04 903.00 0.111 0.09 0.12 904.00 0.157 0.13 0.26 905.00 0.204 0.18 0.44 TC STR 140 --> 906.00 0.253 0.23 0.67 Cumulative Volume (ac-ft) -->0.67 WQv target (ac-ft) -->0.41 BIOSWALE WQv effective TSS removal rate -->100% DRY POND (LAKE 2) WQv Stage-Storage Calculations Inc. Vol.Cumul. Vol. Stage Area (ac)(ac-ft)(ac-ft) Bottom --> 906.70 0.036 907.00 0.148 0.03 0.03 908.00 0.175 0.16 0.19 909.00 0.206 0.19 0.38 Spillway Elev --> 909.50 0.221 0.11 0.49 Cumulative Volume (ac-ft) -->0.49 WQv target (ac-ft) -->0.42 FOREBAY WQv effective TSS removal rate -->100% STORM SEWERS APPENDIX E LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987))))))))))))))))))))))))))))))) )))))))))) )))))))))))) ))) ) ) ) ))))))))))) )))))))) ))))))))) ))))))))))) ))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )) ))))))) ))))) )))) )))))) )))))))))))))) )))) ))))))))))))))))))))) )))))) ))))))))))))))))))))))))))))))))))))) ) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))1130.81 AC1160.68 AC1150.54 AC1140.54 AC2121.10 AC1925.51 AC1850.12 AC1903.79 ACCARMEL, IN11/15/20210'(IN FEET)GRAPHIC SCALE100'300'450'STORM SEWER BASINSALBANY VILLAGE 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 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987LANDCADD 1987 )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )))))))))) )))))))))))) ))) ) ) ) ))))))))))) )))))))) ))))))))) ))))))))))) ))))))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) )) ))))))) ))))) )))) )))))) )))))))))))))) )))) ))))))))))))))))))))) )))))) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))) ) ))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))1650.12 AC1591.01 AC1690.75 AC1701.73 AC1111.05 AC1101.01 AC1130.81 AC1121.25 AC1160.68 AC1170.35 AC1290.74 AC1550.95 AC1540.31 AC1320.76 AC1230.45 AC1150.54 AC1140.54 AC1260.54 AC1270.54 AC1200.67 AC1220.33 AC1310.56 AC1520.87 AC1610.25 AC1620.48 AC1740.29 AC1760.22 AC1750.37 AC1670.78 AC1680.78 AC2121.10 AC1925.51 AC1850.12 AC1903.79 AC1660.67 AC1730.28 ACCARMEL, IN11/15/20210'(IN FEET)GRAPHIC SCALE100'300'450'STORM SEWER BASINSALBANY VILLAGE LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987 LANDCADD 1987LANDCADD 1987LANDCADD 1987 )))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))1650.12 AC1451.67 AC1591.01 AC1690.75 AC1701.73 AC1111.05 AC1101.01 AC1121.25 AC1170.35 AC1290.74 AC1563.50 AC1550.95 AC1540.31 AC1320.76 AC1230.45 AC1260.54 AC1270.54 AC1200.67 AC1220.33 AC1310.56 AC1520.87 AC1610.25 AC1620.48 AC1510.99 AC1740.29 AC1760.22 AC1750.37 AC1670.78 AC1680.78 AC1660.67 AC1730.28 ACCARMEL, IN11/15/20210'(IN FEET)GRAPHIC SCALE100'300'450'STORM SEWER BASINSALBANY VILLAGE STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Albany Village STORM: 10 YearJOB #: 2020-200 COMPUTED BY: GMMDATE: SHEET NO.:W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-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)7/15/21STRUCTURE