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Home My WebLink About19011L-0-StormReport-FullTECHNICAL BRIEF NEW CARMEL ELEMENTARY SCHOOLS 2025 CLAY CENTER ROAD, CARMEL, INDIANA 46032 Certified by: Karen K. Collins, PE Indiana registration No. 10404538 _____________________________________________ PREPARED FOR CSO Architects 8831 KEYSTONE CROSSING INDIANAPOLIS, */ 6240 _________________________________________________ AUGUST12 2019 8365 Keystone Crossing, Suite 201 Indianapolis, IN 46240 Phone: (317) 202-0864 Fax: (317) 202-0908 STORM WATERMANAGEMENT REPORT REVISED SEPTEMBER17 2019 CLAY CENTER ROAD ELEMENTARY TABLE OF CONTENTS TECHNICAL BRIEF Includes maps: FEMA FIRM (Flood Insurance Rate Map) Flood Zone Map Zoning Map Land Classification Map Soils Map Retention Table PROPOSED DRAINAGE AREA MAP Appendix A STORM WATER SEWER INLET CALCULATIONS Appendix B STORM WATER SEWER HYDRAULIC CALCULATIONS Appendix C EXISTING DRAINAGE MODEL (4 SUB-BASINS) Appendix D PROPOSED DRAINAGE MODEL (4 SUB-BASINS) INCLUDING RETENTION CALCULATIONS Appendix E WATER QUALITY CALCULATIONS Appendix F DETAILS OF AQUASWIRL AS-10 & RETENTION POND Appendix G EXHIBIT: 100-YEAR PONDING LIMITS Appendix H JACKSONS GRANT DRAINAGE REPORT Appendix I CLAY CENTER ROAD ELEMENTARY 1 | Page ABSTRACT This Technical Brief pertaining to storm water drainage has been prepared for the purposes of demonstrating governmental compliance with the current technical rules, regulations and requirements of the governing authorities, in particular that which is applicable to storm water management including retention (detention but with a permanent pool level maintained) water quality treatment and / or best management practices (BMPs). The applicable governing authorities include the City of Carmel, Hamilton County, and the State of Indiana. The City of Carmel is taking the lead as the primary governing jurisdictional body (as well as also having jurisdictional authority governing potable water and sanitary sewer to this site). The total area of the site is 33.69 acres. The is existing site is vacant farmland owned by Carmel Clay Schools (CCS). CCS proposes to improve this land for a new elementary school. There are two proposed entrances on Clay Center Road. The north entrance is for parents to drop off and pick up children. The south entrance is for buses and service trucks, in addition to four (4) proposed little league baseball fields to replace Wodock Fields at 101 4th Avenue SE. The storm water retention pond is designed for ultimate development. All improvements are accounted for in the drainage design. Storm water topics which shall be addressed and demonstrated in compliance include drainage area delineation, retention calculations, hydraulic grade line calculations, water quality calculations, and inlet calculations. CLAY CENTER ROAD ELEMENTARY 2 | Page FLOOD MAP ZONE The FIRM Map Panel No. 18057C0208G dated November 19, 2014 indicates that this watershed falls entirely within Flood Zones X. Flood Hazard zone X includes areas that are determined to be outside the 0.2% annual chance of flood. FEMA FIRM Map 18057C0208G CLAY CENTER ROAD ELEMENTARY 3 | Page ZONING The project is in the SI & PUD zoning district, as shown in the below map, taken from the Carmel GIS Viewer. City of Carmel Zoning Map CLAY CENTER ROAD ELEMENTARY 4 | Page SOILS The existing soils include two primary classifications, Brookstone Silty Clay Loam (0 to 2 percent slopes) and Crosby Silt Loam (0 to 2 percent slopes). The two soils account for 95% of the site area. The other five percent are Patton Silty Clay Loam (0 to 2 