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HomeMy WebLinkAboutSW4230801_Design Calculations_20231110 ACC PUBLIC SAFETY TRAINING CENTER STORMWATER IMPACT ANALYSIS STATEMENT .:'r�_ '"ICA,�}x'F'1]', �l y�1. +Y14 I�I}1i•r`¢�'yf�,�-=V'�!`4'-?+Wy"$S:S i,.45�� + y.,; r OR Ile k '.1.':. • 7' p t Mr*q -:��.•iL ! �•.i'!1� � r x °`_ - -,.ems AUGUST 21, 2023 y*�#I�If14�i{f+ PREPARED BY: j1 ,, , � ''� Garrett Frank, PE, PLA ' 5410 Trinity Road, Suite 102 r h s SEA Raleigh, North Carolina 27607 A55713 T 919.866.4503 phoneI 919.859.5663 fax Garrett.Frank(a)-timmons.com 0- Tir 4p.�, ." 00 www.timmons.com TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. ACC Public Safety Training Center Burlington, NC Project Number: 49685 Table of Contents Section 1: Site Analysis and Narrative Existing and Proposed Conditions Pertinent Onsite and Offsite Drainage Conditions Anticipated Stormwater Impacts & Design Criteria Soils Series and Flood Hazard Areas Proposed Stormwater Management Practices Calculation Method Summary of Results Pre/Post Summary Tables Section 2: Environmental Maps Soil Map FEMA Map USGS Quad Map Section 3: Stormwater Calculations Wet Pond Sizing Calculations Pre/Post Drainage Area Calculations HGL Calculations Section 4: Stormwater Compliance Maps Pre/Post Stormwater Maps ACC Public Safety Training Center Burlington, NC Project Number: 49685 Section 1 : Site Analysis and Narrative Existing and Proposed Conditions The existing site is undeveloped and previously used for mining. The proposed development will include an administration/classroom building, 400'x400' asphalt driving pad, pavilion, and training tower. The site work will include asphalt paving, concrete paving, grading, erosion control, and utility work. The overall site is approximately 57.49 acres. The proposed increase in impervious area for the project site is 8.00 acres. Pertinent Onsite and Offsite Drainage Conditions The site is undeveloped with vegetation and trees. The site and surrounding areas drain to Boyd's Creek to the west of the site. Anticipated Stormwater Impacts & Design Criteria The additional impervious will require a stormwater control measure to peak flow control caused by the increase in impervious area. This project will provide a wet pond SCM located west of the driving pad. The wet pond is sized to treat the proposed additional impervious area as well as the indoor shooting range alternate. Soils Series and Flood Hazard Areas The site is located in the Cape Fear River Basin. Soils on the site are mostly Udorthents and Vance Sandy Loam. hydrologic soil group C, based upon the Alamance County Soils Survey. A review of Flood Hazard Areas based on the published maps and the NC Flood plain Mapping Information System indicate that there are no flood zones on site. Proposed Stormwater Management Practices There will be a proposed wet pond which will accept flow from the proposed administrative/classroom building, asphalt driving pad, the future indoor shooting range, and parking lots. Calculation Method The Discrete NRCS Curve Number Method was used to calculate pre and post development flows and perform routing. The rainfall frequency data was collected from NOAA Atlas 14. The Rational Method was used to calculate the hydraulic grade lines in the storm network to confirm the pipes can meet capacity. Summary of Results Pre/Post: The wet pond will capture and treat approximately 21.24 acres, of which approximately 8.29 acres is impervious. The wet pond will reduce flow downstream which would otherwise be increased from the added impervious. There are three analysis points located on-site where the proposed storm network daylights into the existing ditches and Boyd's Creek. Drainage area 1 contains the wet pond and will reduce runoff to below pre-development levels for the 1, 2, and 10 year storm events by treating upstream runoff from the proposed development. Drainage areas 2 and 3 will reduce runoff to below the pre-development levels for the 1, 2, and 10- year storm events by directing flow to drainage area 1. See the table below for pre-development and post- development conditions for analysis point 1, 2 and 3. .••4. www.timmons.com TIMMONS GROUP ACC Public Safety Training Center Burlington, NC Project Number: 49685 Section 1 : Site Analysis and Narrative Pre/Post Summary Tables Site Anal is Point 1 Site Condition 1 Year cfs 2 Year cfs 10 Year cfs Pre-Development 10.96 17.02 34.63 Post-Development 8.23 12.87 23.20 Site Anal is Point 2 Site Condition 1 Year (cfs) 2 Year (cfs) 10 Year (cfs) Pre-Development 3.520 5.278 10.36 Post-Development 1.732 2.628 5.193 Site Anal is Point 3 Site Condition 1 Year cfs 2 Year cfs 10 Year cfs Pre-Development 15.66 24.17 48.79 Post-Development 14.62 22.18 43.86 .••4. www.timmons.com TIMMONS GROUP ACC Public Safety Training Center Burlington, NC Project Number: 49685 Section 2: Environmental Maps Soil Map .•••. www.timmons.com TIMMONS GROUP f5heaf tQ) w sn: wt II `�I I A A rt 6 u 1 � p f < v t e �T a qm r'a r � W °Y.Y. , ry UY '3Pg, M may'. (Sheaf 12) ti.. ACC Public Safety Training Center Burlington, NC Project Number: 49685 Section 2: Environmental Maps FEMA Map .••4. www.timmons.com TIMMONS GROUP �rrmv.n�¢•xxyw RE i � +1 Alf PSL AA *fS �4 7 f � � � I •� h •III i FLUUU HAZARD MFOMMIGN NDTES TO USERS SCALE {0 m�[.M��a�tr.a{l ufilw�.,�[.�.� 45�y]lMG yILPP IYlLRAXR TOOaW w,r�.ryr.�._.... ••."• vixFrpxna��wyra •.iw.� b ,. REM$,M13 wer.�+w'y� n•�r�Fti �..�" 4?�•P191R1�r �`i.WXW�� b.x�Fwlxrwuw �...r:�"•�==1 E011•IlW! IxYIOI Mh< ,02 s Wnr�a N4�} wduYr� r4'k�Fll� 87i{gp}pYp1, xMwm a�,saa ACC Public Safety Training Center Burlington, NC Project Number: 49685 Section 2: Environmental Maps USGS Quad Map .•••. www.timmons.com TIMMONS GROUP e �Q ee a � e rlf�ncmtrn uN ® u ry n (5 9 n �,y 0 MEN ACC Public Safety Training Center Burlington, NC Project Number: 49685 Section 3: Stormwater Calculations Wet Pond Sizing Calculations .•••. www.timmons.com TIMMONS GROUP a600e TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Project: ACC Public Safety Project No.: 49685 Calculated By: Lynsie Barnes Date: 8/18/2023 Wet Pond Design - SCM 1 Pollutant/ Nutrient Removal Total Suspended Solids (TSS) 85% Nitrogen 30% Phosphorus 40% Basin Characteristics Post-Development Drainage Area Calculating Curve Number Area to Pond Non-Impervious Description Acres Description CN Area (Acres) Area*CN Impervious 8.29 Open Space-Good Condition 74 12.73 942.02 Non-Impervious 12.73 Subtotal 12.73 942.02 Impervious Description CN Area (Acres) Area*CN Parking/Driveway 98 8.29 812.42 Buildinq 98 0.00 0.00 Sidewalk 98 0.00 0.00 Subtotal 8.29 812.42 Other Total to Pond 21.02 Pond Basin CN 83 Grand Total 21.02 1754.44 Surface Area to Drainage AreaRatio for Permanent Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay& Impervious Area Acres Main Pond Combined) Offsite Impervious Area 0.00 Onsite Impervious Area 8.29 Average Depth (ft)= 4.0 Total Impervious Area 8.29 SA/DA Ratio = 1.21 Required SA(ft2)= 11,079 Total Drainage Area To SCM 21.02 SA as Shown (ft2)= 13,004 Percent Impervious Area 39% SAIDA Ratio from latest NCDENR BMP Manual VolumesSA/ DA Pond - Permanent Pool) Elevation Main Forebay Depth Main Forebay Total (ft) Area (sf) Area(sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf) 608.5 Bottom of Sediment Storage 609.5 6,679 1,030 0.0 Top of Sediment Storage 610.0 7,165 1,163 0.5 3,461 1 548 1 4,009 611.0 8,160 1,452 1.5 7,662 1,308 12,979 612.0 9,185 1,773 2.5 8,673 1,613 23,264 613.0 10,237 2,118 3.5 9,711 1,946 34,921 614.0 11,314 2,489 4.5 10,776 2,304 48,000 614.5 13,004 3,118 5.0 6,080 1,402 55,481 Total 5.0 46,362 8,571 54,933 VolumeVerify the Forebay 18.5% Water Quality and Quantity Volumes (Above Permanent/ Normal Pool) Elevation Main Forebay Depth Inc Total Accum' Total (ft) Area (sf) Area(sf) (ft) Vol (cf) Vol (cf) 614.5 13,004 - 0.00 Permanent Pool Elevation Notes 615.0 18,177 - 0.50 7,795 7,795 616.0 20,289 - 1.5 19,233 27,028 616.2 20,295 - 1.7 3,871 30,899 WQE/TPE 617.0 22,457 - 2.50 17,298 48,197 618.0 24,682 3.50 23,570 71,767 619.0 26,964 4.50 25,823 97,590 620.0 29,302 5.50 28,133 125,723 621.0 31,697 6.50 30,500 156,222 622.0 34,148 - 7.50 32,923 189,145 Verify - Average - . davg= [Vperm pool- [0.5 X Depth max over shelf X Perimeter perm pool X Width submerged part of shelf]/Abottom of shelf Vperm= 46,362 C.F. (Main Pond) Abottom shelf= 11,314 S.F. (Main Pond) Depth of Water overshelf= 0.5 FT Perimeter perm pool= 592 L.F. (Main Pond) Width submerged part of shelf= 3.0 FT Davg= 4.06 FT Depth for SA/DA= 4.00 FT(Round Dav down to nearest 0.5 ft) WaterQuality Runoff Volume Calculation Using the runoff volume calculations in the "Simple Method" as described by Schueler(1987) Where: Rv= Runoff Coefficient, in/in I = Percent Impervious 1= 39.4% Rv= 0.05 + 0.009(1) Rv= 0.405 1.0 inch runoff volume (Required) Runoff volume, S=(Design rainfall)(Rv)(Drainage Area) Design Rainfall = 1.0 inch Drainage Area= 21.02 acres Storage Required= ,899 cu.ft. Volume Runoff Above Permanent Pool (Provided) Depth PPE SA(SF) Top Temp Pool SA(SF) Volume (CF) Elevation 1.69 13,004 20,295 30,899 616.19 Size Water Quality Orifice Day DrawdownRunoff Volume Q =CdA 2 h 1 Z (Orifice Equation; Cd=0.60) 2.50 Orfice Diameter(inches) 1.25 Driving Head to Centroid of Orfice (ft) 0.11 Q1.0" Drawdown Rate (cfs) 30,899 Water Quality Volume (Vw ) Vw /(Q1"x 86,400) Drawdown Time(days) 3.4 Drawdown Time(days) 2 -5 days) Pond / Riser Data - Pond Type Wet Pond TSS Removal 85% Top of Pond/Berm 622.00 ft Secondary Spillway Width 10.00 ft Bottom of Secondary Spillway 621.0 ft Top of Riser 620.00 ft (at least 1'Above TPE) Riser Type/Size 5x5 ft Top of Water Quality/Temp Pool Elev 616.19 ft 1" Runoff Top of Veg. Shelf 615.00 ft Permanent Pool Elevation (Normal Pool) 614.50 ft Water Quality Orifice Elevation &Size 614.50 ft 2.50 in Secondary Orifice Elevation &Size 616.19 ft 0.00 in Bottom of Veg. Shelf 614.00 ft Top of Sediment Storage/Pond Bottom 609.50 ft Bottom of Sediment Storage 608.50 ft Min 1 ft Invert Out of Riser 609.00 ft Outlet Pipe Size 24.00 in Diameter RCP Outlet Pipe Length &Slope 143.00 ft 1.05 % Downstream Outlet Elevation 607.50 ft 1 Yr Water Surface Elev/Peak Flow(CFS) 617.03 ft 4.77 CFS 2 Yr Water Surface Elev Peak Flow(CFS) 617.74 ft 7.35 CFS 10 Yr Water Surface Elev Peak Flow(CFS) 619.72 ft 11.83 CFS 100 Yr Water Surface Elev Peak Flow CFS 621.20 ft 49.81 CFS Pond Detail Top of Riser: 620.00 2.5 in WQ Orifice Elev Top of WQ Pool: 616.19 614.50 10' Berm 622.00 0 inch Orifice 616.19 Spillway 621.00 100 Yr 621.20 10 Yr 619.72 2 Yr 617.74 1 Yr 617.03 Pond Bottom 609.50 See Plan for accurate outlet design Inv Out: 607.50 Perm Pool Sediment Bottom Invert Out: 609.00 143 LF of 24" RCP @ 614.50 608.50 ft Base: 608.33 1.05% Anti-Bouyancy Calculations for - Riser - Riser Dimensions Weight of Structure Displaced Volume Outside Width 6.33 ft Walls = 24,933 LBS V= LxWx(HT+Base)=C.F. Inside Width 5.00 ft Base = 8,088 LBS Outside Length 6.33 ft Displaced Water= Inside Length 5.00 ft C.F. *62.4 PCF = LBS Height 11.00 ft Outlet Pipe = 314 LBS Base Thick' ft 0.67 ft WQ Orifice = 3 LBS Add 15% Factor of Safety Wall Thick' ft 0.67 ft Ext Base ft 1.33 ft Weir#1 = 200 LBS V= 441 C.F. Total Height ft 13.00 ft Weir#2= 0 LBS Areas removed from Riser Weir#3= 0 LBS Disp. Water= 27,532 LBS Outlet Pipe 3.14 ft Weir#4= 0 LBS WQ Orifice 0.03 ft Other#1 = 0 LBS Orifice#1 2.00 ft Saftety Factor 1.18 Orifice#2 0.00 ft Orifice#3 0.00 ft Weight= 32,504 LBS Weight= 27,532 LBS Orifice#4 0.00 ft Precast Concrete Riser Structure to be 5 ft x 5 ft x 11 ft Tall,With a 2 ft Thick Precast Extended Other 0.00 ft Base ACC Public Safety Training Center Burlington, NC Project Number: 49685 Section 3: Stormwater Calculations Pre/Post Drainage Area Calculations .