BASINS176 175 176 0.60 0.22 0.13 12 4.95 0.65 0.13 12 4.95 0.65 0.30175 174 175 0.70 0.37 0.26 16 4.44 1.15 0.39 16 4.44 1.74 0.18174 173 174 0.70 0.29 0.20 10 5.22 1.06 0.59 16 4.44 2.64 0.83173 166 173 0.30 0.28 0.08 15 4.55 0.38 0.68 17 4.34 2.94 1.46166 165 166 0.35 0.67 0.23 16 4.44 1.04 2.66 23 3.79 10.09 0.99165 149 165 0.35 0.12 0.04 15 4.55 0.19 2.70 24 3.71 10.04 0.99170 169 170 0.25 1.73 0.43 21 3.94 1.71 0.43 21 3.94 1.71 0.52169 168 169 0.30 0.75 0.23 16 4.44 1.00 0.66 21 3.94 2.59 0.79168 167 168 0.70 0.78 0.55 16 4.44 2.43 1.20 22 3.87 4.65 0.18167 166 167 0.70 0.78 0.55 16 4.44 2.43 1.75 22 3.87 6.76 0.79162 161 162 0.70 0.48 0.34 16 4.44 1.49 0.34 16 4.44 1.49 0.18161 153 161 0.70 0.25 0.18 9 5.40 0.95 0.51 16 4.44 2.27 0.11159 154 159 0.25 1.01 0.25 16 4.44 1.12 0.25 16 4.44 1.12 0.48156 155 156 0.25 3.50 0.88 19 4.13 3.61 0.88 19 4.13 3.61 1.40155 154 155 0.25 0.95 0.24 21 3.94 0.94 1.11 21 3.94 4.39 0.52154 153 154 0.30 0.31 0.09 21 3.94 0.37 1.46 21 3.94 5.75 0.63153 152 153 0.00 0.00 0.00 0 6.12 0.00 1.97 22 3.87 7.61 0.17152 151 152 0.70 0.87 0.61 18 4.23 2.58 2.58 22 3.87 9.97 0.18151 149 151 0.70 0.99 0.69 16 4.44 3.08 3.27 22 3.87 12.65 0.79149 148 149 0.00 0.00 0.00 0 6.12 0.00 5.98 25 3.64 21.72 0.21145 144 145 0.30 1.67 0.50 24 3.71 1.86 0.50 24 3.71 1.86 0.54132 131 132 0.70 0.76 0.53 16 4.44 2.36 0.53 16 4.44 2.36 0.18 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Albany Village STORM: 10 YearJOB #: 2020-200 COMPUTED BY: GMMDATE: SHEET NO.:W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-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)7/15/21STRUCTURE BASINS131 121 131 0.70 0.56 0.39 9 5.40 2.12 0.92 16 4.44 4.11 0.15129 124 129 0.35 0.74 0.26 18 4.23 1.10 0.26 18 4.23 1.10 0.73127 126 127 0.60 0.54 0.32 16 4.44 1.44 0.32 16 4.44 1.44 0.18126 125 126 0.60 0.54 0.32 16 4.44 1.44 0.65 16 4.44 2.88 0.08125 124 125 0.00 0.00 0.00 0 6.12 0.00 0.65 16 4.44 2.88 0.93124 123 124 0.00 0.00 0.00 0 6.12 0.00 0.91 19 4.13 3.74 0.08123 122 123 0.60 0.45 0.27 14 4.68 1.26 1.18 19 4.13 4.86 0.18122 121 122 0.60 0.33 0.20 14 4.68 0.93 1.38 19 4.13 5.67 0.87121 120 121 0.00 0.00 0.00 0 6.12 0.00 2.30 20 4.02 9.24 0.30120 112 120 0.30 0.67 0.20 18 4.23 0.85 2.50 20 4.02 10.05 1.50117 116 117 0.35 0.35 0.12 16 4.44 0.54 0.12 16 4.44 0.54 1.83116 115 116 0.35 0.68 0.24 17 4.34 1.03 0.36 17 4.34 1.56 0.79115 114 115 0.60 0.54 0.32 16 4.44 1.44 0.68 18 4.23 2.90 0.18114 113 114 0.60 0.54 0.32 16 4.44 1.44 1.01 18 4.23 4.27 1.01113 212 113 0.30 0.81 0.24 16 4.44 1.08 1.25 19 4.13 5.16 0.94212 112 212 0.30 1.10 0.33 20 4.02 1.33 1.58 20 4.02 6.36 1.39112 111 112 0.30 1.25 0.38 20 4.02 1.51 4.46 22 3.87 17.23 0.84111 110 111 0.60 1.05 0.63 16 4.44 2.80 5.09 23 3.79 19.27 0.18110 108 110 0.60 1.01 0.61 16 4.44 2.69 5.69 23 3.79 21.57 0.84108 107 108 0.00 0.00 0.00 0 6.12 0.00 5.69 24 3.71 21.13 0.13190 189 