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HomeMy WebLinkAboutDrainage ReportTHE GROVE AT THE LEGACY SECTIONS #4A & 4B DRAINAGE REPORT PREPARED FOR: PM Development Holdings, LLC Contact Person: Todd Pyatt 168 West Carmel Drive Carmel, Indiana 46032 Contact Phone Number: (317) 379-0184 Contact Email: Todd@Pyattbuilders.com PREPARED BY: Stoeppelwerth & Associates, Inc. Contact Person: Christian C. Esposito 7965 East 106th Street Fishers, Indiana 46038 Contact Phone Number: (317) 570-4713 Contact Email Address: cesposito@stoeppelwerth.com DATE PREPARED: March 18, 2020 REVISED: September 2, 2020 DRAINAGE REPORT THE GROVE AT THE LEGACY, SECTIONS 4A & 4B JOB # 55115PYT-S4 TABLE OF CONTENTS ENGINEERING CERTIFICATION CERTIFICATE OF INSURANCE DRAINAGE NARRATIVE EXHIBITS LOCATION MAP FLOODPLAIN MAP SOILS MAP RAINFALL DATA APPENDIX A - STORM SEWER DESIGN CALCULATIONS APPENDIX B - BASIN MAPS 09/02/2020 Page 2 of 30 ENGINEERING CERTIFICATION THE GROVE AT THE LEGACY, SECTIONS 4A & 4B DRAINAGE REPORT AND ANALYSIS Brian M. Brown, PE, CFM Indiana Registration No. 11200386 I, Brian M Brown, certify that this drainage report and supporting calculations are in compliance with the requirements set forth by the Hamilton County Drainage Board and/or Hamilton County Surveyor in the Hamilton County, Indiana Stormwater Management Ordinance. 09/02/2020 Page 3 of 30 ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? INSR ADDL SUBR LTR INSD WVD PRODUCER CONTACTNAME: FAXPHONE (A/C, No):(A/C, No, Ext): E-MAILADDRESS: INSURER A : INSURED INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : POLICY NUMBER POLICY EFF POLICY EXPTYPE OF INSURANCE LIMITS(MM/DD/YYYY) (MM/DD/YYYY) AUTOMOBILE LIABILITY UMBRELLA LIAB EXCESS LIAB WORKERS COMPENSATION AND EMPLOYERS' LIABILITY DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) AUTHORIZED REPRESENTATIVE EACH OCCURRENCE $ DAMAGE TO RENTEDCLAIMS-MADE OCCUR $PREMISES (Ea occurrence) MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GEN'L AGGREGATE LIMIT APPLIES PER:GENERAL AGGREGATE $ PRO-POLICY LOC PRODUCTS - COMP/OP AGGJECT OTHER:$ COMBINED SINGLE LIMIT $(Ea accident) ANY AUTO BODILY INJURY (Per person) $ OWNED SCHEDULED BODILY INJURY (Per accident) $AUTOS ONLY AUTOS HIRED NON-OWNED PROPERTY DAMAGE $AUTOS ONLY AUTOS ONLY (Per accident) $ OCCUR EACH OCCURRENCE CLAIMS-MADE AGGREGATE $ DED RETENTION $ PER OTH- STATUTE ER E.L. EACH ACCIDENT E.L. DISEASE - EA EMPLOYEE $ If yes, describe under E.L. DISEASE - POLICY LIMITDESCRIPTION OF OPERATIONS below INSURER(S) AFFORDING COVERAGE NAIC # COMMERCIAL GENERAL LIABILITY Y / N N / A (Mandatory in NH) SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). COVERAGES CERTIFICATE NUMBER:REVISION NUMBER: CERTIFICATE HOLDER CANCELLATION © 1988-2015 ACORD CORPORATION. All rights reserved.ACORD 25 (2016/03) CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) $ $ $ $ $ The ACORD name and logo are registered marks of ACORD 7/31/2019 (317) 808-7711 20443 Stoeppelwerth and Associates, Inc. and Sand Key Properties 7965 East 106th Street Fishers, IN 46038 20478 A 1,000,000 6079062911 8/1/2019 8/1/2020 300,000 10,000 1,000,000 2,000,000 2,000,000 EPLI 10,000 1,000,000B 6043009424 8/1/2019 8/1/2020 2,000,000A 6079062925 8/1/2019 8/1/2020 2,000,000 10,000 A WC6043009438 8/1/2019 8/1/2020 1,000,000 1,000,000 1,000,000 A Commercial Property 6079062911 8/1/2019 Buildings 2,230,268 A ERRORS & OMISSIONS AEH008216301 1/28/2019 1/28/2020 $2,000,000 Aggregate 2,000,000 TO WHOM IT MAY CONCERN STOEAND-01 KEADAMS Conner Insurance Inc. 8445 Keystone Crossing Suite 200 Indianapolis, IN 46240 Continental Casualty Company National Fire Insurance Company of Hartford X 8/1/2020 X X X X X X X X X 09/02/2020 Page 4 of 30 DRAINAGE NARRATIVE THE GROVE AT THE LEGACY, SECTIONS 4A & 4B JOB #55115PYT-S4 INTRODUCTION PM Development Holdings, LLC is proposing the development or a residential subdivision in Hamilton County to be known as The Grove at the Legacy, Sections 4A & 4B. The site is located on the north side of a proposed stretch of Cherry Creek Boulevard between River Road to the east and Hazel Dell Parkway. The site is more specifically located in a part of the Northwest Quarter Section 23, Township 18 North, Range 4 East, Clay Township, Hamilton County, Indiana. The overall Legacy development will have two master drainage systems. The Eastern Drainage System will convey stormwater east towards the White River and the Western Drainage System will convey stormwater west towards the Haverstick residential development. The Grove at the Legacy, Section 4 lies entirely within the Western Drainage System. This drainage report contains narratives and calculations of said drainage system as it relates to the infrastructure that will be installed with this project. Please refer to The Legacy Stormwater Master Plan prepared by Williams Creek Consulting, Inc. dated May 2012 for more details of the overall drainage for Legacy. The Master Plan includes the modeling for the current and proposed conditions for The Grove at Legacy. EXISTING SITE CONDITIONS Eastern Drainage System / Western Drainage System Please refer to The Legacy Stormwater Master Plan prepared by Williams Creek Consulting, Inc. dated May 2012 for more details of the overall drainage for Legacy. The Master Plan includes the modeling for the current and proposed conditions for The Grove at Legacy. Soil Types: St - Sleeth Loam - Type C Soil OcA - Ockley silt loam - Type B Soil Pa - Palms Muck - Type D Soil FxC3 - Fox clay loam - Type B Soil Adjoining Land Conditions: North: Future Residential South: Residential East: Woods / Future Residential West: Future Residential 09/02/2020 Page 5 of 30 PROPOSED SITE CONDITIONS Please refer to The Legacy Stormwater Master Plan prepared by Williams Creek Consulting, Inc. dated May 2012 for more details