•••. www.timmons.com TIMMONS GROUP Hydraflow Table of Contents StormwaterCompliance.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 - Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, DA 1 - PRE............................................................................ 4 TR-55 Tc Worksheet........................................................................................................... 5 Hydrograph No. 2, SCS Runoff, DA 2 - PRE............................................................................ 6 TR-55 Tc Worksheet........................................................................................................... 7 Hydrograph No. 3, SCS Runoff, DA 3 - PRE............................................................................ 8 TR-55 Tc Worksheet........................................................................................................... 9 Hydrograph No. 4, SCS Runoff, DA 1 - POST BYPASS....................................................... 10 TR-55 Tc Worksheet......................................................................................................... 11 Hydrograph No. 5, SCS Runoff, DA 2 - POST....................................................................... 12 TR-55 Tc Worksheet......................................................................................................... 13 Hydrograph No. 6, SCS Runoff, DA 3 - POST....................................................................... 14 TR-55 Tc Worksheet......................................................................................................... 15 Hydrograph No. 7, SCS Runoff, DA 1 - POST SCM.............................................................. 16 TR-55 Tc Worksheet......................................................................................................... 17 Hydrograph No. 8, Reservoir, wetpond 1............................................................................... 18 Hydrograph No. 9, Combine, DA 1 - POST COMBINED....................................................... 19 2 - Year SummaryReport....................................................................................................................... 20 HydrographReports................................................................................................................. 21 Hydrograph No. 1, SCS Runoff, DA 1 - PRE.......................................................................... 21 Hydrograph No. 2, SCS Runoff, DA 2 - PRE.......................................................................... 22 Hydrograph No. 3, SCS Runoff, DA 3 - PRE.......................................................................... 23 Hydrograph No. 4, SCS Runoff, DA 1 - POST BYPASS....................................................... 24 Hydrograph No. 5, SCS Runoff, DA 2 - POST....................................................................... 25 Hydrograph No. 6, SCS Runoff, DA 3 - POST....................................................................... 26 Hydrograph No. 7, SCS Runoff, DA 1 - POST SCM.............................................................. 27 Hydrograph No. 8, Reservoir, wetpond 1............................................................................... 28 Hydrograph No. 9, Combine, DA 1 - POST COMBINED....................................................... 29 10 - Year SummaryReport....................................................................................................................... 30 HydrographReports................................................................................................................. 31 Hydrograph No. 1, SCS Runoff, DA 1 - PRE.......................................................................... 31 Hydrograph No. 2, SCS Runoff, DA 2 - PRE.......................................................................... 32 Hydrograph No. 3, SCS Runoff, DA 3 - PRE.......................................................................... 33 Hydrograph No. 4, SCS Runoff, DA 1 - POST BYPASS....................................................... 34 Hydrograph No. 5, SCS Runoff, DA 2 - POST....................................................................... 35 Hydrograph No. 6, SCS Runoff, DA 3 - POST....................................................................... 36 Hydrograph No. 7, SCS Runoff, DA 1 - POST SCM.............................................................. 37 Hydrograph No. 8, Reservoir, wetpond 1............................................................................... 38 Contents Continued... StormwaterCompliance.gpw Hydrograph No. 9, Combine, DA 1 - POST COMBINED....................................................... 39 OFReport.................................................................................................................. 40 1 Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk®Civil 3D®by Autodesk, Inc.v2023 1 2 3 4 7 5 6 \V/ Leaend Hvd• Origin Description 1 SCS Runoff DA 1 -PRE 2 SCS Runoff DA 2-PRE 3 SCS Runoff DA 3-PRE 4 SCS Runoff DA 1 -POST BYPASS 5 SCS Runoff DA 2-POST 6 SCS Runoff DA 3-POST 7 SCS Runoff DA 1 -POST SCM 8 Reservoir wetpond 1 9 Combine DA 1 -POST COMBINED Project: Stormwater Compliance.gpw Thursday, 08/ 17/2023 2 Hydrograph Return Period Recap draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 10.96 17.02 ------- ------- 34.63 ------- ------- 64.60 DA 1 -PRE 2 SCS Runoff ------ 3.520 5.278 ------- ------- 10.36 ------- ------- 18.92 DA 2-PRE 3 SCS Runoff ------ 15.66 24.17 ------- ------- 48.79 ------- ------- 90.79 DA 3-PRE 4 SCS Runoff ------ 3.692 5.733 ------- ------- 11.66 ------- ------- 21.76 DA 1 -POST BYPASS 5 SCS Runoff ------ 1.732 2.628 ------- ------- 5.193 ------- ------- 9.532 DA 2-POST 6 SCS Runoff ------ 14.62 22.18 ------- ------- 43.86 ------- ------- 80.57 DA 3-POST 7 SCS Runoff ------ 27.02 37.10 ------- ------- 64.14 ------- ------- 106.78 DA 1 -POST SCM 8 Reservoir 7 4.765 7.350 ------- ------- 11.83 ------- ------- 49.81 wetpond 1 9 Combine 4,8 8.232 12.87 ------- ------- 23.20 ------- ------- 71.57 DA 1 -POST COMBINED Proj. file: Stormwater Compliance.gpw Thursday, 08/ 17/2023 3 Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3D®byAutodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 10.96 2 748 73,708 ------ ------ ------ DA 1 -PRE 2 SCS Runoff 3.520 2 726 11,723 ------ ------ ------ DA 2-PRE 3 SCS Runoff 15.66 2 736 78,726 ------ ------ ------ DA 3-PRE 4 SCS Runoff 3.692 2 748 24,829 ------ ------ ------ DA 1 -POST BYPASS 5 SCS Runoff 1.732 2 734 8,152 ------ ------ ------ DA 2-POST 6 SCS Runoff 14.62 2 736 72,236 ------ ------ ------ DA 3-POST 7 SCS Runoff 27.02 2 728 100,251 ------ ------ ------ DA 1 -POST SCM 8 Reservoir 4.765 2 762 98,494 7 617.03 48,996 wetpond 1 9 Combine 8.232 2 752 123,323 4,8 ------ ------ DA 1 -POST COMBINED Stormwater Compliance.gpw Return Period: 1 Year Thursday, 08/ 17/2023 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 1 DA 1 - PRE Hydrograph type = SCS Runoff Peak discharge = 10.96 cfs Storm frequency = 1 yrs Time to peak = 12.47 hrs Time interval = 2 min Hyd. volume = 73,708 cuft Drainage area = 24.550 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 51.90 min Total precip. = 2.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA1 - PRE Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 DA 1 - PRE Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.45 0.00 0.00 Land slope (%) = 2.50 0.00 0.00 Travel Time (min) = 45.55 + 0.00 + 0.00 = 45.55 Shallow Concentrated Flow Flow length (ft) = 479.00 0.00 0.00 Watercourse slope (%) = 3.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.79 0.00 0.00 Travel Time (min) = 2.86 + 0.00 + 0.00 = 2.86 Channel Flow X sectional flow area (sqft) = 1.23 7.07 0.00 Wetted perimeter(ft) = 3.93 9.42 0.00 Channel slope (%) = 1.50 3.50 0.00 Manning's n-value = 0.023 0.050 0.015 Velocity (ft/s) =3.64 4.60 0.00 Flow length (ft) ({0})181.0 728.0 0.0 Travel Time (min) = 0.83 + 2.64 + 0.00 = 3.47 Total Travel Time, Tc .............................................................................. 51.90 min 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 2 DA2 - PRE Hydrograph type = SCS Runoff Peak discharge = 3.520 cfs Storm frequency = 1 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 11,723 cuft Drainage area = 3.710 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 2.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA2 - PRE Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 2 Time (hrs) 7 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 2 DA2 - PRE Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 215.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.45 0.00 0.00 Land slope (%) = 14.00 0.00 0.00 Travel Time (min) = 17.52 + 0.00 + 0.00 = 17.52 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 1.23 0.00 0.00 Wetted perimeter(ft) = 3.93 0.00 0.00 Channel slope (%) = 3.30 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =4.97 0.00 0.00 Flow length (ft) ({0})626.0 0.0 0.0 Travel Time (min) = 2.10 + 0.00 + 0.00 = 2.10 Total Travel Time, Tc .............................................................................. 19.60 min 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 3 DA3 - PRE Hydrograph type = SCS Runoff Peak discharge = 15.66 cfs Storm frequency = 1 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 78,726 cuft Drainage area = 26.730 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 34.50 min Total precip. = 2.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA3 - PRE Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 1 t 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time (hrs) 9 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 3 DA3 - PRE Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.45 0.00 0.00 Land slope (%) = 5.60 0.00 0.00 Travel Time (min) = 32.99 + 0.00 + 0.00 = 32.99 Shallow Concentrated Flow Flow length (ft) = 181.00 0.00 0.00 Watercourse slope (%) = 14.80 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =6.21 0.00 0.00 Travel Time (min) = 0.49 + 0.00 + 0.00 = 0.49 Channel Flow X sectional flow area (sqft) = 1.23 0.00 0.00 Wetted perimeter(ft) = 3.93 0.00 0.00 Channel slope (%) = 6.25 0.00 0.00 Manning's n-value = 0.050 0.015 0.015 Velocity (ft/s) =3.42 0.00 0.00 Flow length (ft) ({0})205.0 0.0 0.0 Travel Time (min) = 1.00 + 0.00 + 0.00 = 1.00 Total Travel Time, Tc .............................................................................. 