190 0.30 3.79 1.14 26 3.56 4.05 1.14 26 3.56 4.05 0.06189 103 189 0.00 0.00 0.00 0 6.12 0.00 2.24 29 3.33 7.45 0.21192 189 192 0.20 5.51 1.10 29 3.33 3.67 1.10 29 3.33 3.67 0.24105 104 105 0.00 0.00 0.00 0 6.12 0.00 0.00 0 6.12 0.00 0.84 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Albany Village STORM: 10 YearJOB #: 2020-200 COMPUTED BY: GMMDATE: SHEET NO.:W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-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)7/15/21STRUCTURE BASINS104 103 104 0.00 0.00 0.00 0 6.12 0.00 0.00 1 6.12 0.00 0.94103 102 103 0.00 0.00 0.00 0 6.12 0.00 2.24 29 3.33 7.45 0.22185 184 185 0.20 0.12 0.02 5 6.12 0.15 0.02 5 6.12 0.15 0.14184 183 184 0.00 0.00 0.00 0 6.12 0.00 0.02 5 6.12 0.15 0.33 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Albany Village STORM: 10 YearJOB #: 2020-200 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)10/19/21n = 0.013176 175 0.65 54 12 0.37 2.17 2.77 910.80 910.97 907.10 906.90 2.53 2.90175 174 1.74 32 12 0.31 1.99 2.53 910.97 910.96 906.80 906.70 3.00 3.09174 173 2.64 150 12 0.63 2.84 3.62 910.96 910.80 906.60 905.65 3.19 3.98173 166 2.94 262 15 0.25 3.23 2.63 910.80 909.00 905.45 904.80 3.91 2.76166 165 10.09 178 21 0.45 10.66 4.43 909.00 909.90 904.30 903.50 2.72 4.42165 149 10.04 178 21 0.45 10.66 4.43 909.90 910.28 903.40 902.60 4.52 5.70170 169 1.71 94 12 1.01 3.59 4.57 910.10 909.30 906.40 905.45 2.53 2.68169 168 2.59 142 15 0.25 3.23 2.63 909.30 910.12 905.35 905.00 2.51 3.69168 167 4.65 32 18 0.31 5.86 3.32 910.12 910.12 904.90 904.80 3.51 3.61167 166 6.76 142 21 0.21 7.28 3.03 910.12 909.00 904.70 904.40 3.44 2.62162 161 1.49 32 12 0.31 1.99 2.53 909.91 909.91 906.20 906.10 2.54 2.64161 153 2.27 20 12 0.51 2.55 3.25 909.91 910.20 906.00 905.90 2.74 3.13159 154 1.12 86 12 0.35 2.11 2.69 910.00 910.00 906.30 906.00 2.53 2.83156 155 3.61 252 15 0.36 3.88 3.16 910.50 910.50 906.55 905.65 2.51 3.42155 154 4.39 94 15 0.53 4.72 3.84 910.50 910.00 905.55 905.05 3.51 3.51154 153 5.75 113 18 0.35 6.23 3.53 910.00 910.20 904.85 904.45 3.44 4.04153 152 7.61 31 18 0.66 8.56 4.84 910.20 910.09 904.35 904.15 4.14 4.23152 151 9.97 32 21 0.47 10.89 4.53 910.09 910.09 903.95 903.80 4.16 4.31151 149 12.65 142 21 0.67 13.00 5.41 910.09 910.28 903.70 902.75 4.41 5.55149 148 21.72 37 27 0.53 22.61 5.69 910.28 902.20 902.00 5.56145 144 1.86 96 15 1.25 7.24 5.90 907.20 903.20 902.00 2.56132 131 2.36 32 12 0.47 2.45 3.12 913.60 913.60 909.90 909.75 2.53 2.68 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Albany Village STORM: 10 YearJOB #: 2020-200 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)10/19/21n = 0.013131 121 4.11 27 15 0.56 4.85 3.95 913.60 914.20 909.55 909.40 2.61 3.36129 124 1.10 132 12 0.34 2.08 2.65 914.80 915.57 911.10 910.65 2.53 3.75127 126 1.44 32 12 0.47 2.45 3.12 916.41 916.41 912.70 912.55 2.54 2.69126 125 2.88 15 12 0.70 2.99 3.81 916.41 916.69 