of the overall drainage for Legacy. The Master Plan includes the modeling for the current and proposed conditions for The Grove at the Legacy. *NOTE: In the Legacy Stormwater Master Plan BAS DDS is a grassland area measuring approximately 8.77 acres. The proposed plan for BAS 261A is approximately 10.5 acres of preserved woodland. For both of these basins the amount of impervious area has significantly decreased, as well as time of concentration increased. STORM SEWER DESIGN The use of Manning’s equation was used for determination of storm drain pipe sizes for non-submerged conditions. The storm drain system is capable of passing the 10-year storm event with free water surface elevations below the crown of pipe. Minimum storm drain flowing velocity for full pipe flow shall be 2.5 fps and maximum storm drain flowing velocity for full pipe flow is 10 fps. The inlet grate castings are designed such that the 10-year storm event shall be sufficiently conveyed into the storm sewer system at 50% efficiency. The inlets are spaced to allow one lane of traffic to remain open during the 10-year storm event. WATER QUALITY All water quality design information can be found in the Water Quality Report performed and completed by Williams Creek Consulting. EMERGENCY FLOOD ROUTING Flood routing is depicted on Sheet C202 and C203. REFERENCES Design and data methods are based on the following references: 1. Hamilton County Stormwater Technical Standards Manual 2. HERPICC Stormwater Drainage Manual 3. USDA – Urban Hydrology for Small Watersheds 4. USDA – Soil Conservation Service 09/02/2020 Page 6 of 30 EXHIBITS 1 LOCATION MAP 2 FLOODPLAIN MAP 3 SOILS MAP AND REPORT 4 HANCOCK COUNTY RAINFALL DATA 09/02/2020 Page 7 of 30 SITE 8" WATER18"MIN146TH STREET RIVER ROADCOMMUNITY DRIVERIVER ROADVICINITY MAP SCALE: 1"=2000' SITE 09/02/2020 Page 8 of 30 USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü86°3'15.89"W 39°59'54.21"N 86°2'38.44"W 39°59'26.64"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 3/12/2020 at 11:42:41 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location.09/02/2020 Page 9 of 30 Hydrologic Soil Group—Hamilton County, Indiana (The Grove at the Legacy, Section 4) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/12/2020 Page 1 of 4442750044275404427580442762044276604427700442774044275004427540442758044276204427660442770044277404427780580910580950580990581030581070581110581150581190581230581270581310581350 580950 580990 581030 581070 581110 581150 581190 581230 581270 581310 581350 39° 59' 46'' N 86° 3' 7'' W39° 59' 46'' N86° 2' 49'' W39° 59' 37'' N 86° 3' 7'' W39° 59' 37'' N 86° 2' 49'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 30 60 120 180 Meters Map Scale: 1:2,040 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale.09/02/2020 Page 10 of 30 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 20, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana (The Grove at the Legacy, Section 4) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/12/2020 Page 2 of 409/02/2020 Page 11 of 30 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI We Westland silty clay loam, 0 to 2 percent slopes B/D 4.7 47.0% YoxA Ockley silt loam-Urban land complex, 0 to 2 percent slopes B 3.5 35.1% YsnA Sleeth loam-Urban land complex, 0 to 2 percent slopes B/D 0.6 5.9% YwqA Westland silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 1.2 12.0% Totals for Area of Interest 10.0 100.0% Hydrologic Soil Group—Hamilton County, Indiana The Grove at the Legacy, Section 4 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/12/2020 Page 3 of 4 09/02/2020 Page 12 of 30 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana The Grove at the Legacy, Section 4 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/12/2020 Page 4 of 4 09/02/2020 Page 13 of 30 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods 09/02/2020 Page 14 of 30 Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 09/02/2020 Page 15 of 30 APPENDIX A STORM SEWER DESIGN CALCULATIONS 09/02/2020 Page 16 of 30 Job #55115PYT-S4CNw=Total Drainage AreaTotal Impervious Area AimpTotal Impervious Area AimpTotal Pervious Area AperTotal Agricultural Area AagSub-Basin Weighted C-FactorSub-Basin Weighted CN(ac)(sq. ft.)(ac)(ac)(ac)CwCNwABCD8220.86 25337 0.58 0.28 0.00 0.63 92.2 0.54 68% 78.9 86.0 90.2 92.2 79.38310.50 13702 0.31 0.19 0.00 0.59 91.3 0.30 63% 76.1 84.3 89.1 91.3 45.78350.18 4740 0.11 0.07 0.00 0.58 90.9 0.10 60% 74.7 83.4 88.5 90.9 16.48440.44 11400 0.26 0.18 0.00 0.57 90.7 0.25 59% 74.1 83.0 88.3 90.7 39.98450.47 9629 0.22 0.25 0.00 0.48 88.5 0.23 47% 66.7 78.4 85.3 88.5 41.68460.38 11875 0.27 0.11 0.00 0.65 92.9 0.25 72% 81.3 87.5 91.2 92.9 35.38470.55 16549 0.38 0.17 0.00 0.64 92.4 0.35 69% 79.8 86.6 90.6 92.4 50.88640.41 10860 0.25 0.16 0.00 0.58 90.9 0.24 61% 74.9 83.5 88.6 90.9 37.3864A0.41 10800 0.25 0.16 0.00 0.58 90.9 0.24 60% 74.7 83.4 88.5 90.9 37.38650.70 19547 0.45 0.25 0.00 0.60 91.5 0.42 64% 76.8 84.7 89.4 91.5 64.18670.72 14365 0.33 0.39 0.00 0.48 88.2 0.34 46% 66.0 77.9 85.0 88.2 63.58680.64 14827 0.34 0.30 0.00 0.53 89.6 0.34 53% 70.4 80.7 86.8 89.6 57.38730.55 16519 0.38 0.17 0.00 0.64 92.4 0.35 69% 79.7 86.5 90.5 92.4 50.88740.08 1877 0.04 0.04 0.00 0.53 89.7 0.04 54% 70.8 80.9 86.9 89.7 7.28750.41 9122 0.21 0.20 0.00 0.51 89.2 0.21 51% 69.1 79.9 86.3 89.2 36.68760.06 2073 0.05 0.01 0.00 0.71 94.3 0.04 79% 85.8 90.3 93.0 94.3 5.78770.22 6509 0.15 0.07 0.00 0.63 92.2 0.14 68% 79.1 86.1 90.3 92.2 20.38781.22 37468 0.86 0.36 0.00 0.65 92.7 0.79 71% 80.6 87.1 90.9 92.7 113.1Ex8250.50 12960 0.30 0.20 0.00 0.57 90.7 0.29 60% 74.1 83.0 88.3 90.7 45.4Ex8270.94 27018 0.62 0.32 0.00 0.62 91.9 0.58 66% 77.9 85.4 89.8 91.9 86.4Ex8280.41 8700 0.20 0.21 0.00 0.50 88.8 0.20 49% 67.7 79.0 85.7 88.8 36.4Ex8290.52 13474 0.31 0.21 0.00 0.57 90.7 0.30 