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Home My WebLink AboutSW6240802_Stormwater Report_20240905 .. BROADWAY CROSSING f• 'se STORMWATER IMPACT ANALYSIS YOUR TIMSION MONSD HRRO uPOUGH RS TIM PATTERSON LANE BROADWAY HARNETT COUNTY, NORTH CAROLINA „,4AL ImimeLLOU-AVF Slu •I _ �,� �. 1111 y 0.itii, �3.7 , .o, l 3-.1 L / 6 tl .ci Y� !101, •' �� / �ma r ....... . •. 40, .7 ,,, .. ....p..„ +� •. 5Z�\AJ ram'. • ter'. NW' . 4ENCF ,0 / iiiiit: f i r / .v,..c. , sr,,, . , , , r. ,Ai Intilp„:" ... ,;,..„‘ t lic. , --- t,4', 4 1 j 0111, . '\-•.':- ••• ink'- . td ' r'''''"I Mg= I A. JfL� A •r n.•,. so-\fr - , rI �Xitr '1•'. 'Cr, AsAt A--. , ' Nt‘,.,:CM NI , ' ,t,„.s.;\ k4 ' • \ St# •!-°v Tw.(0 I°%' I- 15t - %.• , ,--t .4 11‘ 40 :Y.: 1, z al- R ,�- .F •41111. � i .. litill31 �r f .:«® , IC'!►p—As•s.,. �' } �� r'� ' t' pia' y L— , 1 ;i; S S.T an ` r I mow. l I It t ' MI .,T. - Kir .4.r. .0% ... " MilMr--• -# •4 —- gla • Pi • kin',, litil illirliali '''' '-us •.!•• 7"/ER._...A A -'""41Vian 1 k i : sillipmf- 1.-..-_, 1- ____ ii! JULY 30,2024 PREPARED FOR: PREPARED BY: BLUE SNOW, LLC Timmons Group, NC License No. C-1652 114 Hawkins Ave. 5410 Trinity Road Sanford, NC 27330 Suite 102 Mark Lyczkowski Raleigh, North Carolina 27607 919.842.0334 mark@fig.Il Project Summary Introduction Broadway Crossing is a proposed 368.08-acre community, bound by Seminole Road (SR 1280) on the west, US 421 N on the south, and Hollies Pines Church Rd. (SR 1273) on the east. The development proposes 220 single family residential lots and is zoned RA-30. Streams, wetlands, and stream buffers are located throughout the site, generally within the middle of the property, sloping from west to east, and are delineated on the plans. One localized discharge point exists around the perimeter of the site and serves as the Point of Interest (P01) for the development for the purposes of studying the pre- to post-development impacts of the project on runoff peak flows. POI 1 is located along the northeast portion of the property where Daniels Creek (Stream Index 18- 10-(2); C; WS-IV-PA) discharges north. The property is located within the Cape Fear River Basin. Drainage Area Maps are included in the appendices. The requirements for a low-density development per 15A NCAC 02H .1017 are a maximum impervious area allowed for is 24% or a maximum of 2 DUA. The proposed impervious percentage is approximately 16.2%. Since the site meets the requirements for low density, no peak flow attenuation or runoff treatment is required. Stormwater runoff will be conveyed with the use of roadside swales and RCP culverts. Swales have been designed to convey the 10-year storm and outlet at non-erosive velocities. Calculations for proposed roadside swales are included in the appendices. Culverts have been designed to convey the 25-year storm while keeping a Hw/D ratio below the NCDOT standard of 1.2. The 100-year storm has also been analyzed to prevent overtopping the road, with a minimum freeboard of 1 foot from shoulder elevation. Calculations for proposed RCP culverts are included in the appendices. Methodology This analysis was prepared using the following available sources of information: 1. Boundary and Property data from a survey prepared by Stokes Surveying dated June 1, 2022. 2. Topographic data from Harnett County GIS 3. Riparian Buffer, Creek, and Wetland data from Harnett County GIS 4. Preliminary Soil Information from Agri-Waste Technology, Inc. and USDA Web Soil Survey 5. FEMA Flood Insurance Rate Maps 6. NOAA Atlas 14 rainfall data. This analysis is based on the hydrologic and hydraulic principles and methodologies documented in the following publications: 1. Harnett County UDO 2. USDA, SCS, National Engineering Handbook, Section 4, Hydrology (NEH-4) 3. SCS Technical Release 55 .••.••• • • • TIMMONS GROUP 1 www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. 4. SCS Technical Release 20 5. Elements of Urban Stormwater Design by H. Rooney Malcom, P.E. 6. NCDENR Stormwater BMP Manual • Discharges for all stormwater management devices (if applicable)were calculated using Rational methodology. • Discharge calculations, runoff volumes, runoff calculations, and routing of SCM devices (if applicable) were performed using Autodesk Hydraflow Hydrographs Stormwater Extension. • Times of concentration were determined using TR-55 or assumed to be a minimum of 5 minutes. • While the numbers and values generated in this analysis are not absolutely accurate, the analysis has been performed in a consistent fashion such that the results are sufficient for the comparison of the before and after development conditions. • • TIMMONS GROUP 21 www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. Supporting Documentation NOAA Atlas 14 Rainfall Data USDA NRCS Web Soil Survey NCDENR Water Supply Watersheds Mapper Drainage Area Maps Culvert Sizing Calculations Permanent Ditch Calculations Downstream Analysis • • TIMMONS GROUP 3 I www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. NOAA Atlas 14 Rainfall Data ,••••.. •• . TIMMONS GROUP 4 I www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. 4/12/23, 1:30 PM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 .es„.""N., Location name: Broadway,North Carolina,USA* ''''''°`° i If IAa Latitude:35.4457°,Longitude: -79.0362° ilk, none I Elevation:mitt**�os�acs o'p`'u "'source:ESRI Maps **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 5.14 6.06 7.04 7.76 8.60 9.19 9.74 10.2 10.8 I 11.3 (4.69-5.68) (5.53-6.70) (6.41-7.76) (7.06-8.56) (7.79-9.47) (8.29-10.1) (8.74-10.7) (9.13-11.2) (9.56-11.9) (9.89-12.4) 10-min 4.10 4.85 5.64 6.21 6.86 7.32 7.74 8.11 8.56 8.87 (3.74-4.53) (4.42-5.35) (5.14-6.22) (5.65-6.84) (6.20-7.54) (6.60-8.04) (6.94-8.50) (7.24-8.91) (7.57-9.40) (7.79-9.74) 15-min 3.42 4.06 4.76 5.24 5.80 6.18 6.52 6.82 7.18 7.42 (3.12-3.78) (3.70-4.49) (4.33-5.25) (4.76-5.77) (5.24-6.37) (5.57-6.79) (5.85-7.16) (6.09-7.50) (6.35-7.88) (6.52-8.16) 30-min 2.35 2.81 3.38 3.80 4.29 I 4.65 5.00 5.31 5.72 6.01 (2.14-2.59) (2.56-3.10) (3.08-3.73) (3.45-4.18) (3.88-4.72) (4.20-5.11) (4.48-5.49) (4.74-5.84) (5.05-6.27) (5.28-6.60) 60-min 1.46 1.76 2.17 2.47 2.86 3.15 3.44 3.73 4.10 4.39 (1.33-1.61) (1.61-1.94) (1.97-2.39) (2.25-2.72)J (2.58-3.14) I (2.84-3.46) (3.09-3.78) (3.32-4.09) (3.62-4.50) 1 (3.85-4.82) 2-hr 0.859 1.04 1.30 1.49 1.75 1.96 2.16 2.37 2.65 2.87 (0.776-0.958) (0.942-1.16) (1.17-1.44) (1.35-1.66) (1.57-1.95) (1.75-2.18) (1.92-2.40) (2.09-2.63) (2.31-2.94) (2.48-3.18) 3-hr 0.607 0.735 0.921 1.07 1.27 1.43 1.60 1.77 2.01 2.20 (0.550-0.678) (0.667-0.820) (0.834-1.03) (0.965-1.19) (1.14-1.41) (1.27-1.59) (1.41-1.77) (1.55-1.96) (1.74-2.23) (1.89-2.45) 6-hr 0.364 0.440 0.552 0.641 0.765 0.865 0.969 1.08 1.23 1.36 (0.331-0.403) (0.401-0.486) (0.502-0.609) (0.581-0.708) (0.688-0.842) (0.774-0.951) (0.859-1.07) (0.947-1.18) (1.07-1.35) (1.16-1.49) 12-hr 0.213 0.258 0.325 0.380 0.457 0.520 0.586 0.657 0.758 0.841 (0.194-0.236) (0.235-0.286) (0.295-0.360) (0.344-0.420) (0.409-0.503) (0.463-0.571) (0.517-0.643) (0.573-0.720) (0.650-0.831) (0.711-0.921) 24-hr 0.126 0.152 0.192 0.223 0.266 0.300 0.335 0.372 0.422 0.462 (0.117-0.136) (0.142-0.164) (0.178-0.207) (0.207-0.240) (0.245-0.286) (0.276-0.323) (0.308-0.361) (0.341-0.400) (0.385-0.454) (0.419-0.498) 2-day 0.073 0.088 0.110 0.128 0.152 0.171 0.190 ' 0.210 0.238 0.260 (0.068-0.079) (0.082-0.095) (0.102-0.119) (0.118-0.137) (0.140-0.163)1(0.157-0.183) (0.175-0.205)1(0.192-0.226) (0.217-0.257) (0.236-0.281) 