912.45 912.35 2.79 3.18125 124 2.88 167 15 0.42 4.20 3.42 916.69 915.57 912.15 911.45 3.10 2.68124 123 3.74 15 15 0.67 5.30 4.32 915.57 914.97 910.45 910.35 3.68 3.18123 122 4.86 32 18 0.47 7.22 4.09 914.97 914.97 910.15 910.00 3.11 3.26122 121 5.67 157 21 0.21 7.28 3.03 914.97 914.20 909.90 909.57 3.09 2.65121 120 9.24 54 24 0.21 10.39 3.31 914.20 914.10 909.47 909.36 2.48 2.49120 112 10.05 270 24 0.20 10.14 3.23 914.10 913.90 909.31 908.77 2.54 2.88117 116 0.54 330 12 0.55 2.64 3.36 917.90 916.10 914.20 912.40 2.53 2.53116 115 1.56 142 12 0.35 2.12 2.70 916.10 917.91 912.30 911.80 2.63 4.94115 114 2.90 32 15 0.31 3.61 2.94 917.91 917.91 911.60 911.50 4.87 4.97114 113 4.27 182 15 0.49 4.54 3.70 917.91 914.50 911.40 910.50 5.07 2.56113 212 5.16 170 18 0.32 5.97 3.38 914.50 914.10 910.30 909.75 2.49 2.64212 112 6.36 250 21 0.20 7.11 2.95 914.10 913.90 909.55 909.05 2.57 2.87112 111 17.23 152 27 0.31 17.29 4.35 913.90 914.45 908.68 908.21 2.70 3.72111 110 19.27 32 27 0.39 19.39 4.88 914.45 914.45 908.16 908.04 3.77 3.89110 108 21.57 152 30 0.28 21.76 4.43 914.45 913.20 907.94 907.51 3.72 2.89108 107 21.13 23 30 0.27 21.37 4.35 913.20 907.46 907.40 2.95 STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Albany Village STORM: 10 YearJOB #: 2020-200 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)6/2/21n = 0.013104 103 2.23 169 18 0.32 5.99 3.39 912.11 909.00 905.05 904.50 5.35 2.79103 102 9.68 39 24 0.26 11.57 3.68 909.00 904.30 904.20 2.45185 184 0.15 25 12 0.39 2.23 2.84 914.90 915.95 911.20 911.10 2.53 3.68184 183 6.65 60 18 2.52 16.72 9.46 915.95 908.20 906.70 6.04 Time of Concentration WorksheetPROJECT: Albany Village Based on TR-55JOB #: 2020-200Overland 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:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-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 n6/2/21110 60 1.00 0.24 14 310 0.95 P 1.98 316111 60 1.00 0.24 14 290 0.95 P 1.98 216112 90 1.00 0.24 19 90 1.00 U 1.61 120113 60 1.00 0.24 14 190 1.00 U 1.61 216114 60 1.00 0.24 14 240 0.61 P 1.59 316115 60 1.00 0.24 14 240 0.61 P 1.59 316116 70 1.00 0.24 16 170 1.00 U 1.61 217117 70 1.00 0.24 1616120 80 1.00 0.24 17 50 1.00 U 1.61 118122 60 1.00 0.24 14 80 0.93 P 1.96 114123 60 1.00 0.24 14 80 0.93 P 1.96 114126 60 1.00 0.24 14 240 1.20 P 2.23 216127 60 1.00 0.24 14 240 1.20 P 2.23 216129 70 1.00 0.24 16 245 1.00 U 1.61 318130 70 1.00 0.24 16 245 1.00 U 1.61 318131 30 1.00 0.24 8 125 1.12 P 2.15 19132 60 1.00 0.24 14 265 1.12 P 2.15 216145 100 1.70 0.24 17 681 1.00 U 1.61 724151 65 1.00 0.24 15 175 0.84 P 1.86 216152 65 1.00 0.24 15 325 0.84 P 1.86 318154 100 1.00 0.24 2121155 100 1.00 0.24 2121156 100 2.10 0.24 15 320 1.03 U 1.64 319159 100 2.20 0.24 15 95 1.58 U 2.03 116161 35 1.00 0.24 99162 65 1.00 0.24 15 100 0.78 P 1.80 116164 65 1.00 0.24 1515165 65 1.00 0.24 1515166 65 1.00 0.24 15 175 1.00 U 1.61 216 Time of Concentration