59% 74.1 83.0 88.3 90.7 47.2Ex8360.52 13440 0.31 0.21 0.00 0.57 90.7 0.30 59% 74.0 83.0 88.2 90.7 47.2Ex8380.53 17867 0.41 0.12 0.00 0.69 93.9 0.37 77% 84.7 89.6 92.6 93.9 49.8Ex8390.61 19493 0.45 0.16 0.00 0.67 93.2 0.41 73% 82.3 88.1 91.6 93.2 56.9Ex8430.17 4320 0.10 0.07 0.00 0.56 90.5 0.10 58% 73.4 82.6 88.0 90.5 15.4Ex8500.26 8296 0.19 0.07 0.00 0.67 93.2 0.17 73% 82.2 88.1 91.6 93.2 24.2Ex8760.55 12467 0.29 0.26 0.00 0.52 89.4 0.29 52% 69.7 80.3 86.5 89.4 49.2CN x AreaCA % ImperviousCN Conversion by Hydrologic Soil GroupStructure #Runoff Coefficients & Weighted Curve NumbersPost Developed SiteCw = 0.85Aimp + 0.16Aper + 0.5Aag98Aimp+ 80AperTotal Drainage AreaTotal Drainage AreaThe Grove at the Legacy S4A & S4B09/02/2020 Page 17 of 30 Time of ConcentrationsJob #55115PYT-S4StormCADPost-Developed SiteDescriptionn = L =P2 =s =Tt = .007(nL)0.8/(P20.5s0.4)Description s=V = L = Tt = L/VTc (total)Tc (total)(ft) (in) (ft/ft)(hrs)Paved/Unpaved (ft/ft) (ft/s) (ft) (hrs) (hrs)(min)822 Dense Grasses 0.24 90 2.66 0.0116 0.2982Paved 0.0053 1.479915 65 0.0122 0.310418.6831 Dense Grasses 0.24 45 2.66 0.0358 0.1091Paved 0.0192 2.816758 45 0.0044 0.11356.8835 Dense Grasses 0.24 75 2.66 0.010.2734Paved 2.1 29.45836 0 0.0000 0.273416.4844 Dense Grasses 0.24 45 2.66 0.0332 0.1124Unpaved 0.01 1.61345 40 0.0069 0.11937.2845 Dense Grasses 0.24 85 2.66 0.0542 0.1537Paved 0.0083 1.851987 150 0.0225 0.176210.6846 Dense Grasses 0.24 65 2.66 0.0075 0.2736Paved 0.0061 1.587683 215 0.0376 0.311218.7847 Dense Grasses 0.24 100 2.66 0.0193 0.2646Paved 0.0144 2.439384 121 0.0138 0.278416.7864 Dense Grasses 0.24 45 2.66 0.0373 0.1073Unpaved 0.01 1.61345 80 0.0138 0.12117.3864A Dense Grasses 0.24 45 2.66 0.0242 0.1276Unpaved 0.01 1.61345 80 0.0138 0.14148.5865 Dense Grasses 0.24 55 2.66 0.0118 0.1997Paved 0.0053 1.479915 80 0.0150 0.214712.9867 Dense Grasses 0.24 100 2.66 0.0184 0.2697Paved 0.013 2.32 90 0.0108 0.280516.8868 Dense Grasses 0.24 100 2.66 0.010.3442Paved 0.0087 1.896088 145 0.0212 0.365521.9873 Dense Grasses 0.24 70 2.66 0.0107 0.2519Paved 0.017 2.650473 280 0.0293 0.281216.9874 Dense Grasses 0.24 25 2.66 0.0009 0.2975Paved 0.0037 1.236516 50 0.0112 0.308718.5875 Dense Grasses 0.24 65 2.66 0.010.2439Unpaved 0.0118 1.752655 140 0.0222 0.266116.0876 Dense Grasses 0.24 65 2.66 0.0192 0.1879Paved 0.0061 1.587683 32 0.0056 0.193511.6877 Dense Grasses 0.24 64 2.66 0.0108 0.2336Paved 0.0062 1.600644 38 0.0066 0.240214.4878 Dense Grasses 0.24 100 2.66 0.0105 0.3376Paved 0.0078 1.795338 65 0.0101 0.347620.9Ex825 Dense Grasses 0.24 45 2.66 0.0185 0.1421Unpaved 0.0086 1.496252 85 0.0158 0.15799.5Ex827 Dense Grasses 0.24 80 2.66 0.0264 0.1953Paved 0.0062 1.600644 115 0.0200 0.215212.9Ex828 Dense Grasses 0.24 45 2.66 0.0212 0.1345Unpaved 0.0078 1.42496 25 0.0049 0.13948.4Ex829 Dense Grasses 0.24 55 2.66 0.0131 0.1915Paved 0.0056 1.521223 145 0.0265 0.218013.1Ex836 Dense Grasses 0.24 80 2.66 0.010.2879Unpaved 0.0089 1.522126 80 0.0146 0.302518.2Ex838 Dense Grasses 0.24 55 2.66 0.0131 0.1915Paved 0.0051 1.451724 40 0.0077 0.199212.0Ex839 Dense Grasses 0.24 55 2.66 0.0131 0.1915Paved 0.0059 1.561439 80 0.0142 0.205712.3Ex843 Dense Grasses 0.24 65 2.66 0.010.2439Unpaved 0.0055 1.196567 40 0.0093 0.253215.2Ex850 Dense Grasses 0.24 100 2.66 0.016 0.2852Paved 0.0067 1.663935 80 0.0134 0.298617.9Ex876 Dense Grasses 0.24 100 2.66 0.003 0.5572Paved 0.0043 1.333009 70 0.0146 0.571734.3The Grove at the Legacy S4A & S4BBasinSheet FlowManual (L/V)09/02/2020 Page 18 of 30 Project Description Grove at the Legacy S4-V2.SPF Project Options CFS Elevation Rational User-Defined Steady Flow YES YES Analysis Options Mar 04, 2020 00:00:00 Mar 05, 2020 00:00:00 Mar 04, 2020 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 33 49 45 4 0 0 0 45 0 45 0 0 0 0 0 0 Rainfall Details 10 year(s) Outlets .......................................................................... Pollutants .............................................................................. Land Uses ............................................................................ Return Period........................................................................ Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................ Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes ............................................................. Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................ Rain Gages ........................................................................... Subbasins.............................................................................. Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................ Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ File Name ............................................................................. Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. 09/02/2020 Page 19 of 30 Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 1 Sub-822 0.86 0.6300 1.29 0.81 0.70 2.25 0 00:18:36 2 Sub-831 0.50 0.5900 0.65 0.38 0.19 1.68 0 00:06:48 3 Sub-835 0.18 0.5800 1.19 0.69 0.12 0.46 0 00:16:23 4 Sub-844 0.44 0.5700 0.67 0.38 0.17 1.41 0 00:07:12 5 Sub-845 0.47 0.4800 0.91 0.44 0.21 1.16 0 00:10:36 6 Sub-846 0.38 0.6500 1.29 0.84 0.32 1.02 0 00:18:42 7 Sub-847 0.55 0.6400 1.21 0.77 0.42 1.53 0 00:16:42 8 Sub-864 0.41 0.5800 0.69 0.40 0.16 1.33 0 00:07:18 9 Sub-864A 0.41 0.5800 0.77 0.45 0.18 1.29 0 00:08:30 10 Sub-865 0.70 0.6000 1.02 0.62 0.43 2.01 0 00:12:54 11 Sub-867 0.72 0.4800 1.22 0.58 0.42 1.50 0 00:16:48 12 Sub-868 0.64 0.5300 1.40 0.74 0.47 1.30 0 00:21:54 13 Sub-873 0.55 0.6400 1.21 0.78 0.43 1.52 0 00:16:53 14 Sub-874 0.08 0.5300 1.28 0.68 0.05 0.18 0 00:18:30 15 Sub-875 0.41 0.5100 1.18 0.60 0.25 0.93 0 00:16:00 16 Sub-876 0.06 0.7100 0.97 0.69 0.04 0.21 0 00:11:36 17 Sub-877 0.22 0.6300 1.10 0.69 0.15 0.64 0 00:14:24 18 