34.50 min 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 4 DA 1 - POST BYPASS Hydrograph type = SCS Runoff Peak discharge = 3.692 cfs Storm frequency = 1 yrs Time to peak = 12.47 hrs Time interval = 2 min Hyd. volume = 24,829 cuft Drainage area = 8.270 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 51.80 min Total precip. = 2.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 1 - POST BYPASS Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 4 Time (hrs) 11 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 4 DA 1 - POST BYPASS Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.45 0.00 0.00 Land slope (%) = 2.50 0.00 0.00 Travel Time (min) = 45.55 + 0.00 + 0.00 = 45.55 Shallow Concentrated Flow Flow length (ft) = 479.00 314.00 0.00 Watercourse slope (%) = 3.31 2.00 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft/s) =2.94 2.28 0.00 Travel Time (min) = 2.72 + 2.29 + 0.00 = 5.01 Channel Flow X sectional flow area (sqft) = 1.23 1.77 7.07 Wetted perimeter(ft) = 3.93 4.71 9.42 Channel slope (%) = 1.50 2.50 3.40 Manning's n-value = 0.013 0.013 0.026 Velocity (ft/s) =6.45 9.41 8.72 Flow length (ft) ({0})181.0 57.0 338.0 Travel Time (min) = 0.47 + 0.10 + 0.65 = 1.22 Total Travel Time, Tc .............................................................................. 51.80 min 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 5 DA 2 - POST Hydrograph type = SCS Runoff Peak discharge = 1.732 cfs Storm frequency = 1 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 8,152 cuft Drainage area = 2.548 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.70 min Total precip. = 2.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 2 - POST Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 13 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 5 DA 2 - POST Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.45 0.00 0.00 Land slope (%) = 5.81 0.00 0.00 Travel Time (min) = 32.51 + 0.00 + 0.00 = 32.51 Shallow Concentrated Flow Flow length (ft) = 45.00 0.00 0.00 Watercourse slope (%) = 6.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =4.11 0.00 0.00 Travel Time (min) = 0.18 + 0.00 + 0.00 = 0.18 Channel Flow X sectional flow area (sqft) = 1.23 0.00 0.00 Wetted perimeter(ft) = 3.93 0.00 0.00 Channel slope (%) = 3.09 0.00 0.00 Manning's n-value = 0.026 0.015 0.015 Velocity (ft/s) =4.63 0.00 0.00 Flow length (ft) ({0})267.0 0.0 0.0 Travel Time (min) = 0.96 + 0.00 + 0.00 = 0.96 Total Travel Time, Tc .............................................................................. 33.70 min 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 6 DA3 - POST Hydrograph type = SCS Runoff Peak discharge = 14.62 cfs Storm frequency = 1 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 72,236 cuft Drainage area = 23.124 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 34.10 min Total precip. = 2.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 3 - POST Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs) 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time (hrs) 15 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 6 DA3 - POST Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.45 0.00 0.00 Land slope (%) = 5.60 0.00 0.00 Travel Time (min) = 32.99 + 0.00 + 0.00 = 32.99 Shallow Concentrated Flow Flow length (ft) = 135.00 0.00 0.00 Watercourse slope (%) = 15.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =6.25 0.00 0.00 Travel Time (min) = 0.36 + 0.00 + 0.00 = 0.36 Channel Flow X sectional flow area (sqft) = 1.23 0.00 0.00 Wetted perimeter(ft) = 3.93 0.00 0.00 Channel slope (%) = 4.71 0.00 0.00 Manning's n-value = 0.026 0.015 0.015 Velocity (ft/s) =5.71 0.00 0.00 Flow length (ft) ({0})247.0 0.0 0.0 Travel Time (min) = 0.72 + 0.00 + 0.00 = 0.72 Total Travel Time, Tc .............................................................................. 34.10 min 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 7 DA 1 - POST SCM Hydrograph type = SCS Runoff Peak discharge = 27.02 cfs Storm frequency = 1 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 100,251 cuft Drainage area = 21.020 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.20 min Total precip. = 2.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 1 - POST SCM Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 7 Time (hrs) 17 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 7 DA 1 - POST SCM Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 105.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.45 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 18.28 + 0.00 + 0.00 = 18.28 Shallow Concentrated Flow Flow length (ft) = 407.00 0.00 0.00 Watercourse slope (%) = 3.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.02 0.00 0.00 Travel Time (min) = 2.25 + 0.00 + 0.00 = 2.25 Channel Flow X sectional flow area (sqft) = 1.23 3.14 7.07 Wetted perimeter(ft) = 3.93 6.28 9.42 Channel slope (%) = 0.66 1.00 3.40 Manning's n-value = 0.013 0.013 0.050 Velocity (ft/s) =4.28 7.20 4.53 Flow length (ft) ({0})610.0 507.0 572.0 Travel Time (min) = 2.38 + 1.17 + 2.10 = 5.65 Total Travel Time, Tc .............................................................................. 26.20 min 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 8 wetpond 1 Hydrograph type = Reservoir Peak discharge = 4.765 cfs Storm frequency = 1 yrs Time to peak = 12.70 hrs Time interval = 2 min Hyd. volume = 98,494 cuft Inflow hyd. No. = 7 - DA 1 - POST SCM Max. Elevation = 617.03 ft Reservoir name = Wet Pond 1 Max. Storage = 48,996 cuft Storage Indication method used. wetpond 1 Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 8 16 24 32 40 48 56 64 72 80 88 Time (hrs) — Hyd No. 8 Hyd No. 7 Total storage used = 48,996 cult 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 9 DA 1 - POST COMBINED Hydrograph type = Combine Peak discharge = 8.232 cfs Storm frequency = 1 yrs Time to peak = 12.53 hrs Time interval = 2 min Hyd. volume = 123,323 cuft Inflow hyds. = 4, 8 Contrib. drain. area = 8.270 ac DA 1 - POST COMBINED Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 8 16 24 32 40 48 56 64 72 80 Time (hrs) Hyd No. 9 Hyd No. 4 Hyd No. 8 20 Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3D®byAutodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 17.02 2 746 108,273 ------ ------ ------ DA 1 -PRE 2 SCS Runoff 5.278 2 726 17,057 ------ ------ ------ DA 2-PRE 3 SCS Runoff 24.17 2 736 115,644 ------ ------ ------ DA 3-PRE 4 SCS Runoff 5.733 2 746 36,473 ------ ------ ------ DA 1 -POST BYPASS 5 SCS Runoff 2.628 2 734 11,861 ------ ------ ------ DA 2-POST 6 SCS Runoff 22.18 2 736 105,105 ------ ------ ------ DA 3-POST 7 SCS Runoff 37.10 2 728 136,444 ------ ------ ------ DA 1 -POST SCM 8 Reservoir 7.350 2 756 134,659 7 617.74 65,848 wetpond 1 9 Combine 12.87 2 750 171,132 4,8 ------ ------ DA 1 -POST COMBINED Stormwater Compliance.gpw Return Period: 2 Year Thursday, 08/ 17/2023 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 1 DA 1 - PRE Hydrograph type = SCS Runoff Peak discharge = 17.02 cfs Storm frequency = 2 yrs Time to peak = 12.43 hrs Time interval = 2 min Hyd. volume = 108,273 cuft Drainage area = 24.550 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 51.90 min Total precip. = 3.45 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA1 - PRE Q (cfs) Hyd. No. 1 --2 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 22 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 2 DA2 - PRE Hydrograph type = SCS Runoff Peak discharge = 5.278 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 17,057 cuft Drainage area = 3.710 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 3.45 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA2 - PRE Q (cfs) Hyd. No. 2 --2 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 2 Time (hrs) 23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 3 DA3 - PRE Hydrograph type = SCS Runoff Peak discharge = 24.17 cfs Storm frequency = 2 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 115,644 cuft Drainage area = 26.730 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 34.50 min Total precip. = 3.45 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA3 - PRE Q (cfs) Hyd. No. 3 --2 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 3 Time (hrs) 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 4 DA 1 - POST BYPASS Hydrograph type = SCS Runoff Peak discharge = 5.733 cfs Storm frequency = 2 yrs Time to peak = 12.43 hrs Time interval = 2 min Hyd. volume = 36,473 cuft Drainage area = 8.270 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 51.80 min Total precip. = 3.45 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 1 - POST BYPASS Q (cfs) Hyd. No. 4 --2 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 4 Time (hrs) 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 5 DA 2 - POST Hydrograph type = SCS Runoff Peak discharge = 2.628 cfs Storm frequency = 2 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 11,861 cuft Drainage area = 2.548 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.70 min Total precip. = 3.45 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 2 - POST Q (cfs) Hyd. No. 5 --2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 zz� 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 6 DA3 - POST Hydrograph type = SCS Runoff Peak discharge = 22.18 cfs Storm frequency = 2 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 105,105 cuft Drainage area = 23.124 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 34.10 min Total precip. = 3.45 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 3 - POST Q (cfs) Hyd. No. 6 --2 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 6 Time (hrs) 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 7 DA 1 - POST SCM Hydrograph type = SCS Runoff Peak discharge = 37.10 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 136,444 cuft Drainage area = 21.020 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.20 min Total precip. = 3.45 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 1 - POST SCM Q (cfs) Hyd. No. 7 --2 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 77 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 7 Time (hrs) 28 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 8 wetpond 1 Hydrograph type = Reservoir Peak discharge = 7.350 cfs Storm frequency = 2 yrs Time to peak = 12.60 hrs Time interval = 2 min Hyd. volume = 134,659 cuft Inflow hyd. No. = 7 - DA 1 - POST SCM Max. Elevation = 617.74 ft Reservoir name = Wet Pond 1 Max. Storage = 65,848 cuft Storage Indication method used. wetpond 1 Q (cfs) Hyd. No. 8 --2 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 8 16 24 32 40 48 56 64 72 80 Time (hrs) — Hyd No. 8 Hyd No. 7 Total storage used = 65,848 cult 29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 9 DA 1 - POST COMBINED Hydrograph type = Combine Peak discharge = 12.87 cfs Storm frequency = 2 yrs Time to peak = 12.50 hrs Time interval = 2 min Hyd. volume = 171,132 cuft Inflow hyds. = 4, 8 Contrib. drain. area = 8.270 ac DA 1 - POST COMBINED Q (cfs) Hyd. No. 9 --2 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 6 12 18 24 30 36 42 48 54 60 Time (hrs) Hyd No. 9 Hyd No. 4 Hyd No. 8 30 Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3D®byAutodesk, Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 34.63 2 746 209,479 ------ ------ ------ DA 1 -PRE 2 SCS Runoff 10.36 2 724 32,549 ------ ------ ------ DA 2-PRE 3 SCS Runoff 48.79 2 736 223,740 ------ ------ ------ DA 3-PRE 4 SCS Runoff 11.66 2 746 70,566 ------ ------ ------ DA 1 -POST BYPASS 5 SCS Runoff 5.193 2 734 22,634 ------ ------ ------ DA 2-POST 6 SCS Runoff 43.86 2 736 200,568 ------ ------ ------ DA 3-POST 7 SCS Runoff 64.14 2 728 235,691 ------ ------ ------ DA 1 -POST SCM 8 Reservoir 11.83 2 758 233,859 7 619.72 117,903 wetpond 1 9 Combine 23.20 2 748 304,425 4,8 ------ ------ DA 1 -POST COMBINED Stormwater Compliance.gpw Return Period: 10 Year Thursday, 08/ 17/2023 31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 1 DA 1 - PRE Hydrograph type = SCS Runoff Peak discharge = 34.63 cfs Storm frequency = 10 yrs Time to peak = 12.43 hrs Time interval = 2 min Hyd. volume = 209,479 cuft Drainage area = 24.550 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 51.90 min Total precip. = 4.