WorksheetPROJECT: Albany Village Based on TR-55JOB #: 2020-200Overland 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:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-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 n6/2/21167 65 1.00 0.24 15 180 1.29 P 2.31 116168 65 1.00 0.24 15 180 1.29 P 2.31 116169 65 1.00 0.24 15 95 1.00 U 1.61 116170 100 1.10 0.24 20 190 3.58 U 3.05 121173 65 1.00 0.24 15 80 1.00 U 1.61 115174 30 1.00 0.24 8 210 1.12 P 2.15 210175 65 1.00 0.24 15 180 1.12 P 2.15 116176 50 1.00 0.24 1212177 80 1.00 0.24 1717185 10 1.00 0.24 3 115 1.00 U 1.61 15192 100 1.10 0.24 20 772 0.85 U 1.49 929190 100 1.30 0.24 19 864 0.86 P 1.89 826212 90 1.00 0.24 19 90 1.00 U 1.61 120 PROJECT: Albany Village DATE: 9/27/2021 JOB #: 2020-200 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 15" 1.2 3.9 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 R-4342 1.51 1.00 3.00 0.29 0.10 113 R-4342 1.08 1.00 3.00 0.23 0.05 116 R-4342 1.03 1.00 3.00 0.22 0.05 117 R-4342 0.54 1.00 3.00 0.14 0.01 120 R-4342 0.85 1.00 3.00 0.19 0.03 129 R-4342 1.10 1.00 3.00 0.23 0.05 145 R-4342 1.86 1.00 3.00 0.33 0.15 154 R-4342 0.37 1.00 3.00 0.11 0.01 155 R-4342 0.94 1.00 3.00 0.21 0.04 156 R-4342 3.61 1.00 3.00 0.51 0.56 159 R-4342 1.12 1.00 3.00 0.23 0.05 165 R-4342 0.19 1.00 3.00 0.07 0.00 169 R-4342 1.00 1.00 3.00 0.22 0.04 170 R-4342 1.71 1.00 3.00 0.31 0.13 176 R-4342 0.65 1.00 3.00 0.16 0.02 190 15" 4.05 1.23 3.93 0.46 0.47 192 15" 3.67 1.23 3.93 0.43 0.38 Inlet Capacity - Proposed Basins - Comments Beehive Inlet Paved Area Inlet veloper\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-ST.xlsx]IC Casting Type Inlet Paved Area Inlet Roll Curb Inlet Roll Curb Inlet 15" End Section * 50% clogged Casting Type Project: Albany VillageHWC Job #: 2020-200W:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-ST.xlsx]SCRight Left116 0.15 0.50 0.030 0.010 12 10 0.32 3.81 0.08 0.960.310.26117 0.16 0.50 0.030 0.010 12 10 0.36 4.03 0.09 0.990.360.27120 0.18 0.50 0.030 0.010 30 20 0.90 9.51 0.09 1.030.930.72155 0.21 0.50 0.030 0.010 25 10 0.88 7.86 0.11 1.151.010.80156 0.23 0.50 0.030 0.010 14 10 0.75 6.04 0.12 1.240.930.72170 0.13 0.50 0.030 0.010 40 10 0.49 7.01 0.07 0.840.410.34Velocity, V (ft/s)Swale Capacity, Q (cfs)Runoff, Q (cfs)9/27/2021Swale Capacity CalculationsStructureDepth, d (ft)Bottom Width, b (ft)nSlope, S (ft/ft)Side Slope (H:V)Area, A (ft2)Wetted Perimeter, Pw (ft)Hydraulic Radius, R (ft) Q = Flow = cfs Project: Albany VillageN = (asphalt) Job #: 2020-200Z = 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 Status110 * 2.69 1.62 1.08 9.18 7.91 0.24 0.16 7.78111 * 2.80 0.98 1.82 7.63 9.59 0.25 0.17 8.08114 1.44 0.07 1.37 2.82 8.68 0.21 0.13 6.05115 1.44 1.37 0.07 8.68 2.82 0.21 0.13 6.05122 0.93 0.88 0.05 6.79 2.51 0.15 0.07 3.52123 1.26 0.38 0.89 5.36 6.82 0.19 0.11 5.22126 1.44 0.00 1.44 0.00 8.17 0.21 0.13 6.05127 1.44 1.44 