3-day 0.052 0.062 0.077 0.089 0.106 0.119 0.132 0.146 0.166 0.181 (0.048-0.055) (0.058-0.067) (0.072-0.083) (0.083-0.096) (0.098-0.113) (0.110-0.128) (0.122-0.142) (0.134-0.157) (0.151-0.178) (0.164-0.194)I 4-day 0.041 0.049 0.061 0.070 0.083 1 0.093 0.104 0.114 0.129 0.141 (0.038-0.044) (0.046-0.053) (0.057-0.065) (0.065-0.075) (0.077-0.089) (0.086-0.100) (0.095-0.111) (0.105-0.122) (0.118-0.138) (0.128-0.151) 7-day 0.027 0.032 0.039 0.045 0.053 0.059 0.066 0.072 0.081 0.088 (0.025-0.029) (0.030-0.035) (0.037-0.042) (0.042-0.048) (0.049-0.057)1(0.055-0.063) (0.061-0.070) (0.066-0.077) (0.074-0.087) (0.081-0.095) 10-day 0.022 0.026 0.031 0.035 0.041 0.045 0.049 0.054 0.060 0.065 (0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.037) (0.038-0.043) (0.042-0.048) (0.046-0.053) (0.050-0.058) (0.055-0.064) (0.060-0.069) 20-day 0.014 0.017 0.020 0.023 0.026 0.029 0.031 0.034 0.038 0.041 (0.014-0.015) (0.016-0.018) (0.019-0.022) (0.021-0.024) (0.024-0.028) (0.027-0.031) (0.029-0.033) (0.032-0.036) (0.035-0.040) (0.037-0.043) 30-day 0.012 0.014 0.017 0.018 0.021 0.023 0.024 0.026 0.029 0.031 (0.011-0.013) (0.013-0.015) (0.016-0.018) (0.017-0.019) (0.019-0.022) (0.021-0.024) (0.023-0.026) (0.024-0.028) (0.027-0.031) (0.028-0.033) 45-day 0.010 0.012 0.014 0.015 0.017 0.018 0.019 0.021 0.022 0.024 (0.010-0.011) (0.011-0.013) (0.013-0.014) (0.014-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022) (0.021-0.024) (0.022-0.025) 60-day 0.009 0.011 0.012 0.013 0.015 0.016 0.017 0.018 0.019 0.020 (0.009-0.010) (0.010-0.011) (0.011-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020)1(0.019-0.021)1 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4457&Ion=-79.0362&data=intensity&units=english&series=pds 1/4 4/12/23, 1:30 PM Precipitation Frequency Data Server PDS-based intensity-duration-frequency (IDF) curves Latitude: 35.4457°, Longitude: -79.0362° 100 000 I I I , Average recurrence interval L 10.000 - (years) _c 47 1.000 _ 5 c — 10 c _ _ — 25 0-100 - - . - 200 a` 0-010 , 500 — 1000 0.001 —I c c c c c 6- I- 6- 6- 6- >, >,>, >. >, >, >, >,>. 'F •- •- •- •- -c -c -c -c -c r0 r0 ro N r0 ro .o r0 r0 N A tb r V N A4. -D -0-D -0 -D -D -D -0-0 iA O -I rn 0D r-1 f I� N O 0 I rfl U1 ID Duration 100.000 I I I I I I I _c 10.000 c Duration ili 1.000 - - — 5-min — 2-day c — 10-min — 3-day — 15-run — 4-day z 0-100 — 30-min — 7-day a 60-min 10 day — 2-hr — 20-day cu a` 0.010 - — 3-hr - 30-day — 6-hr — 45-day — 12-hr — 60-day 0.001 — 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Apr 12 17:30:37 2023 Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4457&Ion=-79.0362&data=intensity&units=english&series=pds 2/4 4/12/23, 1:30 PM Precipitation Frequency Data Server A ir ._ dm _ Lar a scale terrain 7,-..r r NT f.�^_ r 1, Winston-Sal em • • Durham Rocky Mount _ Greensboro • • Raleigh ,',r- _ f ORTH C AROL IN1_!_ 'Greenvi ( � •Charlotte Fayetteville. ((, ' Any i 100km r WilmiI1 t,:.n Onslow 60mi • Bat, Large scale map i \ J Winston-Salem Greensboro • o ;Darham Rocky Mount 0 Raleigh © North ' oGreenville Carolipa,.... arlotte I - 0F etteville III. vi ,,, .11 100km 'N. Wilmington 60mi Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4457&Ion=-79.0362&data=intensity&units=english&series=pds 3/4 4/12/23, 1:30 PM Precipitation Frequency Data Server Winston-Salem • Greensboro Durham . Rocky Mount • Raleigh Greenvill North • Carolina Charlotte • Fayetteville •ff, NZ • fGi.• l+S 100km Wilmington 60mi • Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4457&Ion=-79.0362&data=intensity&units=english&series=pds 4/4 4/12/23, 1:31 PM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 °° Location name: Broadway,North Carolina,USA* ''''°`° 1 If a Latitude:35.4457°,Longitude: -79.0362° a none Ii Elevation:mitt** Of o'p`'u *source:ESRI Maps •N'^r„M °� c. **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 0.428 0.505 0.587 0.647 0.717 0.766 0.812 0.853 0.902 0.939 (0.391-0.473) (0.461-0.558) (0.534-0.647) (0.588-0.713) (0.649-0.789) (0.691-0.842) (0.728-0.892) (0.761-0.937) (0.797-0.990) (0.824-1.03) 10-min 0.684 0.808 0.940 1.03 1.14 1.22 1.29 1.35 1.43 1.48 (0.624-0.755) (0.737-0.892) (0.856-1.04) (0.941-1.14) (1.03-1.26) (1.10-1.34) (1.16-1.42) (1.21-1.49) (1.26-1.57) (1.30-1.62) 1 5-min 0.855 1.02 1.19 1.31 1.45 1.55 1.63 1.71 1.80 1.86 (0.780-0.944) (0.926-1.12) (1.08-1.31) (1.19-1.44) (1.31-1.59) (1.39-1.70) (1.46-1.79) (1.52-1.87) (1.59-1.97) (1.63-2.04) 30-min 1.17 1.40 1.69 1.90 2.15 2.33 2.50 2.66 2.86 3.01 (1.07-1.29) (1.28-1.55) (1.54-1.86) (1.73-2.09) (1.94-2.36) (2.10-2.56) (2.24-2.74) (2.37-2.92) (2.53-3.14) (2.64-3.30) 60-min 1.46 1.76 2.17 2.47 2.86 3.15 3.44 3.73 4.10 4.39 (1.33-1.61) (1.61-1.94) (1.97-2.39) 1 (2.25-2.72) (2.58-3.14) (2.84-3.46) (3.09-3.78) (3.32-4.09) I (3.62-4.50) (3.85-4.82) 2-hr 1.72 2.08 2.60 2.99 3.51 3.92 4.33 4.74 5.30 5.73 (1.55-1.92) (1.88-2.32) (2.34-2.89) (2.69-3.33) (3.14-3.90) (3.50-4.35) (3.84-4.81) (4.17-5.26) 1 (4.62-5.87) (4.96-6.37) 3-hr 1.82 2.21 2.77 3.21 3.81 4.30 4.79 5.31 6.03 6.62 (1.65-2.04) (2.00-2.46) (2.50-3.08) (2.90-3.57) (3.42-4.23) (3.83-4.77) (4.24-5.32) (4.66-5.89) (5.23-6.69) (5.68-7.34) 6-hr 2.18 2.63 3.30 3.84 4.58 5.18 5.80 6.46 7.37 8.12 (1.98-2.41) (2.40-2.91) (3.00-3.65) (3.48-4.24) (4.12-5.04) (4.63-5.70) (5.15-6.38) (5.67-7.08) (6.39-8.09) (6.95-8.91) 12-hr 2.57 3.11 3.92 4.58 5.50 6.26 7.06 7.92 9.13 I 10.1 (2.34-2.84) (2.83-3.44) (3.56-4.34) (4.14-5.06) (4.93-6.06) (5.58-6.88) (6.23-7.75) (6.90-8.68) I (7.84-10.0) (8.57-11.1) 24-hr 3.02 3.65 4.60 5.35 6.38 7.20 8.04 8.92 10.1 11.1 (2.81-3.26) (3.40-3.94) (4.27-4.96) (4.96-5.77) (5.89-6.87) (6.63-7.75) (7.39-8.65) (8.17-9.60) (9.23-10.9) (10.1-11.9) 2-day 3.51 4.23 5.30 6.14 7.28 8.19 9.13 10.1 11.4 12.5 (3.26-3.78) (3.94-4.55) (4.92-5.70) (5.69-6.60) (6.72-7.83) (7.54-8.81) (8.38-9.82) (9.24-10.9) (10.4-12.3)I (11.3-13.5) 3-day 3.72 4.48 5.58 6.44 7.63 8.57 9.54 10.5 11.9 13.0 (3.47-3.99) (4.17-4.81) (5.19-5.98) (5.98-6.90) (7.05-8.17) (7.90-9.18) (8.76-10.2) (9.66-11.3) (10.9-12.8) (11.8-14.0) 4-day 3.93 4.73 5.85 6.74 7.97 8.94 9.94 11.0 12.4 13.5 (3.67-4.21) (4.41-5.06) (5.45-6.26) (6.27-7.20) (7.38-8.52) (8.25-9.56) (9.15-10.6) i (10.1-11.8) (11.3-13.3) (12.3-14.5) 7-day 4.54 5.42 6.62 7.58 8.90 9.95 11.0 12.1 13.6 14.8 (4.24-4.85) (5.06-5.80) (6.18-7.09) (7.06-8.11) (8.26-9.51) (9.21-10.6) (10.2-11.8) (11.2-13.0) (12.5-14.6) (13.5-15.9) 10-day 5.18 6.17 7.43 8.42 9.76 10.8 I 11.9 13.0 14.4 15.6 (4.86-5.52) (5.79-6.57) (6.96-7.91) (7.88-8.96) (9.11-10.4) (10.1-11.5) (11.0-12.6) (12.0-13.8) (13.3-15.4) (14.3-16.6) 20-day 6.96 8.22 9.74 10.9 12.5 13.8 15.1 16.4 18.1 19.5 (6.54-7.41) (7.73-8.76) (9.14-10.4) `(10.2-11.6) (11.7-13.3) (12.9-14.7) (14.0-16.0) (15.2-17.4) (16.7-19.3) (17.9-20.8) 30-day 8.66 10.2 11.9 13.2 14.9 16.3 17.6 18.9 20.6 22.0 (8.16-9.21) (9.60-10.8) (11.2-12.6) (12.4-14.0) (14.0-15.9) (15.2-17.3) (16.4-18.7) (17.6-20.1) (19.1-22.0) (20.3-23.5) 45-day 11.0 12.9 14.8 16.3 18.1 19.6 21.0 22.3 24.1 25.5 (10.4-11.7) (12.2-13.7) (14.0-15.7) (15.4-17.2) (17.1-19.2) (18.4-20.7) (19.7-22.2) (20.9-23.6) (22.5-25.6) (23.8-27.1) 60-day 13.2 15.4 17.5 19.1 21.1 22.6 24.1 25.6 27.5 28.9 (12.5-13.9) (14.6-16.2) (16.5-18.4) (18.0-20.1) (20.0-22.3) (21.4-23.9) I (22.7-25.5) (24.1-27.0) (25.8-29.1) (27.0-30.6) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates (for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4457&Ion=-79.0362&data=depth&units=english&series=pds 1/4 4/12/23, 1:31 PM Precipitation Frequency Data Server PDS-based depth-duration-frequency (DDF) curves Latitude: 35.4457°, Longitude: -79.0362° 30 1 I I 1 Average recurrence 25 interval (years) c — 1 4 20 - 2 a a) — 5 V c 15 .. . — 10 •r • — 25 ra 'a — 50 v a — 200 5 _-- _ 500 -` 1 — 1000 • .E •E •E E •E L fL L LN t � ��0 -N �40 -0 -0 -0-0 IA O rnO r-1 V N A I. O NI -I lD rn Tr ID Duration 30 1 25 - c r 20 Duration a v — 5-min — 2-day c 15 - — 10-min — 3-day •y7-, 15�n1n — 4-day +° — 30-min — 7-day o. 