Sub-878 1.22 0.6500 1.36 0.89 1.08 3.12 0 00:20:54 19 Sub-EX825 0.50 0.5700 0.84 0.48 0.24 1.51 0 00:09:30 20 Sub-EX827 0.94 0.6200 1.02 0.64 0.60 2.79 0 00:12:54 21 Sub-EX828 0.41 0.5000 0.76 0.38 0.15 1.11 0 00:08:24 22 Sub-EX829 0.52 0.5700 1.05 0.60 0.31 1.41 0 00:13:06 23 Sub-EX829A 0.23 0.7000 0.60 0.42 0.10 0.94 0 00:06:12 24 Sub-EX836 0.52 0.5700 1.27 0.72 0.38 1.24 0 00:18:12 25 Sub-EX838 0.53 0.6900 0.98 0.68 0.36 1.80 0 00:12:00 26 Sub-EX839 0.61 0.6700 1.00 0.67 0.41 1.99 0 00:12:18 27 Sub-EX843 0.17 0.5600 1.14 0.64 0.11 0.43 0 00:15:12 28 Sub-EX850 0.26 0.6700 1.25 0.84 0.22 0.74 0 00:17:54 29 Sub-EX876 0.55 0.5200 1.71 0.89 0.49 0.85 0 00:34:18 30 Sub-EX877 0.58 0.5900 0.61 0.36 0.21 1.99 0 00:06:18 31 Sub-EX878 0.35 0.6800 0.56 0.38 0.13 1.41 0 00:05:42 32 Sub-EX880 1.00 0.3100 1.25 0.39 0.39 1.32 0 00:17:36 33 Sub-EX881 0.47 0.7100 0.66 0.47 0.22 1.89 0 00:07:00 09/02/2020 Page 20 of 30 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 822 Junction 752.94 756.91 752.94 756.91 0.00 2.25 753.70 0.00 3.21 0 00:00 0.00 0.00 2 823 Junction 752.77 756.92 752.77 756.92 0.00 2.25 753.63 0.00 3.29 0 00:00 0.00 0.00 3 824 Junction 752.15 757.08 752.15 757.08 0.00 3.56 753.16 0.00 3.92 0 00:00 0.00 0.00 4 831 Junction 752.32 756.29 752.32 756.29 0.00 1.68 752.76 0.00 3.53 0 00:00 0.00 0.00 5 832 Junction 751.63 756.29 751.63 756.29 0.00 4.21 752.74 0.00 3.55 0 00:00 0.00 0.00 6 835 Junction 753.61 757.15 753.61 757.15 0.00 0.46 753.88 0.00 3.27 0 00:00 0.00 0.00 7 844 Junction 751.52 755.19 751.52 755.19 0.00 1.41 752.15 0.00 3.04 0 00:00 0.00 0.00 8 845 Junction 750.65 754.62 750.65 754.62 0.00 1.15 751.20 0.00 3.42 0 00:00 0.00 0.00 9 846 Junction 750.46 754.62 750.46 754.62 0.00 1.74 751.11 0.00 3.51 0 00:00 0.00 0.00 10 847 Junction 749.55 753.61 749.55 753.61 0.00 4.45 750.57 0.00 3.04 0 00:00 0.00 0.00 11 849 Junction 747.53 755.30 747.53 755.30 0.00 10.11 749.33 0.00 5.97 0 00:00 0.00 0.00 12 861 Junction 751.30 756.60 751.30 756.60 0.00 6.28 752.56 0.00 4.04 0 00:00 0.00 0.00 13 864 Junction 752.07 756.35 752.07 756.35 0.00 2.65 752.88 0.00 3.47 0 00:00 0.00 0.00 14 864A Junction 752.53 756.35 752.53 756.35 0.00 1.53 753.21 0.00 3.14 0 00:00 0.00 0.00 15 865 Junction 752.40 757.08 752.40 757.08 0.00 2.01 752.94 0.00 4.14 0 00:00 0.00 0.00 16 867 Junction 750.70 754.94 750.70 754.94 0.00 1.50 751.36 0.00 3.58 0 00:00 0.00 0.00 17 868 Junction 750.51 754.68 750.51 754.68 0.00 2.50 751.27 0.00 3.41 0 00:00 0.00 0.00 18 869 Junction 749.35 755.87 749.35 755.87 0.00 3.15 751.77 0.00 4.10 0 00:00 0.00 0.00 19 872 Junction 747.85 754.77 747.85 754.77 0.00 5.89 750.86 0.00 3.91 0 00:00 0.00 0.00 20 873 Junction 750.05 754.11 750.05 754.11 0.00 1.52 750.54 0.00 3.57 0 00:00 0.00 0.00 21 874 Junction 749.90 754.09 749.90 754.09 0.00 1.08 750.44 0.00 3.65 0 00:00 0.00 0.00 22 875 Junction 750.13 754.09 750.13 754.09 0.00 0.93 750.57 0.00 3.52 0 00:00 0.00 0.00 23 876 Junction 751.62 756.11 751.62 756.11 0.00 0.21 751.84 0.00 4.27 0 00:00 0.00 0.00 24 877 Junction 751.39 755.85 751.39 755.85 0.00 0.64 751.79 0.00 4.06 0 00:00 0.00 0.00 25 878 Junction 749.99 754.77 749.99 754.77 0.00 3.12 750.90 0.00 3.87 0 00:00 0.00 0.00 26 EX177 Junction 748.87 754.70 748.87 754.70 0.00 1.08 750.32 0.00 4.38 0 00:00 0.00 0.00 27 EX825 Junction 751.54 756.44 751.54 756.44 0.00 2.15 752.34 0.00 4.10 0 00:00 0.00 0.00 28 EX826 Junction 751.16 755.94 751.16 755.94 0.00 11.11 752.30 0.00 3.64 0 00:00 0.00 0.00 29 EX827 Junction 751.00 756.18 751.00 756.18 0.00 13.58 752.60 0.00 3.58 0 00:00 0.00 0.00 30 EX828 Junction 750.80 755.47 750.80 755.47 0.00 15.35 752.40 0.00 3.07 0 00:00 0.00 0.00 31 EX829 Junction 749.97 755.69 749.97 755.69 0.00 16.37 751.56 0.00 4.13 0 00:00 0.00 0.00 32 EX829A Junction 749.91 755.63 749.91 755.63 0.00 16.80 751.50 0.00 4.13 0 00:00 0.00 0.00 33 EX836 Junction 752.50 756.37 752.50 756.37 0.00 1.24 753.02 0.00 3.35 0 00:00 0.00 0.00 34 EX837 Junction 752.81 757.17 752.11 757.17 0.00 1.79 753.55 0.00 3.62 0 00:00 0.00 0.00 35 EX838 Junction 752.99 757.32 752.99 757.32 0.00 1.79 753.63 0.00 3.69 0 00:00 0.00 0.00 36 EX839 Junction 753.12 757.25 753.12 757.25 0.00 1.99 753.55 0.00 3.70 0 00:00 0.00 0.00 37 EX840 Junction 752.00 757.15 752.00 757.15 0.00 3.73 753.33 0.00 3.82 0 00:00 0.00 0.00 38 EX843 Junction 751.71 755.98 751.71 755.98 0.00 0.43 751.98 0.00 4.00 0 00:00 0.00 0.00 39 EX850 Junction 747.42 752.46 747.42 752.46 0.00 10.80 748.91 0.00 3.55 0 00:00 0.00 0.00 40 EX862 Junction 751.45 756.49 751.45 756.49 0.00 3.73 752.46 0.00 4.03 0 00:00 0.00 0.00 41 EX876 Junction 749.80 753.69 749.80 753.69 0.00 0.85 750.25 0.00 3.44 0 00:00 0.00 0.00 42 EX877 Junction 749.70 753.21 749.70 753.21 0.00 2.14 750.50 0.00 2.71 0 00:00 0.00 0.00 43 EX878 Junction 749.60 755.14 749.60 755.14 0.00 5.10 750.77 0.00 4.37 0 00:00 0.00 0.00 44 EX880 Junction 749.40 753.32 749.40 753.32 0.00 5.57 753.32 0.00 0.00 0 00:06 0.02 3.00 45 EX881 Junction 750.28 754.04 750.28 754.04 0.00 1.89 751.01 0.00 3.03 0 00:00 0.00 0.00 46 Out-EX139 Outfall 748.03 1.08 748.41 47 Out-EX25 Outfall 747.26 10.80 748.75 48 Out-EX830 Outfall 749.79 16.80 751.34 49 Out-EX879 Outfall 749.22 4.76 750.72 09/02/2020 Page 21 of 30 Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 822-823 Pipe 822 823 15.00 752.94 752.87 0.4700 12.000 0.0130 2.25 2.43 0.92 3.52 0.76 0.76 0.00 Calculated 2 823-824 Pipe 823 824 240.00 752.77 752.25 0.2200 15.000 0.0130 2.25 3.01 0.75 2.69 0.81 0.64 0.00 Calculated 3 824-861 Pipe 824 861 191.00 752.15 751.55 0.3100 15.000 0.0130 3.56 3.62 0.98 3.36 1.01 0.80 0.00 Calculated 4 831-832 Pipe 831 832 15.00 752.32 752.11 1.4000 12.000 0.0130 1.68 4.22 0.40 5.07 0.44 0.44 0.00 Calculated 5 832-861 Pipe 832 861 115.00 751.63 751.40 0.2000 18.000 0.0130 4.21 4.70 0.90 3.00 1.11 0.74 0.00 Calculated 6 832-864 Pipe 864 832 191.00 752.07 