0.00 8.17 0.00 0.21 0.13 6.05131 2.12 0.85 1.27 6.47 8.11 0.39 0.31 15.03132 * 2.36 0.47 1.89 5.59 8.73 0.22 0.14 6.81151 * 3.08 1.08 2.00 7.58 9.42 0.27 0.18 8.87152 * 2.58 2.32 0.26 9.95 4.44 0.24 0.15 7.44161 0.95 0.05 0.90 2.48 5.95 0.16 0.08 3.61162 1.49 0.97 0.52 6.12 5.98 0.21 0.13 6.29167 * 2.43 1.33 1.09 7.46 7.66 0.23 0.15 6.99168 * 2.43 1.09 1.33 7.66 7.46 0.23 0.15 6.99174 1.06 0.05 1.01 2.46 6.90 0.17 0.09 4.21175 1.15 1.09 0.06 7.10 2.63 0.18 0.10 4.67Gutter Spread & Ponding Depth Calculations-- Roughness = 0.0160 1/Transverse Slope = 48.00 06/02/21 Transverse Slope = 0.0208--Q, cfs Spread,ft Spread, ft13.23' > 10' OK 15.86' 16.14'--Gutter Spread Ponding Depth> 10' OK32 13.61' 18.39' > 10' OK 8.74' 23.26' > 10' OK32 18.77'32 19.37'10.16' > 10' OK32 16.33' 15.67' > 10' OK 12.10' 19.90'12.63' > 10' OK 16.31' 15.69'> 10' OK32 16.85' 15.15' > 10' OK 21.84'> 10' OK18.02' > 10' OK32 12.08' 19.92' > 10' OK 9.91' 22.09'17.99' > 10' OK 8.88' 23.12'> 10' OK32 15.32' 16.68' > 10' OK 13.98'> 10' OK32 14.01'32 17.35' 14.65' > 10' OK 12.10' 19.90' > 10' OKW:\Lamb Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\2020-200-ST.xlsxGS6/2/2021 9:37 AM PROJECT: Albany VillageSTORM: 10 YearJOB #: 2020-200COMPUTED 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 lossesSTORM SEWER Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-ST.6/2/21n = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL Calculations176 175 0.65 54 12 0.0335 910.80 907.10 907.90Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.02 0.027 0.832 907.66 907.90 907.90175 174 1.74 32 12 0.2366 910.97 906.80 907.63Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.08 0.140 2.212 907.63 907.60 907.63174 173 2.64 150 12 0.5460 910.96 906.60 907.49Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.15 0.82 0.968 3.361 907.49 907.40 907.49173 166 2.94 262 15 0.2062 910.80 905.45 906.52Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.09 0.54 0.634 2.397 906.52 906.45 906.52166 165 10.09 178 21 0.4030 909.00 904.30 905.89Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.23 0.72 0.949 4.193 905.89 905.70 905.89165 149 10.04 178 21 0.3991 909.90 903.40 904.94Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.23 0.71 0.940 4.173 904.94 904.80 904.94170 169 1.71 94 12 0.2279 910.10 906.40 907.20Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.06 0.21 0.276 2.171 906.84 907.20 907.20169 168 2.59 142 15 0.1602 909.30 905.35 906.57Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.09 0.23 0.314 2.113 906.57 906.35 906.57168 167 4.65 32 18 0.1951 910.12 904.90 906.25Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.06 0.154 2.633 906.25 906.10 906.25167 166 6.76 142 21 0.1812 910.12 904.70 906.10Grate 0.25 Straight 0.10 Pond 0.90 0.15 0.26 0.411 2.812 904.40 906.10 906.10162 161 1.49 32 12 0.1747 909.91 906.20 907.