percent slopes). CLAY CENTER ROAD ELEMENTARY 5 | Page CLAY CENTER ROAD ELEMENTARY 6 | Page What is of particular interest is the hydrologic soil group designation. We have B /D and C / D soils. The standard engineering protocol is to downgrade to the lowest possible class if there is a choice to make, and the lowest is hydrologic soil group D. Class / type D soil causes the most runoff and is therefore accepted as being the most conservative class / type to select for engineering studies / calculations such as these. Detailed Descriptions of the primary site soil types are as follows: Br Brookston silty clay loam This nearly level soil is in depressions, on flats, and in narrow drainageways between better drained soils on broad, undulation plains. In some small areas, this soil has a silt loam or clay loam surface layer. Runoff is very slow. Wetness is the main limitation. Because of wetness, the soil has severe limitations for nonfarm uses. Most areas are cultivated. A few are wooded. Wooded areas support fair stands of hardwoods, but some are heavily pastured. Permeability is moderate (0.6 to 2 in/hr) in the most restrictive layer above 60 inches. Available water capacity is high (12 inches in the upper 60 inches). The pH of the surface layer in non-limed areas is 6.6 to 7.3. CrA Crosby silt loam, 0 to 2 percent slopes This is a somewhat poorly drained soil with a seasonal high water table at 0.5 to 2.0 ft. This soil is located on rises on till plains; slopes are 0 to 2 percent. The native vegetation is hardwood forest. The surface layer is silt loam and has moderately low to moderate organic matter content (1.0 to 3.0 percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer above 60 inches. Available water capacity is moderate (6.2 inches in the upper 60 inches). The pH of the surface layer in non-limed areas is 5.1 to 6.5. Droughtiness and wetness are concerns for crops production. This soil responds well to tile drainage; it is designated potentially highly erodible (class 2) in the Highly Erodible Land (HEL) classification system. MmB2 Miami silt loam, 2 to 6 percent slopes, eroded This is a moderately well drained soil with a seasonal high water table at 2.0 to 3.5 feet and is on side slopes and rises on uplands. Slopes are 2 to 6 percent. The native vegetation is hardwoods. The surface layer is silt loam and has moderately low organic matter content (1.0 to 2.0 percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer above 60 inches. Available water capacity is low (5.7 inches in the upper 60 inches). The pH of the surface layer in non-limed areas is 5.1 to 6.0. Droughtiness and water erosion are management concerns for crop production. MmC2 Miami silt loam, 6 to 12 percent slopes, eroded This is a moderately well drained soil with a seasonal high water table at 2.0 to 3.5 feet and is on side slopes and uplands. Slopes are 6 to 12 percent. The native vegetation is hardwoods. The surface layer is silt loam and has moderately low organic matter content (1.0 to 2.0 CLAY CENTER ROAD ELEMENTARY 7 | Page percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer above 60 inches. Available water capacity is low (5.7 inches in the upper 60 inches). The pH of the surface layer in non-limed areas is 5.1 to 6.0. Droughtiness and water erosion are management concerns for crop production. Sh Shoals silt loam, 0 to 2 percent slopes This is a somewhat poorly drained soil with a seasonal high water table at 0.5 to 2.0 ft. This soil is located on floodplains; slopes are 0 to 2 percent. The native vegetation is hardwood forest. The surface layer is