751.73 0.1800 18.000 0.0130 2.65 4.70 0.56 2.74 0.81 0.54 0.00 Calculated 7 835-864A Pipe 835 864A 160.00 753.61 752.63 0.6100 12.000 0.0130 0.46 2.79 0.16 2.62 0.27 0.27 0.00 Calculated 8 844-EX828 Pipe 844 EX828 188.01 751.52 750.96 0.3000 12.000 0.0130 1.41 1.94 0.73 2.70 0.63 0.63 0.00 Calculated 9 845-846 Pipe 845 846 30.00 750.65 750.56 0.3000 12.000 0.0130 1.15 1.95 0.59 2.59 0.55 0.55 0.00 Calculated 10 846-847 Pipe 846 847 92.00 750.46 749.97 0.5300 12.000 0.0130 1.74 2.60 0.67 3.54 0.60 0.60 0.00 Calculated 11 847-849 Pipe 847 849 117.00 749.55 748.53 0.8700 15.000 0.0130 4.45 6.03 0.74 5.38 0.80 0.64 0.00 Calculated 12 849-872 Pipe 872 849 236.00 747.85 747.53 0.1400 21.000 0.0130 5.89 7.09 0.83 3.29 1.22 0.70 0.00 Calculated 13 849-EX850 Pipe 849 EX850 112.00 747.53 747.42 0.1000 27.000 0.0130 10.11 13.85 0.73 3.80 1.43 0.63 0.00 Calculated 14 861-EX826 Pipe 861 EX826 113.48 751.30 751.16 0.1200 24.000 0.0130 6.28 10.12 0.62 3.39 1.14 0.57 0.00 Calculated 15 864A-864 Pipe 864A 864 160.00 752.53 752.07 0.2900 12.000 0.0130 1.53 1.91 0.80 2.70 0.68 0.68 0.00 Calculated 16 865-824 Pipe 865 824 15.00 752.40 752.25 1.0000 12.000 0.0130 2.01 3.56 0.56 4.67 0.54 0.54 0.00 Calculated 17 867-868 Pipe 867 868 30.00 750.70 750.61 0.3000 12.000 0.0130 1.50 1.95 0.77 2.74 0.66 0.66 0.00 Calculated 18 868-869 Pipe 868 869 137.00 750.51 749.45 0.7700 12.000 0.0130 2.50 3.13 0.80 4.43 0.68 0.68 0.00 Calculated 19 869-872 Pipe 869 872 248.00 749.35 748.08 0.5100 15.000 0.0130 3.15 4.62 0.68 4.05 0.76 0.61 0.00 Calculated 20 873-847 Pipe 873 847 50.00 750.05 749.65 0.8000 12.000 0.0130 1.52 3.19 0.48 4.01 0.49 0.49 0.00 Calculated 21 874-EX177 Pipe 874 EX177 31.00 749.90 749.80 0.3200 12.000 0.0130 1.08 2.02 0.53 2.62 0.52 0.52 0.00 Calculated 22 875-874 Pipe 875 874 30.00 750.13 750.00 0.4300 12.000 0.0130 0.93 2.35 0.39 2.81 0.44 0.44 0.00 Calculated 23 876-869 Pipe 876 869 23.00 751.62 751.55 0.3000 12.000 0.0130 0.21 1.97 0.11 1.63 0.22 0.22 0.00 Calculated 24 877-869 Pipe 877 869 14.00 751.39 751.35 0.3000 12.000 0.0130 0.64 1.95 0.33 2.22 0.39 0.39 0.00 Calculated 25 878-872 Pipe 878 872 14.00 749.99 749.95 0.3000 15.000 0.0130 3.12 3.54 0.88 3.25 0.91 0.73 0.00 Calculated 26 EX177-EX139 Pipe EX177 Out-EX139 311.40 748.87 748.03 0.2700 30.000 0.0130 1.08 21.30 0.05 2.27 0.38 0.15 0.00 Calculated 27 EX825-EX826 Pipe EX825 EX826 194.37 751.54 751.16 0.2000 15.000 0.0130 2.15 2.89 0.75 2.58 0.80 0.64 0.00 Calculated 28 EX826-EX827 Pipe EX826 EX827 20.54 751.16 751.00 0.7800 27.000 0.0130 11.11 27.33 0.41 6.52 1.00 0.44 0.00 Calculated 29 EX827-EX828 Pipe EX827 EX828 100.68 751.00 750.80 0.2000 30.000 0.0130 13.58 18.34 0.74 4.09 1.60 0.64 0.00 Calculated 30 EX828-EX829 Pipe EX828 EX829 99.27 750.80 749.97 0.8300 30.000 0.0130 15.35 37.44 0.41 7.25 1.12 0.45 0.00 Calculated 31 EX829A-EX828 Pipe EX829A Out-EX830 54.74 749.91 749.79 0.2300 36.000 0.0130 16.80 31.84 0.53 4.56 1.55 0.52 0.00 Calculated 32 EX829-EX829A Pipe EX829 EX829A 30.04 749.97 749.91 0.1900 36.000 0.0130 16.37 29.83 0.55 4.32 1.59 0.53 0.00 Calculated 33 EX836-EX825 Pipe EX836 EX825 232.49 752.50 751.54 0.4100 12.000 0.0130 1.24 2.29 0.54 2.97 0.52 0.52 0.00 Calculated 34 EX837-EX840 Pipe EX837 EX840 201.39 752.81 752.10 0.3500 12.000 0.0130 1.79 2.12 0.85 3.02 0.71 0.71 0.00 Calculated 35 EX838-EX837 Pipe EX838 EX837 16.72 752.99 752.91 0.4700 12.000 0.0130 1.79 2.45 0.73 3.41 0.64 0.64 0.00 Calculated 36 EX839-EX840 Pipe EX839 EX840 14.24 753.12 752.91 1.5100 15.000 0.0130 1.99 7.94 0.25 5.38 0.43 0.34 0.00 Calculated 37 EX840-EX862 Pipe EX840 EX862 191.27 752.00 751.50 0.2600 18.000 0.0130 3.73 5.37 0.70 3.28 0.92 0.61 0.00 Calculated 38 EX843-EX828 Pipe EX843 EX828 127.27 751.71 751.00 0.5600 12.000 0.0130 0.43 2.66 0.16 2.49 0.27 0.27 0.00 Calculated 39 EX850-EX25 Pipe EX850 Out-EX25 80.51 747.42 747.26 0.2000 27.000 0.0130 10.80 13.85 0.78 3.85 1.49 0.66 0.00 Calculated 40 EX862-EX826 Pipe EX862 EX826 116.90 751.45 751.25 0.1700 18.000 0.0130 3.73 4.70 0.79 2.95 1.01 0.67 0.00 Calculated 41 EX876 - EX877 Pipe EX876 EX877 30.30 749.80 749.70 0.3300 12.000 0.0130 0.85 2.05 0.42 2.49 0.45 0.45 0.00 Calculated 42 EX877 - EX878 Pipe EX877 EX878 51.87 749.70 749.60 0.1900 15.000 0.0130 2.14 2.89 0.74 2.58 0.80 0.64 0.00 Calculated 43 EX878 - EX880 Pipe EX878 EX880 76.86 749.60 749.40 0.2600 18.000 0.0130 5.10 5.36 0.95 3.45 1.17 0.78 0.00 Calculated 44 EX880 - EX879 Pipe EX880 Out-EX879 87.64 749.40 749.22 0.2100 18.000 0.0130 4.76 4.76 1.00 3.07 1.50 1.00 3.00 SURCHARGED 45 EX881 - EX878 Pipe EX881 EX878 187.48 750.28 749.60 0.3700 12.000 0.0130 1.89 2.15 0.88 3.09 0.73 0.73 0.00 Calculated09/02/2020 Page 22 of 30 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 822 752.94 756.91 3.97 752.94 0.00 756.91 0.00 0.00 0.00 2 823 752.77 756.92 4.15 752.77 0.00 756.92 0.00 0.00 0.00 3 824 752.15 757.08 4.93 752.15 0.00 757.08 0.00 0.00 0.00 4 831 752.32 756.29 3.97 752.32 0.00 756.29 0.00 0.00 0.00 5 832 751.63 756.29 4.66 751.63 0.00 756.29 0.00 0.00 0.00 6 835 753.61 757.15 3.54 753.61 0.00 757.15 0.00 0.00 0.00 7 844 751.52 755.19 3.67 751.52 0.00 755.19 0.00 0.00 0.00 8 845 750.65 754.62 3.97 750.65 0.00 754.62 0.00 0.00 0.00 9 846 750.46 754.62 4.16 750.46 0.00 754.62 0.00 0.00 0.00 10 847 749.55 753.61 4.06 749.55 0.00 753.61 0.00 0.00 0.00 11 849 747.53 755.30 7.77 747.53 0.00 755.30 0.00 0.00 0.00 12 861 751.30 756.60 5.30 751.30 0.00 756.60 0.00 0.00 0.00 13 864 752.07 756.35 4.28 752.07 0.00 756.35 0.00 0.00 0.00 14 864A 752.53 756.35 3.82 752.53 0.00 756.35 0.00 0.00 0.00 15 865 752.40 757.08 4.68 752.40 0.00 757.08 0.00 0.00 0.00 16 867 750.70 754.94 4.24 750.70 0.00 754.94 0.00 0.00 0.00 17 868 750.51 754.68 4.17 750.51 0.00 754.68 0.00 0.00 0.00 18 869 749.35 755.87 6.52 749.35 0.00 755.87 0.00 0.00 0.00 19 872 747.85 754.77 6.92 747.85 0.00 754.77 0.00 