'art.,- 10 - — 60-min — 10-day a` — 2fir — 20-day 3-hr — 30-day 5 — 6fir — 45-day , — 12-hr — 60-day 0 f 1 1 1 I I I — 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Apr 12 17:31:40 2023 Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4457&Ion=-79.0362&data=depth&units=english&series=pds 2/4 USDA NRCS Web Soil Survey .••••.. •• . TIMMONS GROUP 5 1 www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. Hydrologic Soil Group—Harnett County, North Carolina,and Lee County, North Carolina (soil) l&V 677200 677500 677800 678100 678400 678700 679000 679303 6/%1J0 679900 35°27 2"N 35°27'2"N 4111.11111111111.111111W- Nie ..:-. iI - '4• 4, .• PI 4 LnD r , _ ._ Cap nB . ji Bb 1 If _ BnB„ _ .. , \ DOA CaD '4 ' �,� �� i '■+ ...._ BnB 8 DoB NoB f N t / • VeB , t. -le -r '' Ra VeD �-, Ln ,DoA • AA. Us Hwy 421 7 " .4 ��o To y ,_ t. - r FuB 0000 Gawp tea "i)oa��daDoc�,rid o,' � _ ° , I ` 1- 35°26'3"N I I 35°26'3"N 677200 677500 677800 678100 678400 678700 679000 679300 679600 6/9900 3 3 Map Scale:1:12,900 if printed on A landscape(11"x 8.5")sheet Meters N 0 150 300 600 900 Feet 0 500 1000 2000 3000 Map projection:Web Mercator Comercoorciinates:WG584 Edge tics:UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey 10/2/2023 Conservation Service National Cooperative Soil Survey Page 1 of 5 Hydrologic Soil Group—Harnett County, North Carolina,and Lee County, North Carolina (soil) MAP LEGEND MAP INFORMATION Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. 0 CID Soils • D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons 0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil n A/D Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed n B scale. Transportation Q B/D r4-1. Rails Please rely on the bar scale on each map sheet for map n C measurements. ti Interstate Highways n CID US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 0 D Major Roads Coordinate System: Web Mercator(EPSG:3857) n Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts • • A distance and area.A projection that preserves area,such as the 1111 Aerial Photography Albers equal-area conic projection,should be used if more • A/D accurate calculations of distance or area are required. ^r B This product is generated from the USDA-NRCS certified data as .v B/D of the version date(s)listed below. • r C Soil Survey Area: Harnett County, North Carolina Survey Area Data: Version 21,Sep 13,2023 • • CID Soil Survey Area: Lee County,North Carolina • • D Survey Area Data: Version 22,Sep 13,2023 • w Not rated or not available Your area of interest(AOI)includes more than one soil survey Soil Rating Points area.These survey areas may have been mapped at different scales,with a different land use in mind,at different times,or at O A different levels of detail.This may result in map unit symbols,soil O A/D properties,and interpretations that do not completely agree across soil survey area boundaries. • B Soil map units are labeled(as space allows)for map scales • B/D 1:50,000 or larger. Date(s)aerial images were photographed: Apr 23,2022—Apr 27,2022 USDA Natural Resources Web Soil Survey 10/2/2023 Conservation Service National Cooperative Soil Survey Page 2 of 5 Hydrologic Soil Group—Harnett County, North Carolina,and Lee County, North Carolina (soil) MAP LEGEND MAP INFORMATION The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Natural Resources Web Soil Survey 10/2/2023 001. Conservation Service National Cooperative Soil Survey Page 3 of 5 Hydrologic Soil Group-Harnett County, North Carolina,and Lee County,North Carolina soil Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Bb Bibb soils,frequently A/D 25.5 4.9% flooded BnB Blaney loamy sand,2 to C 72.8 14.1% 8 percent slopes BnD Blaney loamy sand,8 to C 6.6 1.3% 15 percent slopes DoA Dothan loamy sand,0 to B 41.5 8.0% 2 percent slopes DoB Dothan loamy sand,2 to B 35.3 6.8% 6 percent slopes FuB Fuquay gravelly loamy B 79.2 15.3% sand,0 to 6 percent slopes GaB Gilead loamy sand,2 to C 45.9 8.9% 8 percent slopes LnD Lillington very gravelly A 2.1 0.4% sandy loam,8 to 15 percent slopes LnE Lillington very gravelly A 15.8 3.1% sandy loam, 15 to 25 percent slopes NoB Norfolk loamy sand,2 to A 33.1 6.4% 6 percent slopes Pd Pits-Dumps complex 12.8 2.5% Ra Rains sandy loam,0 to A/D 4.9 0.9% 2 percent slopes VeB Vaucluse gravelly loamy C 53.1 10.3% sand,2 to 8 percent slopes VeD Vaucluse gravelly loamy C 88.8 17.2% sand,8 to 15 percent slopes Subtotals for Soil Survey Area 517.3 100.0% Totals for Area of Interest 517.3 100.0% I Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DoB Dothan loamy sand,2 to B 0.1 0.0% 8 percent slopes Subtotals for Soil Survey Area 0.1 0.0% Totals for Area of Interest 517.3 100.0% USDA Natural Resources Web Soil Survey 10/2/2023 Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group—Harnett County, North Carolina,and Lee County, North Carolina soil Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 10/2/2023 Conservation Service National Cooperative Soil Survey Page 5 of 5 NCDENR Water Supply Watersheds Mapper .,..... • . . TIMMONS GROUP 6 I www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. NC Water Supply Watersheds 7-1 31pk K1-LLy JtQ :t aka 3tY :4, SITE DILm MAT THL LN .f.i �`�,„O c� *�lt• • J' JaG Agetkog fit ?HOI4A S, .V• 10/9/2023, 2:36:08 PM 1:18,056 0 0.13 0.25 0.5 mi Surface Water Classifications 0 0.2 0.4 0.8 km State of North Carolina DOT, Esri, HERE, Lee County, NC, State of North Carolina DOT,Esri,HERE,Garmin,GeoTechnologies,Inc.,USGS,EPA NCDENR Div.Water Resources Lee County,NC,State of North Carolina DOT,Esri,HERE,Garmin,GeoTechnologies,Inc.,USGS,EPA I State of North Carolina DOT,Esri,HERE I Drainage Area Maps ,,••... •• . 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JJ ^\ _� /i / l \ \ _ / /// /%///%` ti 1 111 1) • 1(.I/ \\1,ti.r,,\\§ Li,,, ..(�rr/r / �k) ll\ . / I , r 1 . ��!/) '_ t _ �,i..1;1«�l \ /=; 1��, ‘!/_ -.J\\�,... I,.\ . :` ,.1, -- - - _ -r✓.'/ //;'/SIG _ ��\ 11 =_ - - _� POST-DEVELOPMENT DA MAP 0 600 1200 0 4 • 10 II Feet • BROADWAY CROSSING — July 9, 2024 TIMMONS GROUP ENGINEERING I DESIGN I TECHNOLOGY S:\331\49183-Patterson_Property\DWG\49183-331C-SPHYDR-POST.dwg I Plotted on 7/9/2024 8:40 AM I by Bri Osborne Culvert Sizing Calculations ,••••.. •• . TIMMONS GROUP 81 www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #1 Culvert Barrels: 1 Drainage Area: 6.05 ac Culvert Diameter: 30 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type Open Intensity: 8.60 in/hr Center Line Elev: 461.4 Runoff Coeff: 0.65 Shoulder Elev: 460.7 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3.5 in Impervious Lots(C=0.95) 0.00 Upper Invert: 456.3 Impervious Other(C=0.95) 0.00 Lower Invert: 455.8 Lawn(C=0.35) 0.00 Culvert Length: 60.