silt loam and has moderate levels of organic matter content (1.0 to 3.0 percent). Permeability is moderate (0.6 to 2 in/hr) in the most restrictive layer above 60 inches. Available water capacity is high (10.8 inches in the upper 60 inches). The pH of the surface layer in non-limed areas is 6.6 to 7.8. Wetness and flooding hazard are management concerns for crop production. This soil responds well to tile drainage. Because of flooding hazard, this soil has a severe limitation for non-agricultural uses. STORM WATER SEWERS AND INLETS Storm water sewer inlet calculations and hydraulic grade line calculations have been prepared which demonstrate that the proposed storm water sewer system (inlets and pipes) has been properly designed to both intercept and convey the rational method 10-year storm event and therefore is compliant per City of Carmel standards. CAPACITY AND ACCEPTANCE OF DOWNSTREAM RECEIVING STORM WATER SYSTEM It is proposed that the retention basin will discharge to Ams Run (or Arms Run or Ames Run whichever may be the correct name). Ams Run is a regulated drain that runs through Jacksons Grant subdivision. Hamilton County Surveyor’s Office has approved that this is an acceptable and preferred outlet to drain to. Ams Run drains to Williams Creek watershed. There are 4 sub-basins shown for existing flow paths. All 4 sub-basins drain to Williams Creek watershed, so the retention basin allowable release rate is based upon actual area draining to the retention basin, because it all drains to Williams Creek watershed. This relates to criteria of 0.1 cfs / acre 10-year storm and 0.3 cfs / acre 100-year storm. The existing downstream receiving storm water system both: (1) appears adequate to receive the flow from this proposed development, and (2) also appears to have been pre-designed to receive said flows from our proposed development. It appears that the Jacksons Grant calculations in the next paragraph bear this out. CLAY CENTER ROAD ELEMENTARY 8 | Page USGS Map: CARMEL It is proposed that this development will connect to an existing bee-hive-style yard inlet: Jacksons Grant Structure Number 900. This bee-hive Inlet 900 in its existing condition is a terminal upstream end-of-pipe-system structure, meaning that no other pipe currently connects to this structure in the upstream direction. Jacksons Grant calculations show 0.21 acres total draining to Inlet 900, causing a 10-year flow of 0.19 cfs. The downstream 2-pipe system shows a flow capacity of 31.38 cfs (choosing the less of either pipe in the 2-pipe system). Then they subtract 0.19 cfs to show an excess pipe capacity of 31.19 cfs (10-year storm). The flows proposed to come to Inlet 900 consist of what comes out of the retention basin plus the direct bypass that is not able to be directed into the retention basin. The 10-year flow coming out of the retention basin is proposed to be 2.62 cfs at its peak at 15.92 hours (into the 24-hour Type 2 SCS / NRCS design storm). The bypass is proposed to be 3.59 cfs at its peak at 11.96 hours. The 2 combined flows sum to be 4.95 cfs at the peak at 11.97 hours. This is considered to be the final proposed 10-year flow to be piped to the base of existing Inlet 900. Adding this to the existing Jacksons Grant design flow of 0.19 cfs: 4.95 cfs + 0.19 cfs = 5.14 cfs proposed to pass CLAY CENTER ROAD ELEMENTARY 9 | Page through the base of existing Inlet 900 and exit the existing pipe leaving Inlet 900. Inlet 900’s downstream pipe system has previously been shown to be able to pass 31.38 cfs. CLAY CENTER ROAD ELEMENTARY 10 | Page Excess 10-year storm capacity