0.00 0.00 20 873 750.05 754.11 4.06 750.05 0.00 754.11 0.00 0.00 0.00 21 874 749.90 754.09 4.19 749.90 0.00 754.09 0.00 0.00 0.00 22 875 750.13 754.09 3.96 750.13 0.00 754.09 0.00 0.00 0.00 23 876 751.62 756.11 4.49 751.62 0.00 756.11 0.00 0.00 0.00 24 877 751.39 755.85 4.46 751.39 0.00 755.85 0.00 0.00 0.00 25 878 749.99 754.77 4.78 749.99 0.00 754.77 0.00 0.00 0.00 26 EX177 748.87 754.70 5.83 748.87 0.00 754.70 0.00 0.00 0.00 27 EX825 751.54 756.44 4.90 751.54 0.00 756.44 0.00 0.00 0.00 28 EX826 751.16 755.94 4.78 751.16 0.00 755.94 0.00 0.00 0.00 29 EX827 751.00 756.18 5.18 751.00 0.00 756.18 0.00 0.00 0.00 30 EX828 750.80 755.47 4.67 750.80 0.00 755.47 0.00 0.00 0.00 31 EX829 749.97 755.69 5.72 749.97 0.00 755.69 0.00 0.00 0.00 32 EX829A 749.91 755.63 5.71 749.91 0.00 755.63 0.00 0.00 0.00 33 EX836 752.50 756.37 3.87 752.50 0.00 756.37 0.00 0.00 0.00 34 EX837 752.81 757.17 4.36 752.11 -0.70 757.17 0.00 0.00 0.00 35 EX838 752.99 757.32 4.33 752.99 0.00 757.32 0.00 0.00 0.00 36 EX839 753.12 757.25 4.13 753.12 0.00 757.25 0.00 0.00 0.00 37 EX840 752.00 757.15 5.15 752.00 0.00 757.15 0.00 0.00 0.00 38 EX843 751.71 755.98 4.27 751.71 0.00 755.98 0.00 0.00 0.00 39 EX850 747.42 752.46 5.04 747.42 0.00 752.46 0.00 0.00 0.00 40 EX862 751.45 756.49 5.04 751.45 0.00 756.49 0.00 0.00 0.00 41 EX876 749.80 753.69 3.89 749.80 0.00 753.69 0.00 0.00 0.00 42 EX877 749.70 753.21 3.51 749.70 0.00 753.21 0.00 0.00 0.00 43 EX878 749.60 755.14 5.54 749.60 0.00 755.14 0.00 0.00 0.00 44 EX880 749.40 753.32 3.92 749.40 0.00 753.32 0.00 0.00 0.00 45 EX881 750.28 754.04 3.76 750.28 0.00 754.04 0.00 0.00 0.00 09/02/2020 Page 23 of 30 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 822 2.25 2.25 753.70 0.76 0.00 3.21 752.95 0.01 0 00:18 0 00:00 0.00 0.00 2 823 2.25 0.00 753.63 0.86 0.00 3.29 752.88 0.11 0 00:18 0 00:00 0.00 0.00 3 824 3.56 0.00 753.16 1.01 0.00 3.92 752.26 0.11 0 00:13 0 00:00 0.00 0.00 4 831 1.68 1.68 752.76 0.44 0.00 3.53 752.32 0.00 0 00:07 0 00:00 0.00 0.00 5 832 4.21 0.00 752.74 1.11 0.00 3.55 752.11 0.48 0 00:07 0 00:00 0.00 0.00 6 835 0.46 0.46 753.88 0.27 0.00 3.27 753.61 0.00 0 00:16 0 00:00 0.00 0.00 7 844 1.41 1.41 752.15 0.63 0.00 3.04 751.52 0.00 0 00:07 0 00:00 0.00 0.00 8 845 1.15 1.15 751.20 0.55 0.00 3.42 750.66 0.01 0 00:10 0 00:00 0.00 0.00 9 846 1.74 1.02 751.11 0.65 0.00 3.51 750.57 0.11 0 00:10 0 00:00 0.00 0.00 10 847 4.45 1.53 750.57 1.02 0.00 3.04 749.98 0.43 0 00:10 0 00:00 0.00 0.00 11 849 10.11 0.00 749.33 1.80 0.00 5.97 748.54 1.01 0 00:16 0 00:00 0.00 0.00 12 861 6.28 0.00 752.56 1.26 0.00 4.04 751.57 0.27 0 00:13 0 00:00 0.00 0.00 13 864 2.65 1.33 752.88 0.81 0.00 3.47 752.08 0.01 0 00:07 0 00:00 0.00 0.00 14 864A 1.53 1.29 753.21 0.68 0.00 3.14 752.64 0.11 0 00:08 0 00:00 0.00 0.00 15 865 2.01 2.01 752.94 0.54 0.00 4.14 752.41 0.01 0 00:13 0 00:00 0.00 0.00 16 867 1.50 1.50 751.36 0.66 0.00 3.58 750.71 0.01 0 00:17 0 00:00 0.00 0.00 17 868 2.50 1.30 751.27 0.76 0.00 3.41 750.62 0.11 0 00:17 0 00:00 0.00 0.00 18 869 3.15 0.00 751.77 2.42 0.00 4.10 751.55 2.20 0 00:11 0 00:00 0.00 0.00 19 872 5.89 0.00 750.86 3.01 0.00 3.91 749.97 2.12 0 00:21 0 00:00 0.00 0.00 20 873 1.52 1.52 750.54 0.49 0.00 3.57 750.06 0.01 0 00:17 0 00:00 0.00 0.00 21 874 1.08 0.18 750.44 0.54 0.00 3.65 750.01 0.11 0 00:16 0 00:00 0.00 0.00 22 875 0.93 0.93 750.57 0.44 0.00 3.52 750.14 0.01 0 00:16 0 00:00 0.00 0.00 23 876 0.21 0.21 751.84 0.22 0.00 4.27 751.62 0.00 0 00:11 0 00:00 0.00 0.00 24 877 0.64 0.64 751.79 0.40 0.00 4.06 751.40 0.01 0 00:14 0 00:00 0.00 0.00 25 878 3.12 3.12 750.90 0.91 0.00 3.87 750.01 0.02 0 00:21 0 00:00 0.00 0.00 26 EX177 1.08 0.00 750.32 1.45 0.00 4.38 749.81 0.94 0 00:16 0 00:00 0.00 0.00 27 EX825 2.15 1.51 752.34 0.80 0.00 4.10 751.55 0.01 0 00:09 0 00:00 0.00 0.00 28 EX826 11.11 0.00 752.30 1.14 0.00 3.64 751.27 0.11 0 00:08 0 00:00 0.00 0.00 29 EX827 13.58 2.79 752.60 1.60 0.00 3.58 751.02 0.02 0 00:12 0 00:00 0.00 0.00 30 EX828 15.35 1.11 752.40 1.60 0.00 3.07 751.02 0.22 0 00:12 0 00:00 0.00 0.00 31 EX829 16.37 1.41 751.56 1.59 0.00 4.13 750.00 0.03 0 00:09 0 00:00 0.00 0.00 32 EX829A 16.80 0.94 751.50 1.59 0.00 4.13 749.94 0.03 0 00:09 0 00:00 0.00 0.00 33 EX836 1.24 1.24 753.02 0.52 0.00 3.35 752.51 0.01 0 00:18 0 00:00 0.00 0.00 34 EX837 1.79 0.00 753.55 0.74 0.00 3.62 752.92 0.11 0 00:12 0 00:00 0.00 0.00 35 EX838 1.79 1.79 753.63 0.64 0.00 3.69 753.00 0.01 0 00:12 0 00:00 0.00 0.00 36 EX839 1.99 1.99 753.55 0.43 0.00 3.70 753.12 0.00 0 00:12 0 00:00 0.00 0.00 37 EX840 3.73 0.00 753.33 1.33 0.00 3.82 752.91 0.91 0 00:12 0 00:00 0.00 0.00 38 EX843 0.43 0.43 751.98 0.27 0.00 4.00 751.71 0.00 0 00:15 0 00:00 0.00 0.00 39 EX850 10.80 0.73 748.91 1.49 0.00 3.55 747.45 0.03 0 00:17 0 00:00 0.00 0.00 40 EX862 3.73 0.00 752.46 1.01 0.00 4.03 751.51 0.06 0 00:12 0 00:00 0.00 0.00 41 EX876 0.85 0.85 750.25 0.45 0.00 3.44 749.81 0.01 0 00:34 0 00:00 0.00 0.00 42 EX877 2.14 1.99 750.50 0.80 0.00 2.71 749.72 0.02 0 00:06 0 00:00 0.00 0.00 43 EX878 5.10 1.41 750.77 1.17 0.00 4.37 749.62 0.02 0 00:06 0 00:00 0.00 0.00 44 EX880 5.57 1.32 753.32 3.92 0.00 0.00 749.43 0.03 0 00:05 0 00:06 0.02 3.00 45 EX881 1.89 1.89 751.01 0.73 0.00 3.03 750.29 0.01 0 00:07 0 00:00 0.00 0.00 09/02/2020 Page 24 of 30 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 822-823 15.00 752.94 0.00 752.87 0.10 0.07 0.4700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 2 823-824 240.00 752.77 0.00 752.25 0.10 0.52 0.2200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 3 824-861 191.00 752.15 0.00 751.55 0.25 0.60 0.3100 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 4 831-832 15.00 752.32 0.00 752.11 0.48 0.21 1.4000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 5 832-861 115.00 751.63 0.00 751.40 0.10 0.23 0.2000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 6 832-864 191.00 752.07 0.00 751.73 0.10 0.34 0.