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA1 - PRE Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 1 Time (hrs) 32 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 2 DA2 - PRE Hydrograph type = SCS Runoff Peak discharge = 10.36 cfs Storm frequency = 10 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 32,549 cuft Drainage area = 3.710 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 4.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA2 - PRE Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) 33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 3 DA3 - PRE Hydrograph type = SCS Runoff Peak discharge = 48.79 cfs Storm frequency = 10 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 223,740 cuft Drainage area = 26.730 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 34.50 min Total precip. = 4.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA3 - PRE Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 3 Time (hrs) 34 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 4 DA 1 - POST BYPASS Hydrograph type = SCS Runoff Peak discharge = 11.66 cfs Storm frequency = 10 yrs Time to peak = 12.43 hrs Time interval = 2 min Hyd. volume = 70,566 cuft Drainage area = 8.270 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 51.80 min Total precip. = 4.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 1 - POST BYPASS Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 4 Time (hrs) 35 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 5 DA 2 - POST Hydrograph type = SCS Runoff Peak discharge = 5.193 cfs Storm frequency = 10 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 22,634 cuft Drainage area = 2.548 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.70 min Total precip. = 4.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 2 - POST Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 5 Time (hrs) 36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 6 DA3 - POST Hydrograph type = SCS Runoff Peak discharge = 43.86 cfs Storm frequency = 10 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 200,568 cuft Drainage area = 23.124 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 34.10 min Total precip. = 4.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 3 - POST Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 6 Time (hrs) 37 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 7 DA 1 - POST SCM Hydrograph type = SCS Runoff Peak discharge = 64.14 cfs Storm frequency = 10 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 235,691 cuft Drainage area = 21.020 ac Curve number = 83 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 26.20 min Total precip. = 4.96 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 DA 1 - POST SCM Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs) 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 7 Time (hrs) 38 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 8 wetpond 1 Hydrograph type = Reservoir Peak discharge = 11.83 cfs Storm frequency = 10 yrs Time to peak = 12.63 hrs Time interval = 2 min Hyd. volume = 233,859 cuft Inflow hyd. No. = 7 - DA 1 - POST SCM Max. Elevation = 619.72 ft Reservoir name = Wet Pond 1 Max. Storage = 117,903 cuft Storage Indication method used. wetpond 1 Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs) 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 6 12 18 24 30 36 42 48 54 60 66 Time (hrs) — Hyd No. 8 — Hyd No. 7 Total storage used = 117,903 cult 39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,08/17/2023 Hyd. No. 9 DA 1 - POST COMBINED Hydrograph type = Combine Peak discharge = 23.20 cfs Storm frequency = 10 yrs Time to peak = 12.47 hrs Time interval = 2 min Hyd. volume = 304,425 cuft Inflow hyds. = 4, 8 Contrib. drain. area = 8.270 ac DA 1 - POST COMBINED Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 Ilk 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Time (hrs) — Hyd No. 9 — Hyd No. 4 Hyd No. 8 40 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc.v2023 Thursday,08/17/2023 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 57.6423 12.4000 0.8802 -------- 2 0.1447 0.1000 -0.8450 -------- 3 0.0000 0.0000 0.0000 -------- 5 0.0000 0.0000 0.0000 -------- 10 69.3966 12.4000 0.8018 -------- 25 57.9561 10.8000 0.7333 -------- 50 52.6667 10.0000 0.6941 -------- 100 47.9028 9.2000 0.6571 -------- File name:ACC PSTC.IDF Intensity= B/(Tc+ D)^E Return Intensity Values(in/hr) Period (Yrs) 6 min 10 16 20 26 30 36 40 46 60 66 60 1 4.66 3.74 3.13 2.70 2.38 2.13 1.93 1.77 1.63 1.52 1.42 1.33 2 0.57 1.02 1.43 1.83 2.20 2.57 2.93 3.27 3.62 3.95 4.28 4.61 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 7.03 5.74 4.88 4.27 3.80 3.44 3.15 2.90 2.70 2.52 2.37 2.24 25 7.66 6.26 5.35 4.69 4.20 3.82 3.51 3.25 3.04 2.85 2.69 2.55 50 8.04 6.58 5.64 4.97 4.47 4.07 3.75 3.49 3.26 3.07 2.91 2.76 100 8.38 6.87 5.90 5.22 4.70 4.30 3.97 3.70 3.48 3.28 3.11 2.96 Tc=time in minutes.Values may exceed 60. Preci .file name:S:\333\49685-ACC Public Safet \Calc\Stm\ACC PSTC. c Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 6-yr 10-yr 26-yr 60-yr 100-yr SCS 24-hour 2.86 3.45 0.00 4.40 4.96 5.85 6.56 7.28 SCS 6-Hr 2.04 2.46 0.00 0.00 3.50 4.10 4.55 5.01 Huff-1 st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ACC Public Safety Training Center Burlington, NC Project Number: 49685 Section 3: Stormwater Calculations HGL Calculations .•••. www.timmons.com TIMMONS GROUP Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan 30 29 28 31 Outfall 0 32 33 37 34 35 38 36 40 39 Outfall 1 Outfall Outfall 20 2 27 21 26 3 22 19 25 4 5 6 7 8 23 10 18 17 9 24 11 12 13 16 14 15 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date:8/17/2023 Storm Sewers v2023.00 Storm Sewer Inventory Report Page Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft) 1 End 78.483 31.149 DrGrt 0.00 0.30 0.35 5.0 637.00 0.76 637.60 30 Cir 0.013 1.29 644.50 0101-0100 2 1 88.208 56.470 DrGrt 0.00 0.83 0.36 5.0 637.80 0.73 638.44 30 Cir 0.013 0.50 643.60 0102-0101 3 2 118.788 2.900 DrGrt 0.00 0.20 0.43 5.0 638.64 0.73 639.51 30 Cir 0.013 1.43 644.68 0103-0102 4 3 77.128 6.795 DrGrt 0.00 0.29 0.85 5.0 639.71 0.73 640.27 30 Cir 0.013 2.19 645.90 0104-0103 5 4 95.111 -97.314 DrGrt 0.00 0.08 0.93 5.0 641.52 2.99 644.36 15 Cir 0.013 1.50 647.75 0112-0104 6 5 57.921 6.912 DrGrt 0.00 0.22 0.95 5.0 644.56 2.99 646.29 15 Cir 0.013 1.49 649.35 0113-0112 7 6 127.988 -6.701 DrGrt 0.00 0.23 0.95 5.0 646.50 1.02 647.80 15 Cir 0.013 1.50 651.00 0114-0113 8 7 96.113 -0.063 Comb 0.00 0.61 0.35 5.0 648.00 3.72 651.58 15 Cir 0.013 1.00 653.02 0115-0114 9 7 64.483 89.789 DrGrt 0.00 0.19 0.95 5.0 647.90 0.54 648.25 15 Cir 0.013 1.00 651.00 0119-0114 10 4 63.859 -9.098 DrGrt 0.00 0.01 0.62 5.0 640.77 0.50 641.09 24 Cir 0.013 0.50 645.90 0105-0104 11 10 71.767 -8.239 DrGrt 0.00 0.85 0.68 5.0 641.29 0.50 641.65 24 Cir 0.013 0.60 645.90 0106-0105 12 11 95.969 -20.099 DrGrt 0.00 0.09 0.45 5.0 641.85 0.78 642.60 24 Cir 0.013 0.70 653.90 0107-0106 13 12 117.128 24.217 DrGrt 0.00 0.27 0.38 5.0 642.80 0.78 643.71 24 Cir 0.013 1.49 653.25 0108-0107 14 13 136.366 -83.949 DrGrt 0.00 0.51 0.72 5.0 643.91 0.78 644.98 24 Cir 0.013 0.50 653.25 0109-0108 15 14 120.792 0.000 DrGrt 0.00 0.12 0.37 5.0 645.48 0.66 646.28 18 Cir 0.013 1.35 653.25 0110-0109 16 15 139.426 -61.588 DrGrt 0.00 2.68 0.39 5.0 646.48 0.66 647.41 18 Cir 0.013 1.00 650.90 0111-0110 17 6 64.954 83.101 DrGrt 0.00 0.18 0.95 5.0 646.49 0.50 646.81 15 Cir 0.013 1.00 649.35 0118-0113 18 5 63.849 91.453 DrGrt 0.00 0.14 0.84 5.0 644.70 0.83 645.23 8 Cir 0.010 1.00 647.90 0117-0112 19 3 52.000 -70.934 DrGrt 0.00 0.37 0.37 5.0 641.33 4.65 643.75 8 Cir 0.010 1.00 646.50 0116-0112 20 End 84.558 20.379 DrGrt 0.00 0.27 0.81 5.0 614.00 2.37 616.00 30 Cir 0.013 2.03 634.50 0301-0300 21 20 100.000 69.621 DrGrt 0.00 0.26 0.82 5.0 624.90 1.50 626.40 30 Cir 0.013 1.50 634.51 0302-0301 22 21 100.234 0.000 DrGrt 0.00 0.25 0.82 5.0 626.90 1.50 628.40 24 Cir 0.013 1.50 634.50 0303-0302 23 22 100.000 0.000 DrGrt 0.00 0.27 0.82 5.0 628.90 1.50 630.40 18 Cir 0.013 1.50 634.51 0304-0303 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 Storm Sewers v2023.00 Storm Sewer Inventory Report Page Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft) 24 23 99.174 -90.000 DrGrt 0.00 1.08 0.93 5.0 630.65 2.45 633.08 15 Cir 0.013 1.00 636.25 0308-0304 25 22 99.174 -90.000 DrGrt 0.00 0.93 0.95 5.0 629.15 3.63 632.75 15 Cir 0.013 1.00 636.25 0307-0303 26 21 99.174 -90.000 DrGrt 0.00 0.97 0.95 5.0 627.65 5.14 632.75 15 Cir 0.013 1.00 636.25 0306-0302 27 20 99.174 -20.379 DrGrt 0.00 0.97 0.95 5.0 626.15 6.66 632.75 15 Cir 0.013 1.00 636.25 0305-0301 28 End 198.301 -9.643 MH 0.00 0.00 0.00 0.0 624.00 0.61 625.21 24 Cir 0.013 0.73 634.84 0204-0203 29 28 89.150 -43.443 Comb 0.00 0.26 0.95 5.0 625.96 0.80 626.67 15 Cir 0.013 1.27 631.50 0209-0204 30 29 96.843 54.466 Comb 0.00 0.45 0.95 5.0 626.87 0.80 627.65 15 Cir 0.013 1.00 631.50 0210-0209 31 28 158.093 26.134 DrGrt 0.00 0.27 0.35 5.0 625.41 0.61 626.37 24 Cir 0.013 0.79 632.75 0205-0204 32 31 59.283 -27.999 Comb 0.00 0.06 0.95 5.0 626.87 0.66 627.26 18 Cir 0.013 0.78 632.70 0206-0205 33 32 91.533 27.447 Comb 0.00 0.32 0.95 5.0 627.46 0.66 628.06 18 Cir 0.013 1.43 632.36 0207-0206 34 33 31.638 69.969 DrGrt 0.00 0.15 0.35 5.0 628.56 1.39 629.00 12 Cir 0.010 1.26 632.75 0211-0207 35 34 37.944 -54.163 DrGrt 0.00 0.09 0.35 5.0 629.20 1.37 629.72 12 Cir 0.010 0.80 633.50 0212-0211 36 35 54.000 -28.346 DrGrt 0.00 0.26 0.35 5.0 629.92 1.39 630.67 10 Cir 0.010 1.00 633.50 0213-0212 37 33 118.165 -12.063 Comb 0.00 0.11 0.91 5.0 628.31 0.69 629.13 15 Cir 0.013 1.37 632.35 0208-0207 38 37 39.414 63.920 DrGrt 0.00 0.84 0.35 5.0 629.55 0.48 629.74 10 Cir 0.010 1.00 632.25 0214-0208 39 End 105.364 -119.32 DrGrt 0.00 0.03 0.35 5.0 614.00 1.23 615.30 24 Cir 0.013 0.82 619.50 0201-0200 40 39 69.804 29.579 Comb 0.00 0.70 0.35 5.0 615.50 1.43 616.50 24 Cir 0.013 1.00 618.75 0202-0201 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 Storm Sewers v2023.00 Structure Report Page Struct Structure ID Junction Rim Structure Line Out Line In No. Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (ft) (in) (ft) (in) (ft) 1 0101 DropGrate 644.50 Rect 3.00 4.00 30 Cir 637.60 30 Cir 637.80 2 0102 DropGrate 643.60 Rect 3.00 4.00 30 Cir 638.44 30 Cir 638.64 3 0103 DropGrate 644.68 Rect 3.00 4.00 30 Cir 639.51 30 Cir 639.71 8 Cir 641.33 4 0104 DropGrate 645.90 Rect 3.00 4.00 30 Cir 640.27 15 Cir 641.52 24 Cir 640.77 5 0112 DropGrate 647.75 Rect 3.00 4.00 15 Cir 644.36 15 Cir 644.56 8 Cir 644.70 6 0113 DropGrate 649.35 Rect 3.00 4.00 15 Cir 646.29 15 Cir 646.50 15 Cir 646.49 7 0114 DropGrate 651.00 Rect 3.00 4.00 15 Cir 647.80 15 Cir 648.00 15 Cir 647.90 8 0115 Combination 653.02 Rect 3.00 4.00 15 Cir 651.58 9 0119 DropGrate 651.00 Rect 3.00 4.00 15 Cir 648.25 10 0105 DropGrate 645.90 Rect 3.00 4.00 24 Cir 641.09 24 Cir 641.29 11 0106 DropGrate 645.90 Rect 3.00 4.00 24 Cir 641.65 24 Cir 641.85 12 0107 DropGrate 653.90 Rect 3.00 4.00 24 Cir 642.60 24 Cir 642.80 13 0108 DropGrate 653.25 Rect 3.00 4.00 24 Cir 643.71 24 Cir 643.91 14 0109 DropGrate 653.25 Rect 3.00 4.00 24 Cir 644.98 18 Cir 645.48 15 0110 DropGrate 653.25 Rect 3.00 4.00 18 Cir 646.28 18 Cir 646.48 16 0111 DropGrate 650.90 Rect 3.00 4.00 18 Cir 647.41 17 0118 DropGrate 649.35 Rect 3.00 4.00 15 Cir 646.81 18 0117 DropGrate 647.90 Cir 2.00 2.00 8 Cir 645.23 19 0116 DropGrate 646.50 Cir 2.00 2.00 8 Cir 643.75 20 0301 DropGrate 634.50 Rect 3.00 4.00 30 Cir 616.00 30 Cir 624.90 15 Cir 626.15 --FProject File: 0100 Pipe Conveyance4.stm Number of Structures:40 Run Date: 8/17/2023 Storm Sewers v2023.00 Structure Report Page Struct Structure ID Junction Rim Structure Line Out Line In No. Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (ft) (in) (ft) (in) (ft) 21 0302 DropGrate 634.51 Rect 3.00 4.00 30 Cir 626.40 24 Cir 626.90 15 Cir 627.65 22 0303 DropGrate 634.50 Rect 3.00 4.00 24 Cir 628.40 18 Cir 628.90 15 Cir 629.15 23 0304 DropGrate 634.51 Rect 3.00 4.00 18 Cir 630.40 15 Cir 630.65 24 0308 DropGrate 636.25 Rect 3.00 4.00 15 Cir 633.08 25 0307 DropGrate 636.25 Cir 3.00 4.00 15 Cir 632.75 26 0306 DropGrate 636.25 Rect 3.00 4.00 15 Cir 632.75 27 0305 DropGrate 636.25 Rect 3.00 4.00 15 Cir 632.75 28 0204 Manhole 634.84 Rect 3.00 4.00 24 Cir 625.21 15 Cir 625.96 24 Cir 625.41 29 0209 Combination 631.50 Rect 3.00 4.00 15 Cir 626.67 15 Cir 626.87 30 0210 Combination 631.50 Rect 3.00 4.00 15 Cir 627.65 31 0205 DropGrate 632.75 Cir 3.00 4.00 24 Cir 626.37 18 Cir 626.87 32 0206 Combination 632.70 Cir 3.00 4.00 18 Cir 627.26 18 Cir 627.46 33 0207 Combination 632.36 Cir 3.00 4.00 18 Cir 628.06 12 Cir 628.56 15 Cir 628.31 34 0211 DropGrate 632.75 Rect 2.00 2.00 12 Cir 629.00 12 Cir 629.20 35 0212 DropGrate 633.50 Cir 2.00 2.00 12 Cir 629.72 10 Cir 629.92 36 0213 DropGrate 633.50 Rect 2.00 2.00 10 Cir 630.67 37 0208 Combination 632.35 Rect 3.00 4.00 15 Cir 629.13 10 Cir 629.55 38 0214 DropGrate 632.25 Rect 2.00 2.00 10 Cir 629.74 39 0201 DropGrate 619.50 Rect 3.00 4.00 24 Cir 615.30 24 Cir 615.50 40 0202 Combination 618.75 Rect 3.00 4.00 24 Cir 616.50 Project File: 0100 Pipe Conveyance4.stm Number of Structures:40 7Run 8/17/2023 Storm Sewers v2023.00 Storm Sewer Summary Report Pagel Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 0101-0100 33.53 30 Cir 78.483 637.00 637.60 0.764 638.92 639.57 n/a 639.57 End DropGrate 2 0102-0101 33.00 30 Cir 88.208 637.80 638.44 0.726 639.74 640.40 0.50 640.40 1 DropGrate 3 0103-0102 31.03 30 Cir 118.788 638.64 639.51 0.726 640.48 641.40 n/a 641.40 2 DropGrate 4 0104-0103 29.50 30 Cir 77.128 639.71 640.27 0.726 641.47 642.12 n/a 642.12 3 DropGrate 5 0112-0104 10.13 15 Cir 95.111 641.52 644.36 2.988 642.45 645.55 n/a 645.55 4 DropGrate 6 0113-0112 8.56 15 Cir 57.921 644.56 646.29 2.988 645.55 647.43 1.23 647.43 5 DropGrate 7 0114-0113 5.42 15 Cir 127.988 646.50 647.80 1.016 647.43 648.74 n/a 648.74 6 DropGrate 8 0115-0114 1.95 15 Cir 96.113 648.00 651.58 3.725 648.74 652.14 n/a 652.14 j 7 Combination 9 0119-0114 1.69 15 Cir 64.483 647.90 648.25 0.543 648.74 648.77 0.19 648.77 7 DropGrate 10 0105-0104 17.91 24 Cir 63.859 640.77 641.09 0.501 642.77" 643.17" 0.25 643.42 4 DropGrate 11 0106-0105 18.03 24 Cir 71.767 641.29 641.65 0.501 643.42" 643.88" 0.31 644.19 10 DropGrate 12 0107-0106 13.47 24 Cir 95.969 641.85 642.60 0.780 644.19 644.49 0.21 644.70 11 DropGrate 13 0108-0107 13.40 24 Cir 117.128 642.80 643.71 0.780 644.70 645.03 n/a 645.03 j 12 DropGrate 14 0109-0108 12.85 24 Cir 136.366 643.91 644.98 0.780 645.08 646.27 0.28 646.27 13 DropGrate 15 0110-0109 9.78 18 Cir 120.792 645.48 646.28 0.664 646.98" 648.03" 0.64 648.67 14 DropGrate 16 0111-0110 9.56 18 Cir 139.426 646.48 647.41 0.664 648.67" 649.83" 0.45 650.28 15 DropGrate 17 0118-0113 1.53 15 Cir 64.954 646.49 646.81 0.500 647.43 647.47 0.09 647.55 6 DropGrate 18 0117-0112 1.07 8 Cir 63.849 644.70 645.23 0.830 645.55 645.81 0.17 645.98 5 DropGrate 19 0116-0112 1.25 8 Cir 52.000 641.33 643.75 4.654 641.61 644.28 0.28 644.28 3 DropGrate 20 0301-0300 39.98 30 Cir 84.558 614.00 616.00 2.365 615.45 618.13 2.55 618.13 End DropGrate 21 0302-0301 30.41 30 Cir 100.000 624.90 626.40 1.500 626.30 628.28 n/a 628.28 20 DropGrate 22 0303-0302 20.67 24 Cir 100.234 626.90 628.40 1.500 628.28 630.03 1.33 630.03 21 DropGrate 23 0304-0303 11.09 18 Cir 100.000 628.90 630.40 1.500 630.03 631.67 n/a 631.67 22 DropGrate 24 0308-0304 9.19 15 Cir 99.174 630.65 633.08 2.449 631.67 634.24 0.93 634.24 23 DropGrate Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date: 8/17/2023 NOTES: Return period= 10 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump. Storm Sewers v2023.00 Storm Sewer Summary Report Page Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 25 0307-0303 8.07 15 Cir 99.174 629.15 632.75 3.630 630.03 633.87 0.76 633.87 22 DropGrate 26 0306-0302 8.39 15 Cir 99.174 627.65 632.75 5.142 628.33 633.88 n/a 633.88 21 DropGrate 27 0305-0301 8.42 15 Cir 99.174 626.15 632.75 6.656 626.78 633.88 n/a 633.88 20 DropGrate 28 0204-0203 13.79 24 Cir 198.301 624.00 625.21 0.609 625.33 626.54 0.43 626.54 End Manhole 29 0209-0204 6.04 15 Cir 89.150 625.96 626.67 0.796 627.05 627.76 0.56 628.32 28 Combination 30 0210-0209 3.92 15 Cir 96.843 626.87 627.65 0.800 628.32 628.62 0.23 628.85 29 Combination 31 0205-0204 8.64 24 Cir 158.093 625.41 626.37 0.609 626.54 627.42 n/a 627.42 j 28 DropGrate 32 0206-0205 7.91 18 Cir 59.283 626.87 627.26 0.659 628.01 628.40 0.36 628.76 31 Combination 33 0207-0206 7.57 18 Cir 91.533 627.46 628.06 0.659 628.76 629.15 0.67 629.82 32 Combination 34 0211-0207 1.53 12 Cir 31.638 628.56 629.00 1.391 629.82 629.84 0.09 629.93 33 DropGrate 35 0212-0211 1.09 12 Cir 37.944 629.20 629.72 1.370 629.93 630.16 n/a 630.16 j 34 DropGrate 36 0213-0212 0.83 10 Cir 54.000 629.92 630.67 1.389 630.20 631.07 n/a 631.07 35 DropGrate 37 0208-0207 3.60 15 Cir 118.165 628.31 629.13 0.692 629.82 630.15 0.24 630.39 33 Combination 38 0214-0208 2.69 10 Cir 39.414 629.55 629.74 0.482 630.39" 630.74" 0.38 631.12 37 DropGrate 39 0201-0200 2.17 24 Cir 105.364 614.00 615.30 1.234 614.40 615.81 0.15 615.81 End DropGrate 40 0202-0201 2.24 24 Cir 69.804 615.50 616.50 1.433 615.89 617.02 0.19 617.02 39 Combination Project File: 0100 Pipe Conveyance4.stm Number of lines:40 FRun 8/17/2023 NOTES: Return period= 10 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump. Storm Sewers v2023.00 Inlet Report Page Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W SW Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 0101 0.96 0.00 0.96 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.10 12.06 0.10 12.06 0.0 Off 2 0102 2.71 0.00 2.71 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.20 22.13 0.20 22.13 0.0 Off 3 0103 0.79 0.00 0.79 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 10.82 0.09 10.82 0.0 Off 4 0104 2.26 0.00 2.26 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.18 19.82 0.18 19.82 0.0 Off 5 0112 0.66 0.00 0.66 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.08 9.86 0.08 9.86 0.0 Off 6 0113 1.92 0.00 1.92 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 18.01 0.16 18.01 0.0 Off 7 0114 2.03 0.00 2.03 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.17 18.57 0.17 18.57 0.0 Off 8 0115 1.95 0.00 1.95 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.14 7.10 0.31 7.10 2.0 Off 9 0119 1.69 0.00 1.69 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.15 16.68 0.15 16.68 0.0 Off 10 0105 0.05 0.00 0.05 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.01 3.40 0.01 3.40 0.0 Off 11 0106 5.25 0.00 5.25 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.31 33.27 0.31 33.27 0.0 Off 12 0107 0.36 0.00 0.36 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.05 7.25 0.05 7.25 0.0 Off 13 0108 0.92 0.00 0.92 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.10 11.82 0.10 11.82 0.0 Off 14 0109 3.34 0.00 3.34 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.23 25.14 0.23 25.14 0.0 Off 15 0110 0.41 0.00 0.41 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.06 7.69 0.06 7.69 0.0 Off 16 0111 9.56 0.00 9.56 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.47 48.63 0.47 48.63 0.0 Off 17 0118 1.53 0.00 1.53 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.14 15.77 0.14 15.77 0.0 Off 18 0117 1.07 0.00 1.07 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.13 14.59 0.13 14.59 0.0 Off 19 0116 1.25 0.00 1.25 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.14 15.94 0.14 15.94 0.0 Off 20 0301 1.99 0.00 1.99 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 18.35 0.16 18.35 0.0 Off 21 0302 1.91 0.00 1.91 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 17.94 0.16 17.94 0.0 Off 22 0303 1.86 0.00 1.86 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 17.63 0.16 17.63 0.0 Off 23 0304 2.01 0.00 2.01 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 rag 2.00 0.020 0.020 0.000 0.16 18.48 0.16 18.48 0.0 Off Project File: 0100 Pipe Conveyance4.stm TNumber of lines:40 Run Date: 8/17/2023 NOTES: Inlet N-Values=0.016; Intensity=90.33/(Inlet time+ 12.40)^0.80; Return period= 10 Yrs. ; ,Indicates Known Q added.All curb inlets are throat. Storm Sewers v2023.00 Inlet Report Page Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 24 0308 9.19 0.00 9.19 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.45 47.41 0.45 47.41 0.0 Off 25 0307 8.07 0.00 8.07 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.42 43.65 0.42 43.65 0.0 Off 26 0306 8.39 0.00 8.39 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.43 44.76 0.43 44.76 0.0 Off 27 0305 8.42 0.00 8.42 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.43 44.86 0.43 44.86 0.0 Off 28 0204 0.00 0.00 0.00 0.00 MH 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.00 0.00 0.00 0.00 0.0 Off 29 0209 2.26 0.00 2.26 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.16 8.13 0.33 8.13 2.0 Off 30 0210 3.92 0.00 3.92 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.26 13.15 0.43 13.15 2.0 Off 31 0205 0.87 0.00 0.87 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 11.43 0.09 11.43 0.0 Off 32 0206 0.49 0.00 0.49 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.04 1.97 0.20 1.97 2.0 Off 33 0207 2.81 0.00 2.81 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.20 9.90 0.36 9.90 2.0 Off 34 0211 0.48 0.00 0.48 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.07 9.35 0.07 9.35 0.0 Off 35 0212 0.29 0.00 0.29 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.05 7.23 0.05 7.23 0.0 Off 36 0213 0.83 0.00 0.83 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.11 12.61 0.11 12.61 0.0 Off 37 0208 0.93 0.00 0.93 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.06 3.09 0.23 3.09 2.0 Off 38 0214 2.69 0.00 2.69 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.23 25.20 0.23 25.20 0.0 Off 39 0201 0.09 0.00 0.09 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.02 4.11 0.02 4.11 0.0 Off 40 0202 2.24 0.00 2.24 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.16 8.07 0.33 8.07 2.0 Off Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date: 8/17/2023 NOTES: Inlet N-Values=0.016; Intensity=90.33/(Inlet time+ 12.40)^0.80; Return period= 10 Yrs. ; 'Indicates Known Q added.All curb inlets are throat. Storm Sewers v2023.00 MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth SI,Sw SI,Sx Len Ang Dn Up Ln No Area X Dn Up Loss (sgft) (sgft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) 1 4.04 4.15 Sag 0.20 0.50 0.90 35.86 1.97 0.020 0.020 .... 