still remaining in the downstream pipe system of existing Inlet 900: 31.38 cfs capacity minus 5.14 cfs proposed equals 26.24 cfs remaining capacity. WATER QUALITY The storm water for the site will be treated by a treatment train. One Aqua-Swirl is proposed as well as a retention (detention with a permanent pool pond) with wetland plantings to enhance water quality treatment. Storm water sewer water quality calculations have been prepared which demonstrate that the proposed storm water sewer system (inlets and pipes) including water quality devices (Best Management Practices)(BMPs) has been properly designed to treat the 1-inch 24-hour Type 2 SCS / NRCS rainfall event and therefore is compliant per City of Carmel standards. Proposed site disturbance is approximately 23.0 acres. Water quality devices are able to be employed to treat 30.02 acres total. The remaining 8.52 acres (of the 30.02 acres to be treated) are proposed to be disturbed at a future undetermined time. Approximately 1.5 acres of disturbed area (of the 23.0 acres to be disturbed at this time) is proposed to be released without treatment due to site grading constraints. This development drains to the Williams Creek watershed, through Ames Run, a tributary to Williams Creek. The site is divided into about 3 primary drainage areas. The 1st drainage area is the northwest, which is comprised of the School building and pavement. This drainage area contains the most impervious of the major three areas. The 2nd drainage area is the southwest, which is comprised of the four ball fields. This drainage area is mostly pervious (grass and infield). The 3rd drainage area is the southeast, which is comprised of the retention basin, the 10-foot- CLAY CENTER ROAD ELEMENTARY 11 | Page wide pedestrian trail, and the potential future areas to be developed. The 3rd drainage area includes vegetated swales draining to grated inlets and then through pipes to the retention basin. The northwest and southwest drainage areas combine and drain to an AquaSwirl AS-10 model, which is the first of the two-step treatment train methodology. After the AquaSwirl AS-10, the storm sewer drainage system conveys the runoff to the retention basin, which is the second of the two-step treatment train required by the City of Carmel. The City of Carmel accepts retention (permanent pool detention)(pond) as water quality treatment. RETENTION INCLUDING MODELING AND RELEASE Retention is provided with a maximum release rate of 0.3 cfs / acre for the 100-year 24-hour and 0.1 cfs / acre for the 10-year 24-hour rainfall events, as required by the City of Carmel. A bottom of pond is planned with an elevation of 843.0 feet. 8.0 feet above that, 851.00 is proposed as the normal pool elevation (elevation at which water begins to flow out of the pond). An outlet structure has been designed to both achieve less than the maximum release rates, and to protect the dam. HydroCAD was used to model the retention. FF= 868.50NO PARKINGOHU OHU OHU OHU OHU OHU OHU OHU OHU OHUGGGGGGGGGGG GWWWWWWWWWWW W 733732732A732B721B726A726727D729728727727A727B726C726B724B724A724C725A725724723731734739A739741733A736735737737D726D725C725B165731A732CSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201 Indianapolis, IN. 46240 (317) 202-0864 DRAINAGE AREADA(N)1"=60'CLAY CENTER6-17-201919011L NO PARKINGNO PARKING NO P A R K I N G OHU OHU W W W W WEEEEEEEEEOHU OHU OHU OHU OHU OHU OHUN00°23'36"E 1277.20'G G G G G G G G G G GWWWWWWWWWW W 732732A718720721711721A721B726B724B724A724C713712710709717716715714701702704A705706707708725A725724722723731724D703725C725B721C167717A165731A701B732CSHEET No.SCALE:Date:PROJECT:TITLE:Job No.8365 Keystone Crossing, Suite 201 Indianapolis, IN. 46240 (317) 202-0864 DRAINAGE AREADA(S)1"=100'CLAY CENTER6-17-201919011L 850.00 841.00 851.00 T.O.B. 858.00 EASEMENT 15" MIN. 6" MIN. TOPSOIL FOR NATIVE WETLAND SEED (SEE L401) 8' MIN. REQUIRED NORMAL POOL 851.00 100 YEAR = 855.8 2.0' 3 1 4 1 EMERGENCY SPILLWAY AT 857.00 SAFETY SHELF 10' MIN. 2' COMPACTED CLAY LINER ON ALL POND BANKS AND BOTTOM. COMPACT TO 90% MAX. MODIFIED PROCTOR ASTM D-1557. 