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0083 ft/ft Total to Pipe 0.00 Tailwater Elevation: 457.8 Discharge: 33.8 cfs Check Inlet Control HW/D = 1.10 (from Chart 1 below) HW = 2.75 HW Elev= (upper inv) + (HW) = 459.1 Check Outlet Control do = 1.75 (from Chart 4 below) (dc+D)/2 = 2.13 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.80 (from Chart 5 below) TW = 2.00 h =TW or(dc+D)/2 = 2.13 (whichever greater) HW = h+H = 2.93 HW Elev= (lower inv) + (HW) = 458.7 Results HW Elevation: 459.1 Cover at Shoulder: 1.6 ft Flow Condition: Inlet Control Cover at Center Line: 2.6 ft Freeboard: 1.6 ft CHART 10 180 10,000 168 8,000 EXAMPLE ® (2) (3) 156 6,000 5.4t teen.. (33 IsIse) a. 6, 5,000 a•120 ete S. 144 a. s. 4,000 • Pm 132 tew 4 3,000 DI !.s u S. 4. 120 CO - 2.1 7.4 2.000 PI 2.2 7.7 4. 108 - 3. •pe ltsa _ 3. 96 3. 1,000 800 - -- 84 600 -' 2. 2- 500 / -- e - 72 4O 2. o 2 300 t� / _ !.3 1.3 i• Z , l' 200 � � -1.S z GO x / IL1 - a S4 - _ / i�--- 0 > 4s ':3 so -, Q / = 60 1.0 1.0 u.u 42 ai sO HW E*:-HANCE O 0 s a 40 SSCALE TYPE Wes"'1.0 ta 36 .i 9 9 3• In11e..r.W. .lte W eNeNll O .9 t 33 t 20 121 4,O a lad..f. W c 11.edN11 = ,6 .a (3) Orsirre soli .6 pelesrlq 27 10 - .7 .1 24 a ^ .7 6 To rim s•.le(2)or(31 er.j.sr 21 5 Berl ill t. Nets co),time 4 ■ss strelget 1s.11s.•Ilsi ammo t) 444 0 s.sl..,sr nine,•• as .6 .6 3 letestrere4. r 6 !6 2 iS .5 .5 .5 10 12 HEADWATER DEPTH FOR HEADWATER SCALES 2153 GONGRETE PIPE CULVERTS REVISED HAT 1964 WITH INLET CONTROL IluREAu OF PUBLIC 1,O401 JAIL 19.3 181 CHART 4 3 UMW -1- I 1 I - 2 - - , 3, . 3. I - ac CANNOT EXCEED TOP OF PIPE VD .3 �. 11 1 i . t I [ [ L 0 10 20 30 40 SO 6o TO 00 !O 100 DISCHARGE-Q-CFS 6 1 , 1 I 1 I i I 1 I 1 [ ( a 5 I. I _ I I I I ! I , I T W I I 1----- ,. - I I I 1 1 I 1 tiJ ,//1 1 1 I /001. - I_ I ' 1 a I a z I-- • 3 / ' 1 _ c CANNOT EXCEED TOP OF PIPE 3 c s I I ( ` 1 I 1 tai 0 -J F I a ;. 20 IDO 200 300 400 Soo 600 700 ao0 900 1000 F - DISCHARGE-Q-CFS ,.,7 u } , , 12 I — ; I I . - 6 I I , I 6 L 4 I ac I CANNOT EXCEED TCP OF PIPE 4, 1 9 DIA _ _ - 0 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-,rl Vkyv D3 FIly CHART 5 r 2000 --W-Y-- 7 — — \----„ ---)" Ni -A 1000 ; _ YTL!IJRor(11GLD OLT Cui.v(PIT /1Dr1N JL G ► L —.S I. J - 60Q --120 Per VOW C1 w w..r1«,raraw PM by -.6 +A Nan mamma was amyl gnomons Soo —1OS .8 500 -!6 - 0�'r 1.0 •400 -64 - 300 - -72 _/ - -66 �� - 0)4 }'yr..�/�.3� C!' 1h -2 200 -60 /�,/ °a f - N tt 54 i�- /�J Z . i ,• z / CI - -- 100 i i� © 00 ��` = w •0 _- +2 L0° 1u -4 t -'" nJ R� -S z -36 60 D: --e aI- -3 3 R°O b°° SO Id 30 - °° _e 40 C —27 © ' - a IQ C.- •0 .14 —10 -26 .11' 20 -2t - Or•-la --20 10 '-IS . a 12 d P1rlt> mhs ptP,- 6 S (1) " LI t61H P1i2C f 1..1?/sw Li-i (To APP. Ke. YAWEi (-D " Q .l TAzKv.1 LP•1G -Rip.ocki.t rt- owl -ypu446 c. 4 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL SuaLAu O► Pim.C 110•05 +.1L mu n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #2 Culvert Barrels: 1 Drainage Area: 12.07 ac Culvert Diameter: 36 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 10 min Entrance Type Open Intensity: 6.86 in/hr Center Line Elev: 456.1 Runoff Coeff: 0.50 Shoulder Elev: 455.4 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 4 in Impervious Lots(C=0.95) 0.00 Upper Invert: 449.4 Impervious Other(C=0.95) 0.00 Lower Invert: 447.8 Lawn(C=0.35) 0.00 Culvert Length: 75.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0213 ft/ft Total to Pipe 0.00 Tailwater Elevation: 450.2 Discharge: 41.4 cfs Check Inlet Control HW/D = 1.15 (from Chart 1 below) HW = 3.45 HW Elev= (upper inv) + (HW) = 452.9 Check Outlet Control do = 2.00 (from Chart 4 below) (dc+D)/2 = 2.50 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 1.00 (from Chart 5 below) TW = 2.40 h =TW or(dc+D)/2 = 2.50 (whichever greater) HW = h+H = 3.50 HW Elev= (lower inv) + (HW) = 451.3 Results HW Elevation: 452.9 Cover at Shoulder: 2.7 ft Flow Condition: Inlet Control Cover at Center Line: 4.2 ft Freeboard: 2.6 ft CHART 10 180 10,000 166 8,000 EXAMPLE ® (2) (3) 156 6,000 0.4t inches (3.3 toe) 6. 6. 5,000 a•120 cis S. 144 6. s. 4,000 • u. 132 taw 3,000 4. (I) 2.3 ILI S' 4. 120 CO t.I 7.4 2.000 131 2.2 7.7 4. 106 3. •D is tart 3. 96 3. !,000 000 -_ 84 600 / -' 2. Y- 500 /72 40 R. 2. 0 / 31 2 300 t� / _ !.S (.3 o in Z lj 200 1.3 z 60 u x / tat a S4 7-- < - - - o a er /W 100 2 > 4s ':3 so - u it60 . 1.0 1.0 42 of IL SO ENTRANCE 40 Q SCALE TYPE W 1.0to ►- .9 .9 1- 30 DI I .N• .r.Hi QC 3 .9 a W• 33 S.a .a" 20 (Z) 4rssss.ad..t. W 30 it«rs.n 2 •6 .d (3) groove u• .6 pslsstlss 27 10 •7 .1 24 6 -T 6 To son sails(2).r(3)Msjar 21 5 ssti ill is assts(I),toes 4 ass •trslsst Istllss4 Ils. Mums, 0 sod 0 s.sl..,ar n.srsa as .6 .6 3 ill«trsrN. 6 !6 2 IS .5.5 .5 10 •= HEADWATER DEPTH FOR HEADWATER SCALES 2a3 GONGRETE PIPE CULVERTS REVISED MAY 1964 WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAIL isu 181 CHART 4 I i ��= 3is c CANNOT EXCEED TOP OF PIPE 1 _ - 3�I. ! I 1. t I [ I O 10 20 30 40 50 60 TO 00 !O f00 DISCHARGE-Q-CFS 6 1 , 1 ! 1 I / I 1 I 1 [ ( 6 5 I. I _ I I I I ! I , I T W I I 1----- ,. - I I I 1 1 I 1 tiJ ,//1 1 1 I /001. - I_ I ' 1 8 z I-- • 3 / ' 1 _ I ac CANNOT EXCEED TOP OF Pme c • s I I ( ` I 1 taJ 0 -.1F a I 71A. _ , 4 ;. 20 100 200 300 400 Soo 600 700 aoo 900 Woo F - DISCHARGE-Q-CFS c) u } , , 12 I — ; 10 I - I. I H . - 6 I I , I 6 L 4 I ac I CANNOT EXCEED TOP OF PIPE 0 1000 2000 3000 4000 DISCHARGE-Q-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-,rl Vkyv D3 F116: CHART 5 r 2000 --W-Y-- 7 — — \----„ ---)" N. -A 1000 ; _ MM. !.JR.r(1tGtD OLT CnLvtPIT I M1N t'v 1DG LL —.S t� J - 60Q .--I20 Per fps riot ammo .r w..ry..,rant• WI ti -.6 n.t..M M.rfMd OR OM ....� unaware SO0 --10S —.6 Soo -,6 M,Oh�'— .0 400 _64 �' - / . 300 -72 _/ - �-66 - � - N 0 —S 4 /�/� /e J Z v .a • 0 D° i z it —411 0-4—---- ti s x ^3 73 z — • • `� - w .0 / +2 LOO to -4 t C �nJ R� —S z .� . v a40 ` W -3 3 ROD b°O +6 SO / t- W --30 ° 3f tO 4 -6 40 C -27 rs• •Q • C- 0 ta —10 30 -26 - 20 -2t - O.*-16 =-2 0 10 -IS . a 12 (� Pir.11> T)IA I.,pa 6 3 �(1) " LIN61H P1i2C f L1Zisw i i' (ToAPP_ K� ui v ?i (-D " Q .l mtv.1 Lr le fl a- l ?'t owl -ypu44 6 1-04 4 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL suatw o► nisi_c no.os +.tL n43 n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #3 Culvert Barrels: 1 Drainage Area: 12.79 ac Culvert Diameter: 36 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 10 min Entrance Type Open Intensity: 6.86 in/hr Center Line Elev: 447.7 Runoff Coeff: 0.50 Shoulder Elev: 447.0 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 4 in Impervious Lots(C=0.95) 0.00 Upper Invert: 441.5 Impervious Other(C=0.95) 0.00 Lower Invert: 440.8 Lawn(C=0.35) 0.00 Culvert Length: 62.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0113 ft/ft Total to Pipe 0.00 Tailwater Elevation: 443.2 Discharge: 43.9 cfs Check Inlet Control HW/D = 1.20 (from Chart 1 below) HW = 3.60 HW Elev= (upper inv) + (HW) = 445.1 Check Outlet Control do = 2.10 (from Chart 4 below) (dc+D)/2 = 2.55 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 1.10 (from Chart 5 below) TW = 2.40 h =TW or(dc+D)/2 = 2.55 (whichever greater) HW = h+H = 3.65 HW Elev= (lower inv) + (HW) = 444.5 Results HW Elevation: 445.1 Cover at Shoulder: 2.2 ft Flow Condition: Inlet Control Cover at Center Line: 3.2 ft Freeboard: 1.9 ft CHART 10 180 10.000 168 8,000 EXAMPLE ® (a) (3) 156 6,000 0•42 lathes MS lest) d. t^ 6. a•120 5,000 cf. S. - 144 -- tli. ^ S. 4,000 s I� 132 few - — 4. 3'000 P1 2.3 11.2 S. 4. 120 12) 2.8 1.4 - - - 2,000 rn t.2 L7 •4. - 108 . �-- 3• D la feat - - L 3' - 46 1.000 — 3. - - 600 - --�- Si 600 //'ri t. 2.- "2. 500 / -.- 400 / e— 2. - 72 3 - W 300 �► = Lyf/ _ • —1.5 ^ 1.S z in / c - - 60 0 200 .