31.149 1.92 1.97** Outfall 0.30 1896510.86 639.93 640.59 0.000 2 4.08 4.11 Sag 0.20 0.50 0.90 34.94 1.95 0.020 0.020 .... 56.470 1.93 1.95** 1 0.83 1896514.52 640.74 641.40 0.000 3 3.86 4.00 Sag 0.20 0.50 0.90 34.94 1.90 0.020 0.020 .... 2.900 1.83 1.90** 2 0.20 1896513.45 641.42 642.34 0.000 4 3.70 3.89 Sag 0.20 0.50 0.90 34.94 1.85 0.020 0.020 .... 6.795 1.76 1.85** 3 0.29 1896503.63 642.36 643.01 0.000 5 0.98 1.20 Sag 0.20 0.50 0.90 11.16 1.19 0.020 0.020 .... -97.314 0.93 1.19** 4 0.08 1896598.74 643.55 646.65 0.000 6 1.04 1.17 Sag 0.20 0.50 0.90 11.16 1.14 0.020 0.020 .... 6.912 0.99 1.14** 5 0.22 1896656.24 646.38 648.26 0.000 7 0.98 0.99 Sag 0.20 0.50 0.90 6.51 0.94 0.020 0.020 .... -6.701 0.93 0.94** 6 0.23 1896784.22 647.90 649.21 0.000 8 0.53 0.53 Sag 0.20 0.50 0.90 12.46 0.56 0.020 0.020 3.00 -0.063 0.74 0.56** 7 0.61 1896880.34 648.96 652.35 0.000 9 0.48 0.48 Sag 0.20 0.50 0.90 4.76 0.52 0.020 0.020 .... 89.789 0.84 0.52** 7 0.19 1896784.22 648.94 648.96 0.000 10 3.14 3.14 Sag 0.20 0.50 0.90 16.01 1.52 0.020 0.020 .... -9.098 2.00 2.00 4 0.01 1896505.61 643.28 643.68 0.401 11 3.14 3.14 Sag 0.20 0.50 0.90 16.01 1.53 0.020 0.020 .... -8.239 2.00 2.00 10 0.85 1896518.11 643.94 644.39 0.456 12 3.14 3.08 Sag 0.20 0.50 0.90 19.98 1.32 0.020 0.020 .... -20.099 2.00 1.89 11 0.09 1896566.27 644.47 644.79 0.318 13 2.19 2.19 Sag 0.20 0.50 0.90 19.98 1.32 0.020 0.020 .... 24.217 1.90 1.32** 12 0.27 1896578.32 645.28 645.61 0.000 14 1.90 2.14 Sag 0.20 0.50 0.90 19.98 1.29 0.020 0.020 .... -83.949 1.17 1.29** 13 0.51 1896714.68 645.64 646.83 0.000 15 1.77 1.77 Sag 0.20 0.50 0.90 8.56 1.21 0.020 0.020 .... 0.000 1.50 1.50 14 0.12 1896835.47 647.46 648.50 1.048 16 1.77 1.77 Sag 0.20 0.50 0.90 8.56 1.19 0.020 0.020 .... -61.588 1.50 1.50 15 2.68 1896902.12 649.13 650.28 1.155 17 0.99 0.65 Sag 0.20 0.50 0.90 4.57 0.49 0.020 0.020 .... 83.101 0.94 0.65 6 0.18 1896656.22 647.47 647.55 0.086 18 0.35 0.32 Sag 0.20 0.50 0.90 1.43 0.49 0.020 0.020 .... 91.453 0.67 0.58 5 0.14 1896597.12 645.70 645.98 0.286 19 0.14 0.30 Sag 0.20 0.50 0.90 3.39 0.53 0.020 0.020 .... -70.934 0.28 0.53** 3 0.37 1896562.44 641.89 644.55 0.000 20 2.94 4.45 Sag 0.20 0.50 0.90 63.07 2.13 0.020 0.020 .... 20.379 1.45 2.13** Outfall 0.27 1895979.45 616.70 619.38 0.000 21 2.84 3.96 Sag 0.20 0.50 0.90 50.23 1.88 0.020 0.020 .... 69.621 1.40 1.88** 20 0.26 1895979.45 627.22 629.20 0.000 22 2.31 2.74 Sag 0.20 0.50 0.90 27.70 1.63 0.020 0.020 .... 0.000 1.38 1.63** 21 0.25 1895979.45 629.16 630.91 0.000 23 1.43 1.60 Sag 0.20 0.50 0.90 12.86 1.27 0.020 0.020 .... 0.000 1.13 1.27** 22 0.27 1895979.45 630.78 632.42 0.000 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: -Critical depth Storm Sewers MyReport Page 2 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth SI,Sw SI,Sx Len Ang Dn Up Ln No Area X Dn Up Loss (sgft) (sgft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) 24 1.08 1.19 Sag 0.20 0.50 0.90 10.11 1.16 0.020 0.020 .... -90.000 1.02 1.16** 23 1.08 1896078.62 632.60 635.17 0.000 25 0.92 1.16 Sag 0.20 0.50 0.90 12.30 1.12 0.020 0.020 .... -90.000 0.88 1.12** 22 0.93 1896078.62 630.78 634.62 0.000 26 0.68 1.17 Sag 0.20 0.50 0.90 14.64 1.13 0.020 0.020 .... -90.000 0.68 1.13** 21 0.97 1896078.62 629.13 634.68 0.000 27 0.62 1.17 Sag 0.20 0.50 0.90 16.66 1.13 0.020 0.020 .... -20.379 0.63 1.13** 20 0.97 1896078.62 627.59 634.69 0.000 28 2.22 2.23 n/a 0.20 0.50 0.90 17.65 1.34 .... .... .... -9.643 1.33 1.34** Outfall 0.00 1896354.66 625.92 627.14 0.000 29 1.13 1.13 Sag 0.20 0.50 0.90 5.76 0.99 0.020 0.020 3.00 -43.443 1.09 1.09 28 0.26 1896408.20 627.49 628.20 0.710 30 1.23 1.03 Sag 0.20 0.50 0.90 5.78 0.80 0.020 0.020 3.00 54.466 1.25 0.98 29 0.45 1896505.02 628.48 628.85 0.373 31 1.67 1.67 Sag 0.20 0.50 0.90 17.65 1.05 0.020 0.020 .... 26.134 1.14 1.05** 28 0.27 1896506.25 626.96 627.84 0.000 32 1.44 1.44 Sag 0.20 0.50 0.90 8.52 1.09 0.020 0.020 3.00 -27.999 1.14 1.14 31 0.06 1896564.34 628.48 628.87 0.391 33 1.63 1.38 Sag 0.20 0.50 0.90 8.52 1.07 0.020 0.020 3.00 27.447 1.31 1.09 32 0.32 1896652.35 629.10 629.62 0.524 34 0.79 0.71 Sag 0.20 0.50 0.90 5.46 0.52 0.020 0.020 .... 69.969 1.00 0.84 33 0.15 1896654.61 629.88 629.92 0.034 35 0.33 0.33 Sag 0.20 0.50 0.90 5.42 0.44 0.020 0.020 .... -54.163 0.73 0.44** 34 0.09 1896686.88 630.10 630.33 0.000 36 0.16 0.26 Sag 0.20 0.50 0.90 3.36 0.40 0.020 0.020 .... -28.346 0.28 0.40** 35 0.26 1896740.78 630.36 631.23 0.000 37 1.23 1.08 Sag 0.20 0.50 0.90 5.37 0.76 0.020 0.020 3.00 -12.063 1.25 1.02 33 0.11 1896770.25 629.96 630.32 0.367 38 0.55 0.55 Sag 0.20 0.50 0.90 1.98 0.72 0.020 0.020 .... 63.920 0.83 0.83 37 0.84 1896785.14 630.77 631.12 0.351 39 0.44 0.63 Sag 0.20 0.50 0.90 25.12 0.51 0.020 0.020 -119.329 0.40 0.51** Outfall 0.03 1895791.04 614.58 615.99 0.000 40 0.43 0.65 Sag 0.20 0.50 0.90 27.07 0.52 0.020 0.020 3.00 29.579 0.39 0.52** 39 0.70 1895791.34 616.07 617.20 0.000 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: -Critical depth Storm Sewers MyReport Page 3 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff (cfs) (ft/ft) (ft/ft) (sgft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) M 33.53 0.000 0.000 6.00 3.00 2.00 639.79 644.50 0.10 Sag 12.06 2.00 638.92 639.57 639.57 .... .... 0.11 0.96 0.10 100 33.00 0.000 0.000 6.00 3.00 2.00 644.50 643.60 0.20 Sag 22.13 2.00 639.74 640.40 640.40 .... .... 0.30 2.71 0.20 100 31.03 0.000 0.000 6.00 3.00 2.00 643.60 644.68 0.09 Sag 10.82 2.00 640.48 641.40 641.40 .... .... 0.09 0.79 0.09 100 29.50 0.000 0.000 6.00 3.00 2.00 644.68 645.90 0.18 Sag 19.82 2.00 641.47 642.12 642.12 .... .... 0.25 2.26 0.18 100 10.13 0.000 0.000 6.00 3.00 2.00 645.90 647.75 0.08 Sag 9.86 2.00 642.45 645.55 645.55 .... .... 0.07 0.66 0.08 100 8.56 0.000 0.000 6.00 3.00 2.00 647.75 649.35 0.16 Sag 18.01 2.00 645.55 647.43 647.43 .... .... 0.21 1.92 0.16 100 5.42 0.000 0.000 6.00 3.00 2.00 649.35 651.00 0.17 Sag 18.57 2.00 647.43 648.74 648.74 .... .... 0.22 2.03 0.17 100 1.95 0.000 0.000 6.00 3.00 2.00 651.00 653.02 0.14 Sag 7.10 2.00 648.74 652.14 j 652.14 648.91 648.84 0.21 1.95 0.31 100 1.69 0.000 0.000 6.00 3.00 2.00 651.00 651.00 0.15 Sag 16.68 2.00 648.74 648.77 648.77 .... .... 0.18 1.69 0.15 100 17.91 0.627 0.628 6.00 3.00 2.00 645.90 645.90 0.01 Sag 3.40 2.00 642.77 643.17 643.42 .... .... 0.01 0.05 0.01 100 18.03 0.635 0.636 6.00 3.00 2.00 645.90 645.90 0.31 Sag 33.27 2.00 643.42 643.88 644.19 .... .... 0.57 5.25 0.31 100 13.47 0.331 0.355 6.00 3.00 2.00 645.90 653.90 0.05 Sag 7.25 2.00 644.19 644.49 644.70 .... .... 0.04 0.36 0.05 100 13.40 0.000 0.000 6.00 3.00 2.00 653.90 653.25 0.10 Sag 11.82 2.00 644.70 645.03 j 645.03 644.75 644.52 0.10 0.92 0.10 100 12.85 0.000 0.000 6.00 3.00 2.00 653.25 653.25 0.23 Sag 25.14 2.00 645.08 646.27 646.27 .... .... 0.37 3.34 0.23 100 9.78 0.868 0.868 6.00 3.00 2.00 653.25 653.25 0.06 Sag 7.69 2.00 646.98 648.03 648.67 .... .... 0.04 0.41 0.06 100 9.56 0.829 0.829 6.00 3.00 2.00 653.25 650.90 0.47 Sag 48.63 2.00 648.67 649.83 650.28 .... .... 1.05 9.56 0.47 100 1.53 0.132 0.067 6.00 3.00 2.00 649.35 649.35 0.14 Sag 15.77 2.00 647.43 647.47 647.55 .... .... 0.17 1.53 0.14 100 1.07 0.449 0.468 4.00 2.00 2.00 647.75 647.90 0.13 Sag 14.59 2.00 645.55 645.81 645.98 .... .... 0.12 1.07 0.13 100 1.25 0.000 0.000 4.00 2.00 2.00 644.68 646.50 0.14 Sag 15.94 2.00 641.61 644.28 644.28 .... .... 0.14 1.25 0.14 100 39.98 0.000 0.000 6.00 3.00 2.00 616.79 634.50 0.16 Sag 18.35 2.00 615.45 618.13 618.13 .... .... 0.22 1.99 0.16 100 30.41 0.000 0.000 6.00 3.00 2.00 634.50 634.51 0.16 Sag 17.94 2.00 626.30 628.28 628.28 .... .... 0.21 1.91 0.16 100 20.67 0.000 0.000 6.00 3.00 2.00 634.51 634.50 0.16 Sag 17.63 2.00 628.28 630.03 630.03 .... .... 0.20 1.86 0.16 100 11.09 0.000 0.000 6.00 3.00 2.00 634.50 634.51 0.16 Sag 18.48 2.00 630.03 631.67 631.67 .... .... 0.22 2.01 0.16 100 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: -Critical depth Storm Sewers MyReport Page 4 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff (cfs) (ft/ft) (ft/ft) (sgft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) M 9.19 0.000 0.000 6.00 3.00 2.00 634.51 636.25 0.45 Sag 47.41 2.00 631.67 634.24 634.24 .... .... 1.01 9.19 0.45 100 8.07 0.000 0.000 6.00 3.00 2.00 634.50 636.25 0.42 Sag 43.65 2.00 630.03 633.87 633.87 .... .... 0.88 8.07 0.42 100 8.39 0.000 0.000 6.00 3.00 2.00 634.51 636.25 0.43 Sag 44.76 2.00 628.33 633.88 633.88 .... .... 0.92 8.39 0.43 100 8.42 0.000 0.000 6.00 3.00 2.00 634.50 636.25 0.43 Sag 44.86 2.00 626.78 633.88 633.88 .... .... 0.92 8.42 0.43 100 13.79 0.000 0.000 .... .... .... 626.25 634.84 .... .... .... .... 625.33 626.54 626.54 .... .... 0.00 0.00 6.04 0.797 0.796 6.00 3.00 2.00 634.84 631.50 0.16 Sag 8.13 2.00 627.05 627.76 628.32 .... .... 0.25 2.26 0.33 100 3.92 0.386 0.368 6.00 3.00 2.00 631.50 631.50 0.26 Sag 13.15 2.00 628.32 628.62 628.85 .... .... 0.43 3.92 0.43 100 8.64 0.000 0.000 6.00 3.00 2.00 634.84 632.75 0.09 Sag 11.43 2.00 626.54 627.42 j 627.42 626.56 626.52 0.10 0.87 0.09 100 7.91 0.660 0.658 6.00 3.00 2.00 632.75 632.70 0.04 Sag 1.97 2.00 628.01 628.40 628.76 .... .... 0.05 0.49 0.20 100 7.57 0.573 0.474 6.00 3.00 2.00 632.70 632.36 0.20 Sag 9.90 2.00 628.76 629.15 629.82 .... .... 0.31 2.81 0.36 100 1.53 0.106 0.109 4.00 2.00 2.00 632.36 632.75 0.07 Sag 9.35 2.00 629.82 629.84 629.93 .... .... 0.05 0.48 0.07 100 1.09 0.000 0.000 4.00 2.00 2.00 632.75 633.50 0.05 Sag 7.23 2.00 629.93 630.16 j 630.16 629.92 629.66 0.03 0.29 0.05 100 0.83 0.000 0.000 4.00 2.00 2.00 633.50 633.50 0.11 Sag 12.61 2.00 630.20 631.07 631.07 .... .... 0.09 0.83 0.11 100 3.60 0.310 0.310 6.00 3.00 2.00 632.36 632.35 0.06 Sag 3.09 2.00 629.82 630.15 630.39 .... .... 0.10 0.93 0.23 100 2.69 0.890 0.890 4.00 2.00 2.00 632.35 632.25 0.23 Sag 25.20 2.00 630.39 630.74 631.12 .... .... 0.29 2.69 0.23 100 2.17 0.000 0.000 6.00 3.00 2.00 616.25 619.50 0.02 Sag 4.11 2.00 614.40 615.81 615.81 .... .... 0.01 0.09 0.02 100 2.24 0.000 0.000 6.00 3.00 2.00 619.50 618.75 0.16 Sag 8.07 2.00 615.89 617.02 617.02 .... .... 0.25 2.24 0.33 100 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: -Critical depth Storm Sewers MyReport Page 5 Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J-Loss Junct Known Cost Cost Cost Line ID LOG Time Sys Inlet Dn Up LOG Len Jmp Dn Jmp Up Coeff Type Q RCP CMP PVC ID (ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) 0101 Sag 5.0 7.91 9.13 637.00 637.60 .... .... 