843.00 2.0' OF OVER EXCAVATION FOR SEDIMENT STORAGE2' COMPACTED CLAY LINER UNDER 6" OF TOPSOIL OVER 10-FT. SAFETY SHELF. NOTES: 1.A 10' SAFTEY FENCE SHALL BE PROVIDED. 2.CLAY LINER MUST BE INSTALLED, COMPACTED AND APPROVED BEFORE ALLOWING SEDIMENT TO ENTER BASIN THROUGH PIPE SYSTEM. 3.CARE MUST BE TAKEN TO PROTECT CLAY LINER WHEN REMOVING COLLECTED SEDIMENT AFTER COMPLETION OF CONSTRUCTION. 10 WET POND WITH NATIVE BANKS CROSS SECTIONSCALE: NONE SCALE: NONE LIMITS OF NATIVE VEG (SEE L401) 853.00 849.00 4 1 DURABLE METAL GRATE TOP (REBAR CONSTRUCTION IS ACCEPTABLE) MAX OPENING SIZE 4.5" (REMOVABLE FOR MAINTENANCE PURPOSES) ALL METAL SURFACE SHALL BE COATED WITH ZRC COLD GALVANIZING COMPOUND AFTER WELDING WELDED PROTRUSIONS (4 TOTAL, 3" LONG MIN, 90° APART) TO KEEP GRATE IN PLACE 24" RCP EXIT PIPE FL 845.05 ONE 8" ORIFICE OPENING 851.00 8" CONC BASE EL 844.38 ONE 8" ORIFICE OPENING 853.76 TRASH RACK (SEE DETAIL) FL 855.80 PRINCIPAL SPILLWAY 2.83" 2.83" 4'-3" 1'-5" WELD 1" X 1" X 1/8" ANGLE OVER ALL EDGES (TYP) 3 LB/FT^2 EXPANDED STEEL GRATE ON TOP, BOTTOM, AND SIDES 1/2" DIAMETER HOLES @ 24" CNTRS MAX (TYP) 2" X 1/4" STEEL STOCK ALL AROUND WELD (TYP)2'-0" 85' EMERGENCY SPILLWAY REVETMENT-PROTECTED SPILLWAY OUTLET STRUCTURE SCALE: NONE REINFORCEMENT NOT SHOWN FOIR CLARITY BASE, WALLS & REINFORCEMENT SHALL BE PER TYPICAL MANHOLE OUTLET STRUCTURE 12 858.00 857.00 45° TRASH RACK DETAIL OPENINGS & EXITGRATED TOP PLAN NO PARKINGNO PAR K I N G NO PA R KI N GNO PARKINGE(A)OHUOHUOHUWWWWWWWE E E E E E E E E E E EOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUN00°23'36"E 1277.20'GGGGGGGGGGGGGGGGGGGGGWWWWWWWWWWWWWWWWWWWWWW733 732 732A 732B 718 720 721 711 721A 721B 726A726 727D 729 728 727 727A 727B 726C 726B 724B 724A 724C 713 712 710 709 717 716 715 714 701 702 704A 705 706 707 708 725A 725 724 722 723 731 724D 703 734 739A 739 741 733A 736 735 737 737D 726D 725C 725B 721C 167 717A 165 731A 701B 732C FRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFRFR FR FR FR FR FR FR FRFR FR FRFRFRFRFRFRFR FR FR FR FR FRFRFRFRFRFR FRFRFRFR FR FR FR FR FR FR FRFR FRFRFRFRFRFRFRFRFRFR FRFRFR 18095 Project Number: Drawing Number: Certified By: Checked ByDrawn ByIssue Date Revisions:PROJECT:Scope Drawings:CARMEL, INDIANANEWFORCARMEL CLAY SCHOOLSCARMEL ELEMENTARY SCHOOLSDrawing Title: 06-21-19 SO MK Rev. #Revision Description Issue Date 1 ADDENDUM 7/9/2019 3 ASI #1 8/28/2019 SCALE: 1" = 100' 100-YEAR OVERLAND FLOW PATH LIMITS (ENTIRE STORM SYSTEM CLOGGED) JACKSON’S GRANT SECTION 3 DRAINAGE REPORT PREPARED FOR: Jacksons Grant Real Estate Co., LLC 13578 East 131st Street, Suite 200 Fishers, Indiana 46037 Contact Person: Doug Wagner Phone: (317) 770-1818 PREPARED BY: Gordan D. Kritz Stoeppelwerth and Associates, Inc. (317) 570 – 4701 DATE PREPARED: April 22, 2016 DATE REVISED: May 2, 2016 July 8, 2016 August 23, 2016 Runoff Coefficients Calculations Job # 55115PLA-ML1 Performed By: GDK Aper = Site Characteristics Jacksons Grant, Section 3 Job #60160SIL-3 Total Drainage Area Total Impervious Area Aimp Total Pervious Area Aper Weighted C-Factor (ac)(ac)(ac)Cw 644 0.51 0.24 