--1.5 z _ / � - c yd a - - CC /W 100 L > 4A / : 80 - 2 .4 i- V 42 V 60 tau'G — 1.0 1.0 �_' 50 ENTRANCE23 0 40 G SCALE TYPE - 1.0 lai r, 9 _ .9 f- 30 11) sts.r.w. wit% IF Of 3 .9 W 3f RMeaell - 33 G t 20 m wee...es wallG 30 e.d.ell S • ^ •8 .8 (3) Oros..s.1 'S - 27 Meteetlq - 10 r•.7 .... .r' 24 r- .7 , 8 Ti sea mils(i)K(3)f>•iii•t 21 S IurI flyfa seats(I),lima - 4 ell Hra1iN Wallowa Ha.womb 0 lad 0 eN1.s,.r reverse s• "-.6 .6 3 ilt..trst.d. —,d IS 2 - - IS ` .3 —.S .S (.O it HEADWATER DEPTH FOR )IEADwA7ER SCALES 2e13 CONCRETE PIPE CULVERTS REVISED MAY 19E4 WITH INLET CONTROL t1UISEAU Of IUille ROA01 JAN-I1.3 181 CHART 4 3 i UMW - I 2 I 4 '...--- 3.5 3. - ac CANNOT EXCEED TOP OF PIPE VD I I o �o�.. 1 L 1 Ii 1 O 10 20 30 40 SO 60 TO ao !O 100 DISCHARGE 0-CFS 6 1 , 1 1 1. I I I 1 I 1 [ ( a I _ I l I I ! f T W i I 1----- ,. - I I I 1 1 I i tiJ ,//1 1 1 I 4 I , .- ° 1 i I U4 /001. - I_ I T1 a I a z I-- • 3 / ' 1 _ c CANNOT EXCEED TOP OF PIPE 3 c s I l ( ` 1 I 1 0 -J F I a r. 20 100 200 300 400 500 600 70o aoo 900 1000 F - DISCHARGE-Q-CFS ii- 12 } - , I ; 10 - i . - I I a1 I , I 6 L 4 1 ac I CANNOT EXCEED TCP OF PIPE 4, L9 DIL _ - 0 100-0 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-,rl Vkyv D3 PI<:S: CHART 5 r 2000 --.r-Y----/ — — \----„ »r NW ---0' Ni -A _ -'4v. \ Sore i,. rro4.. l - L 1000 ; - StJ LL•(1lG1D OYTT Cult'[#T PI 1IMG JLL —.S I. J - SOQ 120 s.r wrot ert.� w w..r�«.s•wti Mr ti —.6 M Moo aisle w rem:. R.KI��II 400 106 .6 500 !6 soo - 6+ ' 300 72 / -' 6 6 E/i4 i1,,, 200 60 o�� 111 2 c� 64 // " — - _ .. . I. y = ti ss D.aa �0. ��0 w. z ^3 73 z — - w +o / 42 L00 to -4 at .'" C �nJ 0 RCP -S z .� . v In 60 W _3 3 Rp0 y00 -6 a s. W .-3Q O - 40 2 tO + -e at -27 ems• •. C-- • O 0 .14 —10 30 --26 ` .12' 20 -2t O.�-I S =-2 0 10 --IS a 12 C.) Pir11> mhs ptpa- 6 3 (1) " LIN61H P1i;c f 1..1?isw Li•Ja" (To APP. Ke YAW 4 " Q .l r,a,kw (.."Le -Rip.ocki.t rt- owl -ypu446 1-04 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL 2..Lw a nnLC MACS +AIL na3 n = 0.012 185 Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 18 2024 CULVERT 4 Invert Elev Dn (ft) = 430.40 Calculations Pipe Length (ft) = 85.00 Qmin (cfs) = 63.30 Slope (%) = 8.94 Qmax (cfs) = 63.30 Invert Elev Up (ft) = 438.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 36.0 Shape = Circular Highlighted Span (in) = 36.0 Qtotal (cfs) = 63.30 No. Barrels = 1 Qpipe (cfs) = 63.30 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 9.26 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 9.86 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 433.18 HGL Up (ft) = 440.56 Embankment Hw Elev (ft) = 443.07 Top Elevation (ft) = 443.80 Hw/D (ft) = 1.69 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 100.00 Bev(ft) CULVERT 4 Hw Depth(rt) 444.00 I 6.00 Inlet c�ntrW 442.00 - 4.00 440.00 2.00 438.00 0.00 436.00 -2.00 434.00 -4.00 432.00 -6.00 430.00 -8.00 428.00 -10.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Circular CUNeert HGL Embank Reach(ft) Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #5 Culvert Barrels: 1 Drainage Area: 4.71 ac Culvert Diameter: 30 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 442.9 Runoff Coeff: 0.50 Shoulder Elev: 442.2 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3.5 in Impervious Lots(C=0.95) 0.00 Upper Invert: 436.7 Impervious Other(C=0.95) 0.00 Lower Invert: 435.2 Lawn(C=0.35) 0.00 Culvert Length: 75.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0200 ft/ft Total to Pipe 0.00 Tailwater Elevation: 437.2 Discharge: 20.3 cfs Check Inlet Control HW/D = 0.95 (from Chart 1 below) HW = 2.38 HW Elev= (upper inv) + (HW) = 439.1 Check Outlet Control do = 1.50 (from Chart 4 below) (dc+D)/2 = 2.00 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 1.60 (from Chart 5 below) TW = 2.00 h =TW or(dc+D)/2 = 2.00 (whichever greater) HW = h+H = 3.60 HW Elev= (lower inv) + (HW) = 438.8 Results HW Elevation: 439.1 Cover at Shoulder: 2.7 ft Flow Condition: Inlet Control Cover at Center Line: 4.2 ft Freeboard: 3.1 ft CHART 10 160 .-10,000 166 : s,000 EXAMPLE ® (a) (3) 156 8,000 peat teen.t ts3 d. ten) 6. 5,000_ 0•120 crs 5. 144 S. 3. 4,000 •s Kw 132 - r•0 4. 3,000 ill i.s OJ 5. 4. 120 - is) t.l t.4 2.000 (tl t.2 7.7 4. 108 3. .' •D la feat 3. 46 - 1,000 3. 600 __ Si .- 600 / ....4 -2,_ 2 500 72 ^ 400 / R. 2. = 300 `yj/ _ {.S 1.5 z in E in rz 60 tj 200 .,,..,-- 1.3 z - / to c 54 1. a o- .. Cr /W 100 tai> 48 / cc L. eo = u o - so 0. 1.0 1.0 u 42 �'0 - sc MW ENTRANCE O 0 - 40 p SCALE TYPE c 1.0 w - - .7 9 .- 38 - 30 tll -.. .rrw t 2 - M.Nll 3 •9 33 - G t t- 20 an Of.sve•e...ta W c n.N. 11 s •8 .5 • 13) erases sad .S 27 M•t•etlin 10 .7- 8 T 24 _ .7 .. 8 Ti es. se.la It).or(I)1rel.at 21 - 5 lit II, Ts sesta(I),limo - 4 es* str.lglt Wallowa Ile.womb 0 sal 0 *gales,Sr reverse se .6 .6 3 irt.etrsts.. ,d 1111 - 2 IS .5 .5 .5 t.0 I: HEADWATER DEPTH FOR HEADWATER SCALES zel3 CONCRETE PIPE CULVERTS REVISED MAY 1964 WITH INLET CONTROL t1UREAU Of PUSLIC ROA01 JAN-Ia.3 181 CHART 4 3 i t . 1 i — _ 2 ( I' �i�- -. 3.s I ...:.1.:_-- .- c CANNOT EXCEED TOP OF PIPE 1.37-0 L 1 1' J °0 10 20 30 40 SO 60 70 eo 90 100 DISCHARGE-Q-CFS 6 I , 1 I 1. I I I 1 I I [ ( 6 I _ I l I l ! f 7 W I I 1----- ,. - I I I 1 1 I i tiJ ,//1 1 1 I 4 I , .- ° 1 i I U4 I 71 i 1 1 7 " . �a X. I- 3 1 _ I do CANNOT EXCEED TOP OF PIPK 3 W 7' o. o. c s I l ( ` I 1 0 -J F I a •�A. _ , 4 r. 20 100 200 300 400 Soo 600 700 aoo 900 1000 F - DISCHARGE-Q-CFS ii- } 12 1 - , 1° - o I , , 1 I : ei _ I 6 L 7.Z._ do CANNOT EXCEED TOP OF PIPE I 4, 9 DIL _ - 0 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-11A Vkyv ,r,l PI<6 CHART 5 r 2000 --W-Y---7 — — \----„ mir 'IMF --+ N. -A _ -'4v. \ Sore s.— »'`Q - L 1000 ; atSisloCI G1D OYTLLT CulvtirT /1DD1 NG JLL -.S I. J SOQ ▪_IZO s.r wr4t ter~ w w..r�«.srwti wr r* —.s +A tiM Msi+Mt w Ire Rsta��rt soo i0S .a 500 -!6 400 _ 4 6 /' 300 -72 / ...-' -66 H 200 -so ,00 �tio�� 2 0 -s 4 / a I. z = i� ,�o ,if it —4S o-47_ ---4.aa se x 3 z / O 100 Z �� fi► CO ��` 't . w +0 / 12 ti00 to -4 Cr OC j%� 2 = . T J o -36 �`.6 R� -S `'l 40 --6 ait -3 3 kCP y00 SO 'U --30 O y0 4 —S 40 at _ © 't •I C- •0 ta —10 30 24 . .11' 20 -'2 t Or--IS =-20 10 -IS a 12 CDf,�1> nIA p,P,- 4 3 �(1) ^ LIN61H i;C P, f L�isw J a"Li• (ToAlPP_ K� YAW 4 L..� I' Q l tAz,v .1 Lr le i ga t '?I owl -rupu441 1-04 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL su.tw a ruse.C 110.os A.i. nay n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #6 Culvert Barrels: 1 Drainage Area: 9.09 ac Culvert Diameter: 36 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 10 min Entrance Type OPEN Intensity: 6.86 in/hr Center Line Elev: 390.4 Runoff Coeff: 0.50 Shoulder Elev: 389.7 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 4 in Impervious Lots(C=0.95) 0.00 Upper Invert: 385.4 Impervious Other(C=0.95) 0.00 Lower Invert: 385.0 Lawn(C=0.35) 0.00 Culvert Length: 75.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0053 ft/ft Total to Pipe 0.00 Tailwater Elevation: 387.4 Discharge: 31.2 cfs Check Inlet Control HW/D = 0.93 (from Chart 1 below) HW = 2.79 HW Elev= (upper inv) + (HW) = 388.2 Check Outlet Control do = 1.75 (from Chart 4 below) (dc+D)/2 = 2.38 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.55 (from Chart 5 below) TW = 2.40 h =TW or(dc+D)/2 = 2.40 (whichever greater) HW = h+H = 2.95 HW Elev= (lower inv) + (HW) = 388.0 Results HW Elevation: 388.2 Cover at Shoulder: 1.0 ft Flow Condition: Inlet Control Cover at Center Line: 1.9 ft Freeboard: 1.5 ft CHART 10 180 10,000 166 8,000 EXAMPLE ® (2) (3) 156 6,000 D.4t fatless (33 teat) s. 6. 5,000 0.120 de 5.144 s. S. 4,000 . tt. 132 taw 3,000 4. 