0.00 0.00 1.29 z Dp-Grate 0.00 3,826 3,443 3,252 0101-0100 0102 Sag 5.0 7.98 9.13 637.80 638.44 .... .... 0.00 0.00 0.50 z Dp-Grate 0.00 4,660 4,194 3,961 0102-0101 0103 Sag 5.0 8.09 9.13 638.64 639.51 .... .... 0.00 0.00 1.43 z Dp-Grate 0.00 5,808 5,227 4,937 0103-0102 0104 Sag 5.0 8.16 9.13 639.71 640.27 .... .... 0.00 0.00 2.19 z Dp-Grate 0.00 3,816 3,434 3,244 0104-0103 0112 Sag 5.0 8.51 9.13 641.52 644.36 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 3,130 2,817 2,661 0112-0104 0113 Sag 5.0 8.56 9.13 644.56 646.29 .... .... 0.00 0.00 1.49 z Dp-Grate 0.00 1,825 1,643 1,551 0113-0112 0114 Sag 5.0 8.74 9.13 646.50 647.80 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 3,925 3,533 3,336 0114-0113 0115 Sag 5.0 9.13 9.13 648.00 651.58 9.61 2.78 0.21 0.62 1.00 z Comb. 0.00 2,980 2,682 2,533 0115-0114 0119 Sag 5.0 9.13 9.13 647.90 648.25 .... .... 0.00 0.00 1.00z Dp-Grate 0.00 2,020 1,818 1,717 0119-0114 0105 Sag 5.0 8.22 9.13 640.77 641.09 .... .... 0.00 0.00 0.50 Dp-Grate 0.00 2,914 2,623 2,477 0105-0104 0106 Sag 5.0 8.30 9.13 641.29 641.65 .... .... 0.00 0.00 0.60 Dp-Grate 0.00 3,266 2,939 2,776 0106-0105 0107 Sag 5.0 8.43 9.13 641.85 642.60 .... .... 0.00 0.00 0.70 Dp-Grate 0.00 5,345 4,811 4,543 0107-0106 0108 Sag 5.0 8.60 9.13 642.80 643.71 58.56 7.49 0.44 0.72 1.49 z Dp-Grate 0.00 7,570 6,813 6,435 0108-0107 0109 Sag 5.0 8.82 9.13 643.91 644.98 .... .... 0.00 0.00 0.50 z Dp-Grate 0.00 8,300 7,470 7,055 0109-0108 0110 Sag 5.0 8.96 9.13 645.48 646.28 .... .... 0.00 0.00 1.35 Dp-Grate 0.00 5,553 4,997 4,720 0110-0109 0111 Sag 5.0 9.13 9.13 646.48 647.41 .... .... 0.00 0.00 1.00 Dp-Grate 0.00 5,651 5,085 4,803 0111-0110 0118 Sag 5.0 9.13 9.13 646.49 646.81 .... .... 0.00 0.00 1.00 Dp-Grate 0.00 2,035 1,832 1,730 0118-0113 0117 Sag 5.0 9.13 9.13 644.70 645.23 .... .... 0.00 0.00 1.00 Dp-Grate 0.00 100 90 85 0117-0112 0116 Sag 5.0 9.13 9.13 641.33 643.75 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 100 90 85 0116-0112 0301 Sag 5.0 8.73 9.13 614.00 616.00 .... .... 0.00 0.00 2.03 z Dp-Grate 0.00 6,049 5,444 5,142 0301-0300 0302 Sag 5.0 8.84 9.13 624.90 626.40 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 6,508 5,857 5,532 0302-0301 0303 Sag 5.0 8.94 9.13 626.90 628.40 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 5,330 4,797 4,531 0303-0302 0304 Sag 5.0 9.05 9.13 628.90 630.40 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 4,120 3,708 3,502 0304-0303 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: Intensity=90.33/(Inlet time+ 12.40)^0.80--Return period= 10 Yrs. ; ""Critical depth Storm Sewers MyReport Page 6 Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J-Loss Junct Known Cost Cost Cost Line ID LOG Time Sys Inlet Dn Up LOG Len Jmp Dn Jmp Up Coeff Type Q RCP CMP PVC ID (ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) 0308 Sag 5.0 9.13 9.13 630.65 633.08 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 3,070 2,763 2,610 0308-0304 0307 Sag 5.0 9.13 9.13 629.15 632.75 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 3,430 3,087 2,916 0307-0303 0306 Sag 5.0 9.13 9.13 627.65 632.75 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 3,615 3,254 3,073 0306-0302 0305 Sag 5.0 9.13 9.13 626.15 632.75 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 3,788 3,409 3,219 0305-0301 0204 Sag 0.0 8.10 0.00 624.00 625.21 .... .... 0.00 0.00 0.73 z MH 0.00 9,608 8,647 8,167 0204-0203 0209 Sag 5.0 8.93 9.13 625.96 626.67 .... .... 0.00 0.00 1.27 Comb. 0.00 3,645 3,281 3,098 0209-0204 0210 Sag 5.0 9.13 9.13 626.87 627.65 .... .... 0.00 0.00 1.00 Comb. 0.00 3,385 3,047 2,877 0210-0209 0205 Sag 5.0 8.42 9.13 625.41 626.37 15.81 5.26 0.41 0.49 0.79 z Dp-Grate 0.00 8,938 8,044 7,597 0205-0204 0206 Sag 5.0 8.50 9.13 626.87 627.26 .... .... 0.00 0.00 0.78 Comb. 0.00 2,480 2,232 2,108 0206-0205 0207 Sag 5.0 8.63 9.13 627.46 628.06 .... .... 0.00 0.00 1.43 Comb. 0.00 3,780 3,402 3,213 0207-0206 0211 Sag 5.0 8.73 9.13 628.56 629.00 .... .... 0.00 0.00 1.26 Dp-Grate 0.00 982 884 835 0211-0207 0212 Sag 5.0 8.90 9.13 629.20 629.72 7.59 3.08 0.07 0.41 0.80 z Dp-Grate 0.00 1,150 1,035 978 0212-0211 0213 Sag 5.0 9.13 9.13 629.92 630.67 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 100 90 85 0213-0212 0208 Sag 5.0 9.09 9.13 628.31 629.13 .... .... 0.00 0.00 1.37 Comb. 0.00 3,673 3,305 3,122 0208-0207 0214 Sag 5.0 9.13 9.13 629.55 629.74 .... .... 0.00 0.00 1.00 Dp-Grate 0.00 100 90 85 0214-0208 0201 Sag 5.0 8.51 9.13 614.00 615.30 .... .... 0.00 0.00 0.82 z Dp-Grate 0.00 3,984 3,586 3,386 0201-0200 0202 Sag 5.0 9.13 9.13 615.50 616.50 .... .... 0.00 0.00 1.00 z Comb. 0.00 2,602 2,342 2,212 0202-0201 I I I Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: Intensity=90.33/(Inlet time+ 12.40)^0.80--Return period= 10 Yrs. ; Critical depth Storm Sewers MyReport Page 7 Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Length Size Slope Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA (ft) (in) M (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) 78.483 30 0.76 Cir .... .... 0.013 n/a 869096.77 0.21 0.00 0.96 0.00 30 0.35 30 0.00 0.00 0.00 8.4 .... 8.16 4.24 88.208 30 0.73 Cir .... .... 0.013 0.50 869008.64 0.24 0.00 2.71 0.00 30 0.36 30 0.00 0.00 0.00 8.2 .... 7.86 4.14 118.788 30 0.73 Cir .... .... 0.013 n/a 868889.85 0.33 0.00 0.79 0.00 30 0.43 30 0.00 0.00 0.00 7.9 .... 7.04 3.84 77.128 30 0.73 Cir .... .... 0.013 n/a 868813.35 0.23 0.00 2.26 0.00 30 0.85 30 0.00 0.00 0.00 7.6 .... 6.47 3.62 95.111 15 2.99 Cir .... .... 0.013 n/a 868813.35 0.19 0.00 0.66 0.00 15 0.93 15 0.00 0.00 0.00 6.6 .... 1.66 1.19 57.921 15 2.99 Cir .... .... 0.013 1.23 868806.38 0.14 0.00 1.92 0.00 15 0.95 15 0.00 0.00 0.00 6.5 .... 1.44 1.00 127.988 15 1.02 Cir .... .... 0.013 n/a 868805.91 0.47 0.00 2.03 0.00 15 0.95 15 0.00 0.00 0.00 6.0 .... 1.04 0.62 96.113 15 3.72 Cir 2.0 .... 0.013 n/a 868805.67 1.01 0.00 1.95 0.00 15 0.35 15 0.00 0.00 0.00 5.0 4.0 0.61 0.21 64.483 15 0.54 Cir .... .... 0.013 0.19 868741.43 0.78 0.00 1.69 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.19 0.18 63.859 24 0.50 Cir .... .... 0.013 0.25 868749.53 0.20 0.00 0.05 0.00 24 0.62 24 0.00 0.00 0.00 7.4 .... 4.52 2.18 71.767 24 0.50 Cir .... .... 0.013 0.31 868678.85 0.22 0.00 5.25 0.00 24 0.68 24 0.00 0.00 0.00 7.2 .... 4.51 2.17 95.969 24 0.78 Cir .... .... 0.013 0.21 868595.85 0.39 0.00 0.36 0.00 24 0.45 24 0.00 0.00 0.00 6.8 .... 3.67 1.60 117.128 24 0.78 Cir .... .... 0.013 n/a 868479.34 0.47 0.00 0.92 0.00 24 0.38 24 0.00 0.00 0.00 6.4 .... 3.58 1.56 136.366 24 0.78 Cir .... .... 0.013 0.28 868478.99 0.57 0.00 3.34 0.00 24 0.72 24 0.00 0.00 0.00 5.8 .... 3.31 1.46 120.792 18 0.66 Cir .... .... 0.013 0.64 868478.69 0.37 0.00 0.41 0.00 18 0.37 18 0.00 0.00 0.00 5.4 .... 2.80 1.09 139.426 18 0.66 Cir .... .... 0.013 0.45 868601.15 0.43 0.00 9.56 0.00 18 0.39 18 0.00 0.00 0.00 5.0 .... 2.68 1.05 64.954 15 0.50 Cir .... .... 0.013 0.09 868741.43 0.87 0.00 1.53 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.18 0.17 63.849 8 0.83 Cir .... .... 0.010 0.17 868749.53 0.35 0.00 1.07 0.00 8 0.84 8 0.00 0.00 0.00 5.0 .... 0.14 0.12 52.000 8 4.65 Cir .... .... 0.010 0.28 868872.42 0.24 0.00 1.25 0.00 8 0.37 8 0.00 0.00 0.00 5.0 .... 0.37 0.14 84.558 30 2.37 Cir .... .... 0.013 2.55 869038.09 0.18 0.00 1.99 0.00 30 0.81 30 0.00 0.00 0.00 6.0 .... 4.99 4.58 100.000 30 1.50 Cir .... .... 0.013 n/a 868938.09 0.28 0.00 1.91 0.00 30 0.82 30 0.00 0.00 0.00 5.7 .... 3.75 3.44 100.234 24 1.50 Cir .... .... 0.013 1.33 868837.85 0.26 0.00 1.86 0.00 24 0.82 24 0.00 0.00 0.00 5.5 .... 2.53 2.31 100.000 18 1.50 Cir .... .... 0.013 n/a 868737.85 0.27 0.00 2.01 0.00 18 0.82 18 0.00 0.00 0.00 5.2 .... 1.35 1.23 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: -Critical depth Storm Sewers MyReport Page 8 Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Length Size Slope Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA (ft) (in) M (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) 99.174 15 2.45 Cir .... .... 0.013 0.93 868737.85 0.22 0.00 9.19 0.00 15 0.93 15 0.00 0.00 0.00 5.0 .... 1.08 1.01 99.174 15 3.63 Cir .... .... 0.013 0.76 868837.85 0.25 0.00 8.07 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.93 0.88 99.174 15 5.14 Cir .... .... 0.013 n/a 868938.09 0.24 0.00 8.39 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.97 0.92 99.174 15 6.66 Cir .... .... 0.013 n/a 869038.09 0.24 0.00 8.42 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.97 0.92 198.301 24 0.61 Cir .... .... 0.013 0.43 869397.85 0.75 .... .... .... 24 0.00 24 0.00 0.00 0.00 7.8 .... 2.81 1.70 89.150 15 0.80 Cir 2.0 .... 0.013 0.56 869469.13 0.30 0.00 2.26 0.00 15 0.95 15 0.00 0.00 0.00 5.5 4.0 0.71 0.68 96.843 15 0.80 Cir 2.0 .... 0.013 0.23 869466.79 0.51 0.00 3.92 0.00 15 0.95 15 0.00 0.00 0.00 5.0 4.0 0.45 0.43 158.093 24 0.61 Cir .... .... 0.013 n/a 869352.97 0.95 0.00 0.87 0.00 24 0.35 24 0.00 0.00 0.00 6.9 .... 2.10 1.03 59.283 18 0.66 Cir 2.0 .... 0.013 0.36 869364.80 0.22 0.00 0.49 0.00 18 0.95 18 0.00 0.00 0.00 6.6 4.0 1.83 0.93 91.533 18 0.66 Cir 2.0 .... 0.013 0.67 869339.66 0.35 0.00 2.81 0.00 18 0.95 18 0.00 0.00 0.00 6.3 4.0 1.78 0.88 31.638 12 1.39 Cir .... .... 0.010 0.09 869308.10 0.26 0.00 0.48 0.00 12 0.35 12 0.00 0.00 0.00 6.0 .... 0.50 0.18 37.944 12 1.37 Cir .... .... 0.010 n/a 869288.14 0.45 0.00 0.29 0.00 12 0.35 12 0.00 0.00 0.00 5.6 .... 0.35 0.12 54.000 10 1.39 Cir .... .... 0.010 n/a 869284.94 0.59 0.00 0.83 0.00 10 0.35 10 0.00 0.00 0.00 5.0 .... 0.26 0.09 118.165 15 0.69 Cir 2.0 .... 0.013 0.24 869331.67 0.67 0.00 0.93 0.00 15 0.91 15 0.00 0.00 0.00 5.1 4.0 0.95 0.40 39.414 10 0.48 Cir .... .... 0.010 0.38 869295.18 0.13 0.00 2.69 0.00 10 0.35 10 0.00 0.00 0.00 5.0 .... 0.84 0.29 105.364 24 1.23 Cir .... .... 0.013 0.15 869199.85 2.41 0.00 0.09 0.00 24 0.35 24 0.00 0.00 0.00 6.6 .... 0.73 0.26 69.804 24 1.43 Cir 2.0 .... 