0.27 0.53 645 0.29 0.19 0.10 0.65 646 1.7 0.86 0.84 0.56 650 0.7 0.26 0.44 0.46 651 0.67 0.35 0.32 0.56 653 0.88 0.50 0.38 0.60 654 1.13 0.58 0.55 0.56 900 0.21 0.00 0.21 0.20 OFF 644 0.19 0.00 0.19 0.20 OFF 646 0.9 0.00 0.90 0.20 Structure # Total Drainage Area - Aimp Cw = 0.9Aimp + 0.2Aper Total Drainage Area Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow used in time-of- concentration (Tc) calculations is 100 feet. Jacksons Grant, Section 3Time of ConcentrationsJob #60160SIL-3StormCADPost-Developed SiteL = P2 =s =Tt = .007(nL)0.8/(P20.5s0.4)V = L = Tt = L/V(ft) (in/hr) (ft/ft)(hrs)(ft/s) (ft) (hrs) (hrs)(min)644Grass0.24 100 2.66 0.020.2609Gutter / Swale2 315 0.0438 0.304618.3645Grass0.24 33 2.66 0.020.1075Gutter / Swale2 129 0.0179 0.12547.5646Grass0.24 90 2.66 0.020.2398Gutter / Swale2 165 0.0229 0.262715.8650Grass0.24 70 2.66 0.020.1961Gutter / Swale2 350 0.0486 0.244714.7651Grass0.24 70 2.66 0.020.1961Gutter / Swale2 350 0.0486 0.244714.7653Grass0.24 78 2.66 0.020.2138Gutter / Swale2 300 0.0417 0.255515.3654Grass0.24 100 2.66 0.020.2609Gutter / Swale2 173 0.0240 0.284917.1900Grass0.24 100 2.66 0.020.2609Gutter / Swale2 75 0.0104 0.271316.3OFF 644Grass0.24 100 2.66 0.020.2609Gutter / Swale2 79 0.0110 0.271816.3OFF 646Grass0.24 100 2.66 0.020.2609Gutter / Swale2 218 0.0303 0.291117.5Tc (total)Description n =DescriptionBasinSheet Flow Gutter/Swale FlowTc (total)Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow used in time-of-concentration (Tc) calculations is 100 feet. Jackson's Grant, Section 3Job#60160SIL-S1ACastings are depressed: 0.10'Weir Equation:Inlet Capacity CalculationsOrifice Equation:Neenah Inlet Type:Street Width:30 ft (Clear Lane Width formula Perimeter Areasubtracts 2 ft for curbing)50% Clogged 3.45 0.7Min. Clear Lane Width:10 ftDouble Inlet 4.6 1.4Inlet Rational FlowGrate PerimeterGrate AreaDepth at Casting (Weir)Depth at Casting (Orifice)Cross-Sectional SlopeGutter Spread (Weir)Gutter Spread (Orifice)Clear Lane Width(#) (cfs) (ft)(ft2)(ft) (ft) (%) (ft) (ft) (ft)644 1.33 3.45 0.7 0.25 0.15 2.54% 6.02 2.01 Single645 1.08 3.45 0.7 0.22 0.10 2.54% 4.73 0.00 Single646 5.11 4.6 1.4 0.51 0.56 2.54% 16.31 18.01 Double0 3.45 0.7 0.00 0.00 2.54% 0.00 0.00650 1.49 3.45 0.7 0.27 0.19 2.54% 6.81 3.52 Single651 1.74 3.45 0.7 0.30 0.26 2.54% 7.99 6.24 Single654 2.79 4.6 1.4 0.34 0.17 2.54% 9.56 2.60 Double653 2.41 4.6 1.4 0.31 0.12 2.54% 8.30 0.94 DoubleInlet Type9.9913.2010.14R-3501-TL or TR17.25 Jackson's Grant, Section 3Job#60160SIL-3Castings are depressed: 0.10'Gutter Spread Calculations30 ft10 ftNote: Shaded cells indicate the maximum gutter spread per pair of inletsInlet Rational Flow % of FlowDivided Rational FlowLongitudinal SlopeCross-Sectional SlopeDepth at Casting Gutter Spread Clear Lane Width(#) (cfs) (%) (cfs) (%) (%) (ft) (ft) (ft)Left 50% 0.67 1.49% 2.75%0.013 0.12 4.36Right 50% 0.67 1.20% 2.75%0.013 0.12 4.54Left 50% 0.54 1.20% 2.75%0.013 0.12 4.20Right 50% 0.54 1.49% 2.75%0.013 0.11 4.03Left 50% 2.56 0.80% 2.75%0.013 0.22 8.11Right 50% 2.56 0.80% 2.75%0.013 0.22 8.11Left 50% 0.00 0.60% 2.75%0.013 0.00 0.00Right 50% 0.00 0.60% 2.75%0.013 0.00 0.00Left 100% 1.49 1.35% 2.75%0.013 0.17 6.00Right 0% 0.00 0.60% 2.75%0.013 0.00 0.00Left 0% 0.00 0.60% 2.75%0.013 0.00 0.00Right 100% 1.74 1.35% 2.75%0.013 0.18 6.36Left 30% 0.72 0.48% 2.75%0.013 0.15 5.56Right 70% 1.69 0.60% 2.75%0.013 0.20 7.32Left 70% 1.95 0.60% 2.75%0.013 0.21 7.74Right 30% 0.84 0.48% 2.75%0.013 0.16 5.8715.6319.2719.89Manning;s Coefficient6501.33Street Width:Minimum Clear Lane Width:651 1.74645646 5.11Flow Direction654 2.79653 2.411.491.08064412.94