111 2.5 LiS' 4. Izo CO CI 7.4 2,000 (31 2.2 7.7 4. 108 3. b 1.tail 3. 96 3• 1,000 900 __� _ 84 s00 / ...a. 2. Z. 500 72 400 / R. 2. 2 300 �y j _ 1.3 1.3 Z cn cc) CC t� 200 � 1.5 z so V x / 1st C 54 _ / 2 — — .7.r. 0 er /w 100 z > 4s ':3 so — u = so 0 1.0 1.0 u. 42 ry SO CY HW ENTRANCE 0 - Q 40 --5— SCALE TYPE ti w (.0 .9 26 9 ►� av 1T— aaaara wp.+tw tea Ra4d Sll 3 .9 • 33 0 a 20 an Werra.aa.ite 0 30 Sei.!! S r •s .6 (3) Sr....see .` 'celestial 27 IO •7 .r 24 s .7 6 To goo Nola(2)or(3)!HOIST 21 5 earl Hy to mete(I),rase 4 sa suction IatllaN 1184 mtame S Na 0 $ail..,M ,...n• as '6 .6 3 1►t.arata4. b !s 2 15 .3 10 .5 .5 It HEADWATER DEPTH FOR HEADWATER SCALES 293 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL ttu.E.0 OF RIa LIC ROAOa AM&If0 181 CHART 4 - .if , . ,�j . 4 I _ - ac CANNOT EXCEED TOP OF PIPE .. t 1.32.0 1 I L I. 1' i _ l 1 °0 10 20 30 40 SO 60 70 eo !O 100 DISCHARGE-Q-CFS 6 1 ,- 1 I 1 I i I 1 I 1 [ ( 6 I. 1 _ I I I I 1 I , 1 7 W 11 �----- _ I I I 1 1 1 1 •u 4 I 1 ,///1 I I �� --~� I ! ► 6 u.� I ' 1 �� z a 3 1 _ I do CANNOT EXCEED TOP OF Rye S la ///�7' a. 'Aic a' 1 1 ( ` 1 1 0 -J F I aet r 20 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ri c,7 u } , , 12 I — ; 10 I I.I - I . - S I , I 6 L 4 1 I__ do CANNOT EXCEED TCP OF PIPE 0 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.—,rl Vkyv D3 F116: CHART 5 r 2000 --+.r-Y-- 7 — — \----„ »sr ---)"' Ni -A 1000 ; _ !IJRlr(11G1D OYTLLT CLIvtar /1DM1t1rG JLL I. J 6OQ .--120 Per VOW Oboe w WMr�«.�«w WI y -6 MAN... Msr+Ma •as Mawr enamors r 800 --1Qs —.8 — 500 —36 ,,a•+e--'—1.0 i 400 ' - _64 / 300 - -72 / - -6 6 - t,„ - 200 -60 / * Nrso O° �+0�� a -.2 - N IL -6 4 C /� x 3 �' ■no D° i O y z / �'P 73 w +o / +2 LO° 1u -4 0 0O j%� 2 = .. . C •nJ RCP —S z . `'l 60 --6 alarg3 3 ROD y0° SO IU --30 D 40 t° —e -27 ems• •. C.- • O 0 ra —10 30 -2 6 's! 20 -2t - O r--16 --2 0 10 -IS • a t 2 C.) n Pil1> mhs ptpa- 6 3 ��C�� ^ LIN61H P1i2C f L�isw i ii• (ToAPP_ K� ui v ?i 4 (..J " Q .l mtv.1 (.."Leitl ksFl ?'t owt -y.4.616 c. HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL suet Au o► nnLc olo.os JML na3 n = 0.012 185 Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 18 2024 CULVERT 7 Invert Elev Dn (ft) = 390.00 Calculations Pipe Length (ft) = 75.00 Qmin (cfs) = 703.14 Slope (%) = 1.60 Qmax (cfs) = 703.14 Invert Elev Up (ft) = 391.20 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 72.0 Shape = Box Highlighted Span (in) = 72.0 Qtotal (cfs) = 703.14 No. Barrels = 2 Qpipe (cfs) = 703.14 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Flared Wingwalls Veloc Dn (ft/s) = 10.92 Culvert Entrance = 30D to 75D wingwall flares Veloc Up (ft/s) = 12.37 Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4 HGL Dn (ft) = 395.37 HGL Up (ft) = 395.94 Embankment Hw Elev (ft) = 399.32 Top Elevation (ft) = 401.00 Hw/D (ft) = 1.35 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 200.00 Elev(e) CULVERT 7 Hw Depth(n) 402.00 i 10.80 400.00 8.80 Inlet cons rol 398.00 6.80 396.00 4.80 394.00 2.80 rill ill 392.00 0.80 390.00 -1.20 mill 388.00 -3.20 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Box Culvert HGL Embank Reach(0) Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #8 Culvert Barrels: 1 Drainage Area: 1.82 ac Culvert Diameter: 24 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 395.7 Runoff Coeff: 0.50 Shoulder Elev: 395.0 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3 in Impervious Lots(C=0.95) 0.00 Upper Invert: 390.4 Impervious Other(C=0.95) 0.00 Lower Invert: 388.7 Lawn(C=0.35) 0.00 Culvert Length: 75.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0232 ft/ft Total to Pipe 0.00 Tailwater Elevation: 390.3 Discharge: 7.8 cfs Check Inlet Control HW/D = 0.72 (from Chart 1 below) HW = 1.44 HW Elev= (upper inv) + (HW) = 391.8 Check Outlet Control do = 1.00 (from Chart 4 below) (dc+D)/2 = 1.50 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.40 (from Chart 5 below) TW = 1.60 h =TW or(dc+D)/2 = 1.60 (whichever greater) HW = h+H = 2.00 HW Elev= (lower inv) + (HW) = 390.7 Results HW Elevation: 391.8 Cover at Shoulder: 2.4 ft Flow Condition: Inlet Control Cover at Center Line: 3.9 ft Freeboard: 3.2 ft CHART 10 180 .-10,000 166 :- 6,000 EXAMPLE ® (2) (3) — 6. 156 6,000 p•42 feeler (s3 roar) - 6. ` 5,000 0.120 de S. 144 ,--4,000 ; Ir. - 6. - 5. 132 - reer _3,000 pI 2.5 1)J - S. 4 --4. 120 - Q) 3.1 7.4 - - 2,000 (31 2.2 7.7 ` 4. IO6 _ 3. eD to teat _ •�3. 96 - 1,000 ►.. 3. - - 600 - __ 64 - 600 / 2. 2- 500 ' C - / - 2. 72 - 400 / _ _ _. 300 �yj� _ . (.S _ 1.S u 1n _ cC i z 1. 6o v C 200 / ►-I.S CS4 - _� - ice— - ` a �: 100 _' ... > 46 / cc , - eo - - u / _ - 60 a u � 1.0 ^1.0 laJ 0 42 - so HW SCALE ENTRANCE o�-LO s - 40 p TYPE W 9 ►-- 36 - 30 (1) Sowers Wee .+tw 3 - .9 9 tJ eM.Nll Q ot 33 _ t , 20 CO Groove.eo wore IA/ _ G 11.o..a1 = .6 .6 30 - (3) Groove u. .6 po(e.tlq - 27 - 10 - _ - - 7�T _ .7 6 To.eo .solo(_).r(5)M.(.st 21 ^ S earl Hy to mete(I),TNe - - 4 •e. .trelr)►t lesll5N IIe•Wimp 0 mod 0 ..•a.,or r...re. .. .5 .6 ` 3 iH«tr•te4. - .6 16 - 2 _ Is — .s s —.s — (.0 It HEADWATER DEPTH FOR MEAOWATFR SCALES 2153 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL OUREALI OF PUSLIC ROADS JAN-1943 181 CHART 4 3 FL.jilliP.11111W —,=-1---7 _ I ��r, Iac CANNOT EXCEED TOP OF PIPE • r:s I ; . 1 I IF . DrA11 _ D [ 1 [ I, 1 - O 10 20 30 40 SO 60 TO eo !o 100 DISCHARGE-0-CFS 6 1 , 1 1 I 11 1 I 1 [ 1 , 6 I _ I l i l ! f5 T W I I 1----- . - I I I 1 1 I i •u 4 I ,///1 I I rsI --~� 1 ! ► a u.� I ' 1 �� z a 3 1 _ I do CANNOT EXCEED TOP OF PIPK la ///�T. O. O. c s I l ( `III 0 J F Ia V •�A. _ , a r. 20 100 200 300 400 SOO 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- 12 } , , 10 - i I . . 1 I : S I I H , I 6 L 4 1 I ac CANNOT EXCEED TOP OF PIPE 4, L t--9 DIL _ _ - 0 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-11A Vkyv ,r,l PI<i:S: CHART 5 r 2000 I4 ----+ 144 -.4 a r �� Immo $,-. ' (000 ; St - SUING ED OYTLLT cove r r1.OM1M4 L .S s. J I 600 120 s.r In rift Crewe w w..q«.a. Mr p -.6 +M boas MfifMa a M astir - en ba0 -1011 --.• 500 -96 ��0,+4�'-1.0 i 400 -64 �� r /' 300 -72 / -66 1.. --2 2oa —so * moo C�•�ors r k-54 ��/� ,Q /�J z - C� ■110 O° i _ : -4•°'`-� ---- . •a3 o I. ", z :3 z / 'P a 100 z 4 00 `"h w .0 .i -42 y00 1u -4 c 60�i 2 = . = -� o -3 6 ,.„� \.o0 -! 60 —6 a SO W -3 3 •oo 5pa W -30 0 40 a -27 ©31 �° 1' •Q L• o '� -I 0 30 2 4' 20 21 i O�--I• 20 1• -15 • d Fiat› 1IA 1,1P,2 6 -12 5 (2) ^ LHJGT P,Pe" S t V'\,-; L'•fie (To APP 4 VA-U " 6? ,L 17RKvJ 04G i!{ k1F( rt. o'l -y 616, L'f4 4 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL SuRc.0 a r,nmc MACS nq n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #9 Culvert Barrels: 1 Drainage Area: 6.94 ac Culvert Diameter: 30 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 10 min Entrance Type OPEN Intensity: 6.86 in/hr Center Line Elev: 375.1 Runoff Coeff: 0.50 Shoulder Elev: 374.4 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3.5 in Impervious Lots(C=0.95) 0.00 Upper Invert: 369.0 Impervious Other(C=0.95) 0.00 Lower Invert: 368.5 Lawn(C=0.35) 0.00 Culvert Length: 60.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0083 ft/ft Total to Pipe 0.00 Tailwater Elevation: 370.5 Discharge: 23.8 cfs Check Inlet Control HW/D = 1.05 (from Chart 1 below) HW = 2.63 HW Elev= (upper inv) + (HW) = 371.6 Check Outlet Control do = 1.70 (from Chart 4 below) (dc+D)/2 = 2.10 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.70 (from Chart 5 below) TW = 2.00 h =TW or(dc+D)/2 = 2.10 (whichever greater) HW = h+H = 2.80 HW Elev= (lower inv) + (HW) = 371.3 Results HW Elevation: 371.6 Cover at Shoulder: 2.6 ft Flow Condition: Inlet Control Cover at Center Line: 3.6 ft Freeboard: 2.8 ft CHART 10 180 10,000 168 111,000 EXAMPLE ® (2) (3) • s. 156 6,000 D.4t teen.. (33 Net) 6. 