0.013 0.19 869269.65 1.63 0.00 2.24 0.00 24 0.35 24 0.00 0.00 0.00 5.0 4.0 0.70 0.25 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: -Critical depth Storm Sewers MyReport Page 9 Total Vel Vel Vel Vel Vel Cover Cover Storage Runoff Ave Dn Hd Dn Hd Up Up Dn Up (cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft) 33.53 8.19 8.30 1.02 1.02 8.09 0.29 4.40 321.21 33.00 8.06 8.10 1.00 1.00 8.02 4.20 2.66 361.24 31.03 7.90 8.04 0.94 0.94 7.77 2.46 2.68 466.56 29.50 7.78 7.98 0.89 0.89 7.57 2.48 3.13 292.73 10.13 9.36 10.30 1.10 1.10 8.41 3.13 2.14 105.00 8.56 7.77 8.24 0.83 0.83 7.29 1.94 1.81 64.28 5.42 5.50 5.53 0.46 0.46 5.46 1.60 1.95 126.32 1.95 3.14 2.57 0.21 0.21 3.70 1.75 0.19 61.92 1.69 2.73 1.92 0.19 0.19 3.54 1.85 1.50 43.88 17.91 5.70 5.70 0.51 0.51 5.70 3.13 2.81 200.58 18.03 5.74 5.74 0.51 0.51 5.74 2.61 2.25 225.42 13.47 4.33 4.29 0.29 0.30 4.38 2.05 9.30 300.41 13.40 5.23 4.35 0.58 0.58 6.11 9.10 7.54 314.58 12.85 6.38 6.75 0.56 0.56 6.01 7.34 6.27 275.65 9.78 5.54 5.54 0.48 0.48 5.54 6.27 5.47 213.42 9.56 5.41 5.41 0.45 0.45 5.41 5.27 1.99 246.34 1.53 1.96 1.55 0.04 0.09 2.37 1.61 1.29 53.47 1.07 3.21 3.08 0.15 0.17 3.34 2.38 2.00 21.99 1.25 6.59 8.97 0.28 0.28 4.21 2.68 2.08 11.46 39.98 11.29 13.60 1.25 1.25 8.98 0.29 16.00 315.66 30.41 9.20 10.72 0.92 0.92 7.69 7.10 5.61 340.84 20.67 8.24 8.93 0.89 0.89 7.55 5.61 4.10 253.90 11.09 7.36 7.78 0.75 0.75 6.94 4.10 2.61 151.56 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: -Critical depth Storm Sewers MyReport Page 10 Total Vel Vel Vel Vel Vel Cover Cover Storage Runoff Ave Dn Hd Dn Hd Up Up Dn Up (cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft) 9.19 8.14 8.54 0.93 0.93 7.73 2.61 1.92 112.62 8.07 7.86 8.75 0.76 0.76 6.97 4.10 2.25 103.84 8.39 9.76 12.34 0.80 0.80 7.18 5.61 2.25 93.47 8.42 10.41 13.61 0.81 0.81 7.20 7.10 2.25 90.68 13.79 6.20 6.21 0.59 0.59 6.18 0.25 7.63 441.12 6.04 5.32 5.32 0.44 0.44 5.32 7.63 3.58 101.08 3.92 3.50 3.19 0.16 0.23 3.80 3.38 2.60 114.89 8.64 4.94 4.69 0.42 0.42 5.19 7.43 4.38 277.31 7.91 5.48 5.48 0.47 0.47 5.49 4.38 3.94 85.59 7.57 5.07 4.64 0.33 0.47 5.49 3.74 2.80 138.36 1.53 2.05 1.94 0.06 0.07 2.16 2.80 2.75 24.43 1.09 2.52 1.76 0.17 0.17 3.29 2.55 2.78 18.13 0.83 4.14 5.10 0.16 0.16 3.18 2.75 2.00 11.43 3.60 3.14 2.93 0.13 0.17 3.34 2.80 1.97 141.99 2.69 4.92 4.92 0.38 0.38 4.92 1.97 1.68 21.49 2.17 4.16 4.90 0.18 0.18 3.42 0.25 2.20 56.57 2.24 4.33 5.21 0.19 0.19 3.45 2.00 0.25 37.49 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023 NOTES: -Critical depth Storm Sewers Storm Sewer Inlet Time Tabulation Pagel Line Line ID Tc Sheet Flow Shallow Concentrated Flow Channel Flow Total No. Method n- flow 2-yr Land Travel flow Water Surf Ave Travel X-sec Wetted Chan n- Vel flow Travel Travel Value Length 24h P Slope Time Length Slope Descr Vel Time Area Perim Slope Value Length Time Time (ft) (in) (%) (min) (ft) N (ft/s) (min) (sgft) (ft) N (ft) (min) (min) 1 0101-0100 User 4.98 2 0102-0101 User 4.98 3 0103-0102 User 4.98 4 0104-0103 User 4.98 5 0112-0104 User 4.98 6 0113-0112 User 5.00 7 0114-0113 User 5.00 8 0115-0114 User 4.98 9 0119-0114 User 5.00 10 0105-0104 User 4.98 11 0106-0105 User 4.98 12 0107-0106 User 4.98 13 0108-0107 User 4.98 14 0109-0108 User 4.98 15 0110-0109 User 4.98 16 0111-0110 User 4.98 17 0118-0113 User 4.98 18 0117-0112 User 4.98 19 0116-0112 User 5.00 20 0301-0300 User 4.98 21 0302-0301 User 4.98 22 0303-0302 User 4.98 23 0304-0303 User 4.98 24 0308-0304 User 4.98 Project File: 0100 Pipe Conveyance4.stm Min.Tc used for intensity calculations=5 min Number of lines:40 Date: 8/17/2023 Storm Sewers v2023 Storm Sewer Inlet Time Tabulation Page Line Line ID Tc Sheet Flow Shallow Concentrated Flow Channel Flow Total No. Method n- flow 2-yr Land Travel flow Water Surf Ave Travel X-sec Wetted Chan n- Vel flow Travel Travel Value Length 24h P Slope Time Length Slope Descr Vel Time Area Perim Slope Value Length Time Time (ft) (in) (%) (min) (ft) N (ft/s) (min) (sgft) (ft) N (ft) (min) (min) 25 0307-0303 User 4.98 26 0306-0302 User 4.98 27 0305-0301 User 4.98 28 0204-0203 User 0.00 29 0209-0204 User 4.98 30 0210-0209 User 4.98 31 0205-0204 User 4.98 32 0206-0205 User 4.98 33 0207-0206 User 4.98 34 0211-0207 User 4.98 35 0212-0211 User 4.98 36 0213-0212 User 4.98 37 0208-0207 User 4.98 38 0214-0208 User 4.98 39 0201-0200 User 4.98 40 0202-0201 User 4.98 Project File: 0100 Pipe Conveyance4.stm Min.Tc used for intensity calculations=5 min Number of lines:40 Date: 8/17/2023 Storm Sewers v2023 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) M (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) M M (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 1 30 33.53 637.00 638.92 1.92 4.04 8.30 1.02 639.93 0.000 78.483 637.60 639.57 1.97** 4.15 8.09 1.02 640.59 0.000 0.000 n/a 1.29 n/a 2 30 33.00 637.80 639.74 1.93* 4.08 8.10 1.00 640.74 0.000 88.208 638.44 640.40 1.95** 4.11 8.02 1.00 641.40 0.000 0.000 n/a 0.50 0.50 3 30 31.03 638.64 640.48 1.83* 3.86 8.04 0.94 641.42 0.000 118.78 639.51 641.40 1.90** 4.00 7.77 0.94 642.34 0.000 0.000 n/a 1.43 n/a 4 30 29.50 639.71 641.47 1.76* 3.70 7.98 0.89 642.36 0.000 77.128 640.27 642.12 1.85** 3.89 7.57 0.89 643.01 0.000 0.000 n/a 2.19 n/a 5 15 10.13 641.52 642.45 0.93* 0.98 10.30 1.10 643.55 0.000 95.111 644.36 645.55 1.19** 1.20 8.41 1.10 646.65 0.000 0.000 n/a 1.50 n/a 6 15 8.56 644.56 645.55 0.99 1.04 8.24 0.83 646.38 0.000 57.921 646.29 647.43 1.14** 1.17 7.29 0.83 648.26 0.000 0.000 n/a 1.49 1.23 7 15 5.42 646.50 647.43 0.93 0.98 5.53 0.46 647.90 0.000 127.98 647.80 648.74 0.94** 0.99 5.46 0.46 649.21 0.000 0.000 n/a 1.50 n/a 8 15 1.95 648.00 648.74 0.74 0.53 2.57 0.21 648.96 0.000 96.113 651.58 652.14 j 0.56** 0.53 3.70 0.21 652.35 0.000 0.000 n/a 1.00 0.21 9 15 1.69 647.90 648.74 0.84 0.48 1.92 0.19 648.94 0.000 64.483 648.25 648.77 0.52** 0.48 3.54 0.19 648.96 0.000 0.000 n/a 1.00 0.19 10 24 17.91 640.77 642.77 2.00* 3.14 5.70 0.51 643.28 0.628 63.859 641.09 643.17 2.00 3.14 5.70 0.51 643.68 0.627 0.627 0.401 0.50 0.25 11 24 18.03 641.29 643.42 2.00 3.14 5.74 0.51 643.94 0.636 71.767 641.65 643.88 2.00 3.14 5.74 0.51 644.39 0.635 0.635 0.456 0.60 0.31 12 24 13.47 641.85 644.19 2.00 3.14 4.29 0.29 644.47 0.355 95.969 642.60 644.49 1.89 3.08 4.38 0.30 644.79 0.307 0.331 0.318 0.70 0.21 13 24 13.40 642.80 644.70 1.90 2.19 4.35 0.58 645.28 0.000 117.12 643.71 645.03 j 1.32** 2.19 6.11 0.58 645.61 0.000 0.000 n/a 1.49 n/a 14 24 12.85 643.91 645.08 1.17* 1.90 6.75 0.56 645.64 0.000 136.36 i644.98 646.27 1.29** 2.14 6.01 0.56 646.83 0.000 0.000 n/a 0.50 0.28 15 18 9.78 645.48 646.98 1.50* 1.77 5.54 0.48 647.46 0.868 120.79 646.28 648.03 1.50 1.77 5.54 0.48 648.50 0.868 0.868 1.048 1.35 0.64 16 18 9.56 646.48 648.67 1.50 1.77 5.41 0.45 649.13 0.829 139.42 5647.41 649.83 1.50 1.77 5.41 0.45 650.28 0.828 0.829 1.155 1.00 0.45 17 15 1.53 646.49 647.43 0.94 0.99 1.55 0.04 647.47 0.067 64.954 646.81 647.47 0.65 0.65 2.37 0.09 647.55 0.196 0.132 0.086 1.00 0.09 18 8 1.07 644.70 645.55 0.67 0.35 3.08 0.15 645.70 0.468 63.849 645.23 645.81 0.58 0.32 3.34 0.17 645.98 0.429 0.449 0.286 1.00 0.17 19 8 1.25 641.33 641.61 0.28* 0.14 8.97 0.28 641.89 0.000 52.000 643.75 644.28 0.53** 0.30 4.21 0.28 644.55 0.000 0.000 n/a 1.00 0.28 20 30 39.98 614.00 615.45 1.45* 2.94 13.60 1.25 616.70 0.000 84.558 616.00 618.13 2.13** 4.45 8.98 1.25 619.38 0.000 0.000 n/a 2.03 2.55 21 30 30.41 624.90 626.30 1.40* 2.84 10.72 0.92 627.22 0.000 100.00 626.40 628.28 1.88** 3.96 7.69 0.92 629.20 0.000 0.000 n/a 1.50 n/a Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date: 8/17/2023 Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box Storm Sewers v2023.00 Hydraulic Grade Line Computations Page Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) M (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) M M (ft) (K) (ft) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) 22 24 20.67 626.90 628.28 1.38 2.31 8.93 0.89 629.16 0.000 100.23 628.40 630.03 1.63** 2.74 7.55 0.89 630.91 0.000 0.000 n/a 1.50 1.33 23 18 11.09 628.90 630.03 1.13 1.43 7.78 0.75 630.78 0.000 100.0010630.40 631.67 1.27** 1.60 6.94 0.75 632.42 0.000 0.000 n/a 1.50 n/a 24 15 9.19 630.65 631.67 1.02 1.08 8.54 0.93 632.60 0.000 99.174 633.08 634.24 1.16** 1.19 7.73 0.93 635.17 0.000 0.000 n/a 1.00 0.93 25 15 8.07 629.15 630.03 0.88 0.92 8.75 0.76 630.78 0.000 99.174 632.75 633.87 1.12** 1.16 6.97 0.76 634.62 0.000 0.000 n/a 1.00 0.76 26 15 8.39 627.65 628.33 0.68* 0.68 12.34 0.80 629.13 0.000 99.174 632.75 633.88 1.13** 1.17 7.18 0.80 634.68 0.000 0.000 n/a 1.00 n/a 27 15 8.42 626.15 626.78 0.63* 0.62 13.61 0.81 627.59 0.000 99.174 632.75 633.88 1.13** 1.17 7.20 0.81 634.69 0.000 0.000 n/a 1.00 n/a 28 24 13.79 624.00 625.33 1.33* 2.22 6.21 0.59 625.92 0.000 198.30 625.21 626.54 1.34** 2.23 6.18 0.59 627.14 0.000 0.000 n/a 0.73 0.43 29 15 6.04 625.96 627.05 1.09* 1.13 5.32 0.44 627.49 0.796 89.150 626.67 627.76 1.09 1.13 5.32 0.44 628.20 0.797 0.797 0.710 1.27 0.56 30 15 3.92 626.87 628.32 1.25 1.23 3.19 0.16 628.48 0.368 96.843 627.65 628.62 0.98 1.03 3.80 0.23 628.85 0.403 0.386 0.373 1.00 0.23 31 24 8.64 625.41 626.54 1.14 1.67 4.69 0.42 626.96 0.000 158.09 626.37 627.42 j 1.05** 1.67 5.19 0.42 627.84 0.000 0.000 n/a 0.79 0.33 32 18 7.91 626.87 628.01 1.14* 1.44 5.48 0.47 628.48 0.658 59.283 627.26 628.40 1.14 1.44 5.49 0.47 628.87 0.661 0.660 0.391 0.78 0.36 33 18 7.57 627.46 628.76 1.31 1.63 4.64 0.33 629.10 0.474 91.533 628.06 629.15 1.09 1.38 5.49 0.47 629.62 0.671 0.573 0.524 1.43 0.67 34 12 1.53 628.56 629.82 1.00 0.79 1.94 0.06 629.88 0.109 31.638 629.00 629.84 0.84 0.71 2.16 0.07 629.92 0.104 0.106 0.034 1.26 0.09 35 12 1.09 629.20 629.93 0.73 0.33 1.76 0.17 630.10 0.000 37.944 629.72 630.16 j 0.44** 0.33 3.29 0.17 630.33 0.000 0.000 n/a 0.80 0.13 36 10 0.83 629.92 630.20 0.28* 0.16 5.10 0.16 630.36 0.000 54.000 630.67 631.07 0.40** 0.26 3.18 0.16 631.23 0.000 0.000 n/a 1.00 n/a 37 15 3.60 628.31 629.82 1.25 1.23 2.93 0.13 629.96 0.310 118.16 i 629.13 630.15 1.02 1.08 3.34 0.17 630.32 0.311 0.310 0.367 1.37 0.24 38 10 2.69 629.55 630.39 0.83 0.55 4.92 0.38 630.77 0.890 39.414 629.74 630.74 0.83 0.55 4.92 0.38 631.12 0.890 0.890 0.351 1.00 0.38 39 24 2.17 614.00 614.40 0.40* 0.44 4.90 0.18 614.58 0.000 105.36 1615.30 615.81 0.51** 0.63 3.42 0.18 615.99 0.000 0.000 n/a 0.82 0.15 40 24 2.24 615.50 615.89 0.39* 0.43 5.21 0.19 616.07 0.000 69.804 616.50 617.02 0.52** 0.65 3.45 0.19 617.20 0.000 0.000 n/a 1.00 0.19 Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date: 8/17/2023 Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box Storm Sewers v2023.00 Hydraflow HGL Computation Procedure Page General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance,supercritical flow exists and critical depth is temporarily assumed at the upstream end.A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed.Calculations begin at Line 1 and proceed upstream. Col.2 The line size. In the case of non-circular pipes,the line rise is printed above the span. Col. 3 Total flow rate in the line. Col.4 The elevation of the downstream invert. Col.5 Elevation of the hydraulic grade line at the downstream end.This is computed as the upstream HGL+Minor loss of this line's downstream line. Col.6 The downstream depth of flow inside the pipe(HGL-Invert elevation)but not greater than the line size. Col.7 Cross-sectional area of the flow at the downstream end. Col.8 The velocity of the flow at the downstream end, (Col.3/Col.7). Col.9 Velocity head(Velocity squared/2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL+Velocity head, (Col.5+Col. 9). Col. 11 The friction slope at the downstream end(the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe(HGL-Invert elevation)but not greater than the line size. Col. 16 Cross-sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col.3/Col. 16). Col. 18 Velocity head(Velocity squared/2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL+Velocity head, (Col. 14+Col. 18). Col.20 The friction slope at the upstream end(the S or Slope term in Manning's equation). Col.21 The average of the downstream and upstream friction slopes. Col.22 Energy loss.Average Sf/100 x Line Length(Col.21/100 x Col. 12). Equals(EGL upstream-EGL downstream)+/-tolerance. Col.23 The junction loss coefficient(K). Col.24 Minor loss.(Col.23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream Iine(s). 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