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 7 835-864A 160.00 753.61 0.00 752.63 0.10 0.98 0.6100 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 8 844-EX828 188.01 751.52 0.00 750.96 0.16 0.56 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 9 845-846 30.00 750.65 0.00 750.56 0.10 0.09 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 10 846-847 92.00 750.46 0.00 749.97 0.42 0.49 0.5300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 11 847-849 117.00 749.55 0.00 748.53 1.00 1.02 0.8700 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 12 849-872 236.00 747.85 0.00 747.53 0.00 0.32 0.1400 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 13 849-EX850 112.00 747.53 0.00 747.42 0.00 0.11 0.1000 CIRCULAR 27.000 27.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 14 861-EX826 113.48 751.30 0.00 751.16 0.00 0.14 0.1200 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 15 864A-864 160.00 752.53 0.00 752.07 0.00 0.46 0.2900 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 16 865-824 15.00 752.40 0.00 752.25 0.10 0.15 1.0000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 17 867-868 30.00 750.70 0.00 750.61 0.10 0.09 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 18 868-869 137.00 750.51 0.00 749.45 0.10 1.06 0.7700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 19 869-872 248.00 749.35 0.00 748.08 0.23 1.27 0.5100 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 20 873-847 50.00 750.05 0.00 749.65 0.10 0.40 0.8000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 21 874-EX177 31.00 749.90 0.00 749.80 0.93 0.10 0.3200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 22 875-874 30.00 750.13 0.00 750.00 0.10 0.13 0.4300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 23 876-869 23.00 751.62 0.00 751.55 2.20 0.07 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 24 877-869 14.00 751.39 0.00 751.35 2.00 0.04 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 25 878-872 14.00 749.99 0.00 749.95 2.10 0.04 0.3000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 26 EX177-EX139 311.40 748.87 0.00 748.03 0.00 0.84 0.2700 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 27 EX825-EX826 194.37 751.54 0.00 751.16 0.00 0.38 0.2000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 28 EX826-EX827 20.54 751.16 0.00 751.00 0.00 0.16 0.7800 CIRCULAR 27.000 27.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 29 EX827-EX828 100.68 751.00 0.00 750.80 0.00 0.20 0.2000 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 30 EX828-EX829 99.27 750.80 0.00 749.97 0.00 0.83 0.8300 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 31 EX829A-EX828 54.74 749.91 0.00 749.79 0.00 0.12 0.2300 CIRCULAR 36.000 36.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 32 EX829-EX829A 30.04 749.97 0.00 749.91 0.00 0.06 0.1900 CIRCULAR 36.000 36.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 33 EX836-EX825 232.49 752.50 0.00 751.54 0.00 0.96 0.4100 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 34 EX837-EX840 201.39 752.81 0.00 752.10 0.10 0.71 0.3500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 35 EX838-EX837 16.72 752.99 0.00 752.91 0.10 0.08 0.4700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 36 EX839-EX840 14.24 753.12 0.00 752.91 0.90 0.22 1.5100 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 37 EX840-EX862 191.27 752.00 0.00 751.50 0.05 0.50 0.2600 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 38 EX843-EX828 127.27 751.71 0.00 751.00 0.20 0.71 0.5600 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 39 EX850-EX25 80.51 747.42 0.00 747.26 0.00 0.16 0.2000 CIRCULAR 27.000 27.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 40 EX862-EX826 116.90 751.45 0.00 751.25 0.09 0.20 0.1700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 41 EX876 - EX877 30.30 749.80 0.00 749.70 0.00 0.10 0.3300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 42 EX877 - EX878 51.87 749.70 0.00 749.60 0.00 0.10 0.1900 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 43 EX878 - EX880 76.86 749.60 0.00 749.40 0.00 0.20 0.2600 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 44 EX880 - EX879 87.64 749.40 0.00 749.22 0.00 0.18 0.2100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 45 EX881 - EX878 187.48 750.28 0.00 749.60 0.00 0.68 0.3700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 09/02/2020 Page 25 of 30 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 822-823 2.25 0 00:18 2.43 0.92 3.52 0.07 0.76 0.76 0.00 Calculated 2 823-824 2.25 0 00:18 3.01 0.75 2.69 1.49 0.81 0.64 0.00 Calculated 3 824-861 3.56 0 00:13 3.62 0.98 3.36 0.95 1.01 0.80 0.00 Calculated 4 831-832 1.68 0 00:07 4.22 0.40 5.07 0.05 0.44 0.44 0.00 Calculated 5 832-861 4.21 0 00:07 4.70 0.90 3.00 0.64 1.11 0.74 0.00 Calculated 6 832-864 2.65 0 00:07 4.70 0.56 2.74 1.16 0.81 0.54 0.00 Calculated 7 835-864A 0.46 0 00:16 2.79 0.16 2.62 1.02 0.27 0.27 0.00 Calculated 8 844-EX828 1.41 0 00:07 1.94 0.73 2.70 1.16 0.63 0.63 0.00 Calculated 9 845-846 1.15 0 00:10 1.95 0.59 2.59 0.19 0.55 0.55 0.00 Calculated 10 846-847 1.74 0 00:10 2.60 0.67 3.54 0.43 0.60 0.60 0.00 Calculated 11 847-849 4.45 0 00:16 6.03 0.74 5.38 0.36 0.80 0.64 0.00 Calculated 12 849-872 5.89 0 00:21 7.09 0.83 3.29 1.20 1.22 0.70 0.00 Calculated 13 849-EX850 10.11 0 00:17 13.85 0.73 3.80 0.49 1.43 0.63 0.00 Calculated 14 861-EX826 6.28 0 00:08 10.12 0.62 3.39 0.56 1.14 0.57 0.00 Calculated 15 864A-864 1.53 0 00:08 1.91 0.80 2.70 0.99 0.68 0.68 0.00 Calculated 16 865-824 2.01 0 00:13 3.56 0.56 4.67 0.05 0.54 0.54 0.00 Calculated 17 867-868 1.50 0 00:17 1.95 0.77 2.74 0.18 0.66 0.66 0.00 Calculated 18 868-869 2.50 0 00:17 3.13 0.80 4.43 0.52 0.68 0.68 0.00 Calculated 19 869-872 3.15 0 00:17 4.62 0.68 4.05 1.02 0.76 0.61 0.00 Calculated 20 873-847 1.52 0 00:17 3.19 0.48 