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.05 0.06 0.104 1.901 906.90 907.00 907.00161 153 2.27 20 12 0.4041 909.91 906.00 906.80Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.08 0.192 2.891 906.20 906.80 906.80159 154 1.12 86 12 0.0987 910.00 906.30 907.10Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.08 0.111 1.429 906.66 907.10 907.10156 155 3.61 252 15 0.3107 910.50 906.55 908.05Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.11 0.78 0.897 2.942 908.05 907.55 908.05155 154 4.39 94 15 0.4586 910.50 905.55 907.15Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.17 0.43 0.601 3.575 907.15 906.55 907.15154 153 5.75 113 18 0.2979 910.00 904.85 906.55Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.21 0.34 0.543 3.253 906.55 906.05 906.55153 152 7.61 31 18 0.5223 910.20 904.35 906.01Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.23 0.16 0.391 4.308 906.01 905.55 906.01152 151 9.97 32 21 0.3935 910.09 903.95 905.62Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.23 0.13 0.353 4.144 905.62 905.35 905.62151 149 12.65 142 21 0.6335 910.09 903.70 905.26Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.36 0.90 1.264 5.257 905.26 905.10 905.26149 148 21.72 37 27 0.4892 910.28 902.20 904.00Solid 0.00 Straight 0.10 Pond 0.90 0.46 0.18 0.644 5.462 902.00 904.00 904.00145 144 1.86 96 15 0.0824 907.20 903.20 904.20Grate 0.25 Straight 0.10 Pond 0.90 0.04 0.08 0.124 1.515 902.00 904.20 904.20132 131 2.36 32 12 0.4380 913.60 909.90 912.45Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.14 0.260 3.010 912.45 910.70 912.45131 121 4.11 27 15 0.4019 913.60 909.55 912.19Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.15 0.11 0.256 3.346 912.19 910.55 912.19129 124 1.10 132 12 0.0941 914.80 911.10 912.72Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.03 0.12 0.150 1.396 912.72 911.90 912.72127 126 1.44 32 12 0.1624 916.41 912.70 913.60Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.04 0.05 0.096 1.833 913.60 913.50 913.60126 125 2.88 15 12 0.6498 916.41 912.45 913.51Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.26 0.10 0.358 3.667 913.51 913.25 913.51125 124 2.88 167 15 0.1977 916.69 912.15 913.15Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.05 0.33 0.381 2.347 912.95 913.15 913.15124 123 3.74 15 15 0.3338 915.57 910.45 912.57Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.14 0.05 0.194 3.049 912.57 911.45 912.57123 122 4.86 32 18 0.2126 914.97 910.15 912.37Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.10 0.07 0.168 2.748 912.37 911.35 912.37122 121 5.67 157 21 0.1275 914.97 909.80 912.21Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.07 0.20 0.274 2.359 912.21 911.20 912.21121 120 9.24 54 24 0.1660 914.20 909.40 911.93Solid 0.00 45° Bend 0.30 O.C. w/ T.W. 0.50 0.11 0.09 0.197 2.942 911.93 911.00 911.93120 112 10.05 270 24 0.1963 914.10 909.20 911.74Grate 0.25 45° Bend 0.30 O.C. w/ T.W. 0.50 0.17 0.53 0.697 3.199 911.74 910.80 911.746/2/2021 9:32 AM PROJECT: Albany VillageSTORM: 10 YearJOB #: 2020-200COMPUTED 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 lossesSTORM SEWER Property Developer\2020-200 Lamb Property Carmel\Design\Calcs\[2020-200-ST.6/2/21n = 0.013-HYDRAULIC GRADE LINE CALCULATIONS-STRUCTUREHGL Calculations117 116 0.54 330 12 0.0232 917.90 914.20 915.