5,000 a•12o deN.-S. 144 — s. 5. 4,000 �. 132 tew _ 4. 3,000 (1) 2.5 'A ^ S' 4. 120 tt) 3.1 7.4 - - 2,000 p) 2.2 7.7 ` 4. ` 106 - — 3. b le teat - - 3. 96 -- 3• - 1,000 . 900 - -__ _ 64 600 /r': • 2. 2. - 500 - / e 2. 72 400 v H o1 z so I 200 // «-1.s - z x / hi _ / i.. — - - C 54 O _ - er �w 100 _' ... > 48 / ¢ So — . m ale to u u so a 42 O c so Hw SCALE ENTRA at ��.Lo - s 40 E to _ —.9 ►w- 36 30 Sewers aloe .it* < 9 W 33 ,mire... o it .. t 20 cm Gr.e►e.M wt. �- .6 c e....ell i .a (3) Stem see .6 'celestial 2T I - r-,.7 ,r 24 6 ^ .T 6 T...e .sale(2).r(3)M•i••t - 21 S Berl Hy t. mete(I).TNe - 4 ... stride►t Ieellee4 Ilse tu...s S aid 0 ..el..,r r...ne .. .5 .6 3 flleetrete4. r 6 !b 2 _ - iS — .3 10 — .5 .5 1= HEADWATER DEPTH FOR HEADWATER SCALES 2193 CONCRETE PIPE CULVERTS REVISED MAY 1964 WITH INLET CONTROL fuw E.0 OF R1eLIC ROw O. JAK 1943 181 CHART 4 3 I UMW .. I I 2 - j�il 3.s I _ - de CANNOT EXCEED TOP OF PIPE 1:!� _ L I .ao1A. °0 10 20 30 40 S0 60 70 eo 90 10O DISCHARGE-Q-CFS 6 1 , 1 1 1 I I I 1 I 1 [ ( 6 I _ i I i l 1 ( 7 W I I 1----- ,. - I I I 1 1 I i tiJ � , I T1 i 1 1 7 " . /�a X. I- • 3 I 1 _ I do CANNOT EXCEED TOP OF PIPK W / 7' f a. W c s I l ( ` I I o -J F I a V •71A. _ , 4 r. 20 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- } 12 1 — , — 6 I 67.Z._ do CANNOT EXCEED TOP Of PIPE 4, 9 DIL _ - 0 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-11A Vkyv ,r,l PI<:S: CHART 5 r 2000 _ _ `—r - ---)0 as .4 . •= r —mot Simi $,--• 'tea -laoa i = 3nM(G1D ounaT cuvlur nornwc ruLL .3 J . Iwo 120 rye wtt•t taw ■•t rr•m•rs••.r,•nr• Mr kir . +MtiM M•rlMd a M A••..4 lirsellstil ▪ 6a0 i0a a L 500 96 r� 6i 1.0 400 64 /� 300 72 2 -2O0 60 */� -.a0 ��or tu • - 34 �� - �!J z r t) ^ n0 0° i ? u 4a j• ----- /40 ti y s :3 a -IOC z / D 00 `,, < - ur - .Q /- 42 y0° W -4 z --aa.i' - 2 = . x 3a 60 tt -. 6 a ` 3 3 RO° b00_50 . - W r/ 0 •j00 • -a 4a r-' •. C..•is 27 \• 0 - O 'c3 —I 0 -30- 2' -20 21 - -I. i l a = - d -2 0 -10 I5 --a . - d Fiat› AIA pdRc -6 12 3 (2) ^ LL461}( PI Pe" Z tVAvs, La•fie (ToAPP 4 V.rW? r.4 " Q .t T7RK,1 L.M j Aga-i i F( rt. o'l -yR&kyni en L'NE HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL •urtc.. or hitt.0 ROAM l.t. na n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #10 Culvert Barrels: 1 Drainage Area: 5.31 ac Culvert Diameter: 30 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 360.2 Runoff Coeff: 0.50 Shoulder Elev: 359.5 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3.5 in Impervious Lots(C=0.95) 0.00 Upper Invert: 354.7 Impervious Other(C=0.95) 0.00 Lower Invert: 354.2 Lawn(C=0.35) 0.00 Culvert Length: 70.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0071 ft/ft Total to Pipe 0.00 Tailwater Elevation: 356.2 Discharge: 22.8 cfs Check Inlet Control HW/D = 1.02 (from Chart 1 below) HW = 2.55 HW Elev= (upper inv) + (HW) = 357.3 Check Outlet Control do = 1.60 (from Chart 4 below) (dc+D)/2 = 2.05 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.70 (from Chart 5 below) TW = 2.00 h =TW or(dc+D)/2 = 2.05 (whichever greater) HW = h+H = 2.75 HW Elev= (lower inv) + (HW) = 357.0 Results HW Elevation: 357.3 Cover at Shoulder: 2.0 ft Flow Condition: Inlet Control Cover at Center Line: 3.0 ft Freeboard: 2.3 ft CHART 10 180 10,000 166 11,000 EXAMPLE ® (2) (3) 156 6,000 0.4 6.2 feeling (3.3 run) 6, 5,000 0.120 de S. 144 — 6. S. 4,000 . N. 132 r..t - 3,000 pI 2.5 1)J S. 4. 120 () 3.1 7.4 - 2,000 (31 2.2 7.7 ` re. 1013 3. b -1.test - 3. 96 3. 1,000 900 --� 64 sao —' 2. Z. 500 / ...e..� — 2. 72 400 2 300 t� / _ !.S 1.3 Z " 200 � �J- ao 1.5 z z / Y1 - C 5 4 — - / i_ -- - 0 er /w loo > 48 / CC so — 1.2 =u so 1.0 1.0 0 42 Q S0 tog H W SCALE ENTRANC „_1.0 40 —5- t C lei ►w- 36 30 1... .N a r. . t% < 9 W.4 33 n. n.... o .9 it20 m Groove tad..t. 6 G • 11M.tNll 2 F .a (3) Sr....eel .6 p.(..tlq 27 10 - •7 .r 24 6 ^ .T a T.roe ...10(2).r(5)M.i..r 21 S her' tly t. wet.(1),time - 4 ..d mow hair..has wimp 0 ..4 0 ...1a,r re..n. .. .5 .6 3 illretretN. r' a !a 2 15 .3 1.0S .5 it HEADWATER DEPTH FOR HEADWATER SCALES 2e13 CONCRETE PIPE CULVERTS REVISED MA71964 WITH INLET CONTROL h1AEAU OF R1SL1C ROADS JAN-1943 181 CHART 4 2 I --if ,�i3 j s 1 _ - dc CANNOT ExCESD TOP OF PIPE lam° I. I_ 1 .aoiA. I , °0 10 20 30 40 SO 60 70 00 90 100 DISCHARGE-Q-CFS 6 I ,- 1 I 1. I I I 1 I I [ ( 6 I _ I l I I ! 15 7 W I I 1----- ,. - I I I 1 1 I i tiJ ,//1 1 1 I 4 I , .- ° 1 i I 1- I 71 a~ �0 z 1 _ I do CANNOT EXCEED TOP OF Pipe S la ///�7' o. c . s I l ( ` I 1 W 0 ...1F a I v 2 71A. _ , a r. 0 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- } 12 1 - , 10 1 . I 61 _ IH , I 6 L 4 1 __ do CANNOT EXCEED TCP OF PIPE I 4, L t--9 DIA _ _ - 0 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-11A Vkyv ,r,l PIZ:S: CHART 5 r 2000 --1..-,---7 — — `-----„ ». NIir ---> as .4 •= r �'q��rw-7t Simi $,-.. 414144 - IOOC IL = xnrt>.c1O Ourtir cuA.vcsir n.o.nwc PULL 5 f J a00 120 I., WOW COWES IWO rr.m.rs...r,.nr. Mr y .6 +MtiM M.rfMd a M A.M.I ■.....f. 500 I0a .6 500 !6 400 6• /" 300 72 --`66 i 1.. 2 200 so */� �00 +or tLi w. s 4 ''/'/ ,Q �/�J Z - C� _ •a o-•�l —' o tiaP ,yam s . 3 z / `P Fr 100 z © 00 `I w +0 /- 42 y00 iu -4 c7 60.-- 2 = S2. 3 6 •„� R� -3 60 _6 a 1 3� •� t00 so 1- W � . ' a 40 C 27 © C r• a-' • -6 . C- 0 '1,3 -I0 30 2a ' .0 20 21 - i 16 = d -2 0 (0 Is 6 . d Fiat› 1IA pipe 6 I2 5 (2) ^ L046T PIP Z t1nV- La•Ji (ToAPP 4 V.rWE� " 6? t T7wo.1 04G -TAga-1�F( rt. owl -,a,�y.1en L'14 4 CD HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL 'uac.0 or nnm>c MACS nq n = 0.0 12 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #11 Culvert Barrels: 1 Drainage Area: 1.88 ac Culvert Diameter: 24 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 445.8 Runoff Coeff: 0.50 Shoulder Elev: 445.1 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3 in Impervious Lots(C=0.95) 0.00 Upper Invert: 441.6 Impervious Other(C=0.95) 0.00 Lower Invert: 434.4 Lawn(C=0.35) 0.00 Culvert Length: 70.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.1029 ft/ft Total to Pipe 0.00 Tailwater Elevation: 436.0 Discharge: 8.1 cfs Check Inlet Control HW/D = 0.75 (from Chart 1 below) HW = 1.50 HW Elev= (upper inv) + (HW) = 443.1 Check Outlet Control do = 1.10 (from Chart 4 below) (dc+D)/2 = 1.55 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.40 (from Chart 5 below) TW = 1.60 h =TW or(dc+D)/2 = 1.60 (whichever greater) HW = h+H = 2.00 HW Elev= (lower inv) + (HW) = 436.4 Results HW Elevation: 443.1 Cover at Shoulder: 1.3 ft Flow Condition: Inlet Control Cover at Center Line: 5.6 ft Freeboard: 2.0 ft CHART 1O 180 .-10,000 168 11- B4Ooo EXAMPLE ® (a) (3) 156 t , 0•42 taertw d. - 6000 (IS last) 6. 1 . a.12o Os 44 5,000 S. 4,000 s - i• - S. 132 - faM - - 4. - 120 - CZ/ t.1 7.4 - - T 2,000 cn 3.2 7.7 '—•4. - 108 - N... 3. en la foot - - 3. 46 - 1,000 - 3. - Si - 600 / -' - 2.- 2 - 500 - - 400 // 2`- 2 72 _ - = 300 L*j/ _ _ -1.5 1.3 i 60 1 - 200 1.S _ a CC /W 100 _... Lai 48 V / O - 60 W,,, .-- 1.0 1.0 u 42 m so MW ENTRANCE o ^ 40 ) SCALE TYPE W�1.0 - -cc r.9 .9 36 — 30 0/ !agora wpmitts 3 .9 3f 33 W - RdN11 G . 