4.01 0.21 0.49 0.49 0.00 Calculated 21 874-EX177 1.08 0 00:16 2.02 0.53 2.62 0.20 0.52 0.52 0.00 Calculated 22 875-874 0.93 0 00:16 2.35 0.39 2.81 0.18 0.44 0.44 0.00 Calculated 23 876-869 0.21 0 00:11 1.97 0.11 1.63 0.24 0.22 0.22 0.00 Calculated 24 877-869 0.64 0 00:14 1.95 0.33 2.22 0.11 0.39 0.39 0.00 Calculated 25 878-872 3.12 0 00:21 3.54 0.88 3.25 0.07 0.91 0.73 0.00 Calculated 26 EX177-EX139 1.08 0 00:16 21.30 0.05 2.27 2.29 0.38 0.15 0.00 Calculated 27 EX825-EX826 2.15 0 00:09 2.89 0.75 2.58 1.26 0.80 0.64 0.00 Calculated 28 EX826-EX827 11.11 0 00:09 27.33 0.41 6.52 0.05 1.00 0.44 0.00 Calculated 29 EX827-EX828 13.58 0 00:12 18.34 0.74 4.09 0.41 1.60 0.64 0.00 Calculated 30 EX828-EX829 15.35 0 00:09 37.44 0.41 7.25 0.23 1.12 0.45 0.00 Calculated 31 EX829A-EX828 16.80 0 00:09 31.84 0.53 4.56 0.20 1.55 0.52 0.00 Calculated 32 EX829-EX829A 16.37 0 00:09 29.83 0.55 4.32 0.12 1.59 0.53 0.00 Calculated 33 EX836-EX825 1.24 0 00:18 2.29 0.54 2.97 1.30 0.52 0.52 0.00 Calculated 34 EX837-EX840 1.79 0 00:12 2.12 0.85 3.02 1.11 0.71 0.71 0.00 Calculated 35 EX838-EX837 1.79 0 00:12 2.45 0.73 3.41 0.08 0.64 0.64 0.00 Calculated 36 EX839-EX840 1.99 0 00:12 7.94 0.25 5.38 0.04 0.43 0.34 0.00 Calculated 37 EX840-EX862 3.73 0 00:12 5.37 0.70 3.28 0.97 0.92 0.61 0.00 Calculated 38 EX843-EX828 0.43 0 00:15 2.66 0.16 2.49 0.85 0.27 0.27 0.00 Calculated 39 EX850-EX25 10.80 0 00:17 13.85 0.78 3.85 0.35 1.49 0.66 0.00 Calculated 40 EX862-EX826 3.73 0 00:12 4.70 0.79 2.95 0.66 1.01 0.67 0.00 Calculated 41 EX876 - EX877 0.85 0 00:34 2.05 0.42 2.49 0.20 0.45 0.45 0.00 Calculated 42 EX877 - EX878 2.14 0 00:06 2.89 0.74 2.58 0.34 0.80 0.64 0.00 Calculated 43 EX878 - EX880 5.10 0 00:06 5.36 0.95 3.45 0.37 1.17 0.78 0.00 Calculated 44 EX880 - EX879 4.76 0 00:05 4.76 1.00 3.07 0.48 1.50 1.00 3.00 SURCHARGED 45 EX881 - EX878 1.89 0 00:07 2.15 0.88 3.09 1.01 0.73 0.73 0.00 Calculated 09/02/2020 Page 26 of 30 Castings are depressed: 0.10'Weir Equation:Orifice Equation:Neenah Inlet Type:Street Width:30 ftPerimeter AreaAlley width:28 ft50% Clogged 3.45 0.70Min. Clear Lane Width:10 ftUnclogged 4.60 1.40Inlet Rational FlowContributing Bypass BasinsBypass Flow Total FlowGrate PerimeterGrate AreaDepth at Casting (Weir)Depth at Casting (Orifice)Cross-Sectional SlopeGutter Spread (Weir)Gutter Spread (Orifice)Clear Lane Width(#) (cfs) (#) (cfs) (cfs) (ft)(ft2)(ft) (ft) (%) (ft) (ft) (ft)8222.252.25 3.45 0.7 0.360.43 2.08% 12.57 15.96SingleSingle8311.681.68 3.45 0.7 0.300.24 2.08% 9.50 6.77SingleSingle8451.151.15 3.45 0.7 0.230.11 2.54% 5.17 0.51Single8461.021.02 3.45 0.7 0.210.09 2.54% 4.47 0.00Single8471.53 846 0.23 1.76 3.45 0.7 0.310.26 2.08% 9.95 7.90SingleSingle8652.012.01 3.45 0.7 0.340.34 2.54% 9.27 9.64SingleSingle8671.501.50 3.45 0.7 0.280.19 2.54% 6.93 3.63Single8681.301.30 3.45 0.7 0.250.14 2.54% 5.94 1.74Single8731.52 845 0.29 1.81 3.45 0.7 0.310.28 2.54% 8.38 7.08SingleSingle8740.180.18 3.45 0.7 0.070.00 2.54% 0.00 0.00Single8750.930.93 3.45 0.7 0.200.07 2.54% 3.96 0.00Single8760.210.21 3.45 0.7 0.070.00 2.54% 0.00 0.00Single8770.640.64 3.45 0.7 0.160.03 2.54% 2.22 0.00Single8783.123.12 6.9 1.4 0.280.21 2.54% 7.22 4.24DoubleSingleCurb Inlet CapacitiesJob #55115PYT-S4R-3501-TL or TRInlet TypeThe Grove at the Legacy S4A & S4B18.1(Clear Lane Width formula subtracts 2 ft for curbing)18.412.018.518.415.119.624.025.820.8*Note: Perimeter loss due to 50% clog is only 25% reduced length.Per City of Carmel Stormwater Technical Standards Manual09/02/2020 Page 27 of 30 Castings are depressed: 0.10' 28 ft 30 ft 10 ft Inlet Total Flow (Rational + Bypass) % of Flow Divided Rational Flow Longitudinal Slope Cross-Sectional Slope Depth at Casting Gutter Spread Clear Lane Width (#) (cfs) (%) (cfs) (%) (%) (ft) (ft) (ft) Left 45% 1.01 0.60% 2.08% 0.013 0.15 7.20 Right 55% 1.24 0.62% 2.08% 0.013 0.16 7.72 Left 55% 0.92 1.10% 2.08% 0.013 0.13 6.21 Right 45% 0.76 0.60% 2.08% 0.013 0.13 6.45 Left 100% 1.15 0.67% 2.54% 0.013 0.17 6.53 Right 0% Left 0% Right 100% 1.02 0.67% 2.54% 0.013 0.16 6.24 Left 50% 0.88 0.60% 2.08% 0.013 0.14 6.83 Right 50% 0.88 0.60% 2.08% 0.013 0.14 6.83 Left 45% 0.90 0.60% 2.54% 0.013 0.15 6.09 Right 55% 1.11 0.67% 2.54% 0.013 0.16 6.44 Left 80% 1.20 0.89% 2.54% 0.013 0.16 6.29 Right 20% 0.30 0.60% 2.54% 0.013 0.10 4.03 Left 20% 0.26 0.60% 2.54% 0.013 0.10 3.82 Right 80% 1.04 0.62% 2.54% 0.013 0.16 6.38 Left 55% 1.00 0.62% 2.54% 0.013 0.16 6.28 Right 45% 0.81 0.60% 2.54% 0.013 0.15 5.86 Left 55% 0.10 0.62% 2.54% 0.013 0.07 2.64 Right 45% 0.08 0.60% 2.54% 0.013 0.06 2.47 Left 20% 0.19 0.60% 2.54% 0.013 0.09 3.37 Right 80% 0.74 0.62% 2.54% 0.013 0.14 5.63 Left 55% 0.12 0.62% 2.54% 0.013 0.07 2.80 Right 45% 0.09 0.60% 2.54% 0.013 0.07 2.61 Left 20% 0.13 0.60% 2.54% 0.013 0.07 2.93 Right 80% 0.51 0.62% 2.54% 0.013 0.12 4.89 Left 55% 1.72 0.62% 2.54% 0.013 0.20 7.70 Right 45% 1.40 0.60% 2.54% 0.013 0.18 7.19 Manning;s Coefficient 822 2.25 20.28 Flow Direction The Grove at the Legacy S4A & S4B Gutter Spread Calculations Job #55115PYT-S4 Street Width: Minimum Clear Lane Width: (Clear Lane Width formula subtracts 2 ft for curbing) 831 1.68 21.55 845 1.15 15.22 846 1.02 847 1.76 21.17 865 2.01 21.56 867 1.50 15.32 868 1.30 Alley Width: 878 3.12 20.30 876 0.21 20.31 877 0.64 874 0.18 19.73 875 0.93 873 1.81 21.72 09/02/2020 Page 28 of 30 Type: R-4342 Perimeter Area For yard inlets located in rear yardsClogged 6.00 2.0050% 4.50 1.00Inlet Rational FlowGrate PerimeterGrate AreaDepth at Casting (Weir)Depth at Casting (Orifice)(#) (cfs)(ft)(ft2)(ft) (ft)835 0.46 4.50 1.00 0.110.01844 1.41 4.50 1.00 0.220.08864 1.33 4.50 1.00 0.210.07864A 1.29 4.50 1.00 0.210.07 Ponding depth at casting can be no greater than 9 inches or 0.75 feetThe Grove at the Legacy S4A & S4BYard Inlet CapacitiesJob #55115PYT-S409/02/2020 Page 29 of 30 APPENDIX B BASIN MAPS 09/02/2020 Page 30 of 30