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.01 0.08 0.083 0.693 913.66 915.00 915.00116 115 1.56 142 12 0.1916 916.10 912.30 913.58Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.08 0.27 0.349 1.991 913.58 913.10 913.58115 114 2.90 32 15 0.2000 917.91 911.60 913.23Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.07 0.06 0.138 2.361 913.23 912.60 913.23114 113 4.27 182 15 0.4342 917.91 911.40 913.09Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.16 0.79 0.950 3.478 913.09 912.40 913.09113 212 5.34 170 18 0.2568 914.50 910.30 912.14Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.18 0.44 0.613 3.020 912.14 911.50 912.14212 112 6.36 250 21 0.1601 914.10 909.55 911.53Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.40 0.493 2.643 911.53 910.95 911.53112 111 17.23 152 27 0.3078 913.90 908.50 911.04Grate 0.25 90° Bend 0.50 O.C. w/ T.W. 0.50 0.36 0.47 0.832 4.333 911.04 910.30 911.04111 110 19.27 32 27 0.3852 914.45 907.90 910.21Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.31 0.12 0.433 4.847 910.21 909.70 910.21110 108 21.57 152 30 0.2750 914.45 907.65 909.77Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.25 0.42 0.673 4.394 909.77 909.65 909.77108 107 21.13 25 30 0.2640 913.20 907.10 909.10Grate 0.25 45° Bend 0.30 Pond 0.90 0.42 0.07 0.482 4.305 907.00 909.10 909.10190 189 4.05 10 15 0.3901 905.20 906.26Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.14 0.04 0.182 3.297 906.26 906.20 906.26189 103 7.45 38 21 0.2198 909.10 904.60 906.07Solid 0.00 Straight 0.10 O.C. w/ T.W. 0.50 0.09 0.08 0.174 3.097 906.07 906.00 906.07192 189 3.67 43 15 0.3204 905.10 906.33Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.12 0.14 0.255 2.988 906.33 906.10 906.33105 104 2.23 151 18 0.0448 911.00 905.45 906.65Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.02 0.07 0.089 1.262 906.34 906.65 906.65104 103 2.23 169 18 0.0448 912.11 905.05 906.25Solid 0.00 90° Bend 0.50 O.C. w/ T.W. 0.50 0.02 0.08 0.100 1.262 906.00 906.25 906.25103 102 9.68 39 24 0.1821 909.00 904.30 905.90Solid 0.00 45° Bend 0.30 Pond 0.90 0.18 0.07 0.248 3.081 904.20 905.90 905.90185 184 0.15 25 12 0.0017 914.90 911.20 912.00Grate 0.25 Straight 0.10 O.C. w/ T.W. 0.50 0.00 0.00 0.001 0.187 909.40 912.00 912.00184 183 6.65 60 18 0.3983 915.95 908.20 909.40Solid 0.00 90° Bend 0.50 Pond 0.90 0.31 0.24 0.545 3.761 906.70 909.40 909.406/2/2021 9:32 AM   Drainage Report for Albany Place & Tallyn’s Ridge                                                                     APPENDIX F