20 CM0ra.va vg.. W.ta s G - 30 lU.1.all s .6 ('.n Or..va sad 'S ` 27 _ pratestlov — 10 — .7 _ n T • 8 To see %vale(0).or(3)Ngleat 2) - 5 turize.faly Nude s. t(1).rsaa — 4 Ise atratalt towline*It..Wogs 0 N1 0 $41101a1,s+ reverse as .6 .6 3 itiptr.t1. IS - 2 IS .5 S S t.0 I: HEADWATER DEPTH FOR HEADWATER SCALES 293 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL SU11t:AU OF PUILIC IMA01 JAN-I..3 181 CHART 4 3 I ,- lIWI — - 2 I , �� I I ! e!— ! mod• CANNOT EXCEED TOP OF PIPE ' � I 1.5 1 I L 1 0 O 10 20 30 40 SO 60 70 eo 90 100 DISCHARGE-Q-CFS 6 1 , I I t I I I 1 I 1 [ ( a I _ I I I I I f5 7 W I I 1----- ,. - I I I I 1 I 1 tiJ ,//1 1 1 I 4 I , .- ° 1 i I U4 ' i1 : E ! ! 7 " . �a X. I- • 3 1 _ I do CANNOT EXCEED TOP OF PIPK S W ///t 7' a. W 0 s a I I i I I I c I'71A. _ , a ;. 20 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- } 12 1 — . 10 - i I I I 6 L 4 I do CANNOT EXCEED TOP OF PIPE 0 1000 2000 3000 4000 DISCHARGE-Q-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-11l Vkyv ,r,l PI<6 CHART 5 r 2000 — 1M ». ----+ -.4 IOOa ; — ltJ M( G1D OYTLLT Cut.v[PIT PLC+MIM4 1.J s s. I 600 -120 s.r wrift Crewe w w...l«.a. Mr p -.6 MtiM MfifMd a Iwo Aie.1.1 SC —ICS —.6 500 -96 �,a.+4�'-1.0 i 400 -64 - r /' 300 — . -72 / - -6 6 1. �� !4' 1— 2 H zoo —so `oo tior� u r f+L �-6 4 / ,O e!� z r C� ■110 = gn 1u —46 o-�j'`� vow /43o y,� s .3 z Ft 100 z 00 `"h w .) .i -42 y00 W -4 = o -3 6 ,.,,`4 R� -! 60 user —. 6 a I- ~3 3 •CP Spa SO I- W ..-30 0 31 40 a -27 © 5° 1' •Q La 0 '� -10 30 ' .1, 20 -2f - i O�--I6 20 I, .-IS --a • d Fiat› nl, p1Ptt -6 -1 2 _5 (2) ^ L 4 Th Pe-PI S tVA\sj L'•.)e (ToAPP_ 4 VnWE� r.4 CID " Q L 17RKv1 04G i14 k1 F( '?t owl y J 6n L'4 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL wig.. a +Knm>r /40.as nu n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #12 Culvert Barrels: 1 Drainage Area: 4.94 ac Culvert Diameter: 30 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 450.7 Runoff Coeff: 0.50 Shoulder Elev: 450.0 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3.5 in Impervious Lots(C=0.95) 0.00 Upper Invert: 446.0 Impervious Other(C=0.95) 0.00 Lower Invert: 442.0 Lawn(C=0.35) 0.00 Culvert Length: 60.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0667 ft/ft Total to Pipe 0.00 Tailwater Elevation: 444.0 Discharge: 21.2 cfs Check Inlet Control HW/D = 0.96 (from Chart 1 below) HW = 2.40 HW Elev= (upper inv) + (HW) = 448.4 Check Outlet Control do = 1.50 (from Chart 4 below) (dc+D)/2 = 2.00 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.60 (from Chart 5 below) TW = 2.00 h =TW or(dc+D)/2 = 2.00 (whichever greater) HW = h+H = 2.60 HW Elev= (lower inv) + (HW) = 444.6 Results HW Elevation: 448.4 Cover at Shoulder: 1.2 ft Flow Condition: Inlet Control Cover at Center Line: 3.9 ft Freeboard: 1.6 ft CHART 10 ISO 10.000 168 : 5,000 EXAMPLE ® (a) (3) d. 156 t- 6,000 o•at hones(s3 ten) 6. _ G.12o Os 144 5,000 3. 4,000 ; - 6• . 5. 132 - ttiar - — 4. 124 - tZ) t.I 1.4 - - - 2,000 rn :.: L7 ma. - 108 . �-' 3. ._ an la feat - 3. 46 - 1,000 - 3. - 84 - 600 / -�F 2• 2r - 500 - - - 400 // 72 R. " 2. - _ - = 300 L*j/ _ _ -1.5 1.5 i z / c - 60 tj - 200 1 --1.S _ = c S4 :�/� i--- - - a Zi— OrC /W� 100 Lu> 46 / et L- 130 = V- / O - 60 W,f — 1.0 1.0 u 42 o �' Sc few ENTRANCE a�{.o a - 40 p SCALE cc TYPE -.a 36 - 30 (l) alas at 9 - aM/Nl1 1 3 •9 33 - a n t-. 20 co Grooms sae.as a Ilso/sall i — •6 .S • r (3) Grooms u1 .S ` 27 Maisel• . CL 10 e--,.7 ► 24 _ 8 7 •.. 6 To sow sails(2)or(3)Nelsat I 21 — 5 briza.faly to scale(I).lama - — 4 sae stralgtt latllas*Ilea womb 0 oat 0 silln,or remoras as .—.6 .6 3 ittatratN. ,6 IS ▪ 2 - IS ` .5 .5 .5 t.0 It HEADWATER DEPTH FOR )IEADwATER SCALES 293 CONCRETE PIPE CULVERTS REVISED MAY 1984 WITH INLET CONTROL SUNEAU OF ruauc IMA01 JAM Ifa3 181 CHART 4 2 . -�� I 1 .......,„ _ s _ - + : I �:: do CANNOT EXCEED TOP OF I •Ian I PIPE .col.. . ( 1 11 °O 10 20 30 40 S0 6o TO eo 90 100 DISCHARGE-0-CFS 6 1 , 1 1 I I i I 1 I 1 [ ( a I _ i l i l ! ( T W I I 1----- ,. - I I I 1 1 I 1 tiJ 1 � , I 71�a X. I- • 3 1 _ I do CANNOT EXCEED TOP OF PIPK W ///�T. o. o. c s I l ( ` I1 0 -J ' I a ;. 20 i00 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- 12 , , } , , 1 Io I e1 IH , I 6 L 4 1 I__ do CANNOT EXCEED TOP OF PIPE 4, L 9 DIA. _ _ - 0 1000 2000 3000 4000 DISCHARGE-Q-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-11l Vkyv ,r,l PI<:S: CHART 5 r 2000 ; 7i --)" ics —A • Sieve 3.-+ 41414.105i0ele - L-1OOC i = xnt.rzttctn Malta cutvcsir noonwc ►ut.L —.5 f J - - a00 120 I.. wtt.t Crew. ..t wraw•rs...r w.rr. POW y .6 w.t..M M.rfMd w M A.M.I W+....re aao —1011 • —.a L 500 —!6 400 —64 �� r --300 . —72 —2 . 200 —so *� `00 �,�or to r . '-54 /// ,0 4-, Z 2 - Q� nQ . I. if, S —3 z _4a= 0. ,.moo ur - • -c —42 y0° 46 W —♦ x 0 -36 60 tt --6 N � —3� Rp0 too W 40 a t°° 4 -a -11 •• C..at'27 © '.•. Q —30 —2 a ` .� -20 —21 i Q.) =-2 0 —I 0 —IS --a . d Fiat› 1,,A pipe —6 —12 :5 (2) ^ LL 4 6fil. p I1?c S t V'n V,-; L a•.J (To APP_ 4 V.1Li? r.{ ,D " Q ,L TvnvJ 04G iAgak1F( rt. owl -ypo,616n L'NE HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL 'wag.. or hill.,c ROAM l.t. na n = 0.0 12 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #13 Culvert Barrels: 1 Drainage Area: 1.32 ac Culvert Diameter: 18 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 464.5 Runoff Coeff: 0.50 Shoulder Elev: 463.8 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 2.5 in Impervious Lots(C=0.95) 0.00 Upper Invert: 460.8 Impervious Other(C=0.95) 0.00 Lower Invert: 460.3 Lawn(C=0.35) 0.00 Culvert Length: 60.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0083 ft/ft Total to Pipe 0.00 Tailwater Elevation: 461.5 Discharge: 5.7 cfs Check Inlet Control HW/D = 0.95 (from Chart 1 below) HW = 1.43 HW Elev= (upper inv) + (HW) = 462.2 Check Outlet Control do = 0.90 (from Chart 4 below) (dc+D)/2 = 1.20 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.40 (from Chart 5 below) TW = 1.20 h =TW or(dc+D)/2 = 1.20 (whichever greater) HW = h+H = 1.60 HW Elev= (lower inv) + (HW) = 461.9 Results HW Elevation: 462.2 Cover at Shoulder: 1.3 ft Flow Condition: Inlet Control Cover at Center Line: 2.2 ft Freeboard: 1.6 ft CHART 10 180 10,000 168 8,000 EXAMPLE ® (a) (3) 156 8,000 0.42 loth.'(s3 6. feat) . r 6. 144 5,000 a•12o cf. S. - � 4,000 ; wit " , ^ S. 132 few _ 4 - 3.000 (1) I.! tee S. .-.4. 120 (2) [.I 1.4 - - - 2,000 nI 2.2 L7 •4• - - 108 �-- 3. e0 11 feat .. - L 3. 46 1,000 . 3. - 800 --..___ter 500 - - �- 400 // e ~ 2. in -- T2 `E 3c , - L i z In / c ' - -- 80 1 200 — 1.3 z / - = W - c — S4 a- / — r crC /6, 100 .... — 48 / z 80 — — - u 4/ u 60 �,:- .-- 1.0 1.o 2 `o 50 MW ENTRANCE s 0 c 40 p SCALE TYPE cam-'las i.O to .- - 34 30 (I) Square•e/• elf. e..d II — 34 '— .9 33 - a 20 la Worry 100.eta G La- 30 II s e -- Ai I .(- -2710r-.T — 24 8 r- -7 - Te.se %sale(i).r(3)N•1•ar .. '- 2.1 S eerize.tallt t. smite(1),tsa. - 4 Nose atratl 11 Ld1..t Ilss te►am1. 0 1.1 0 wale•,or reverse as •6 ■- .6 3 iitptr.ted. -A18 1- 2 _ - ►-15 .-. .5 S —.S t.0 I: HEADWATER DEPTH FOR HEADWATER SCALES 2813 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL sumeK! OF PUOL1C ROA01 JAK 1043 181 CHART 4 2 . �,-' I i I a / — 3 ss ^ ac CANNOT EXCEED TOP OF PIPE, I1s i. .01I1A. I' °0 10 20 30 40 SO 60 TO eo 90 +oo DISCHARGE-0-CFS 6 1 ,- 1 1 1 I 1 I 1 I 1 [ ( 6 I _ i l i l ! ( T W I I 4----- . I I I11 I i tiJ 1 To � ,///#1 I 71�� z I-- • 3 1 _ I do CANNOT EXCEED TOP OF PIPK S W T' o. W c s I l ( ` I 1 0 -J F I a •oiA. _ , 4 is 20 100 200 300 400 500 600 700 900 900 Woo F - DISCHARGE-Q-CFS } ,z 1 - . Io I e1 _ IH , I 6 L 4 1 __ a� I CANNOT EXCEED TOP OF PIPE 4, L t--9 DIL _ - 0 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. I964 CRITICAL DE PTH CIRCULAR PIPE 184 6267--11l v D3 FIly CHART 5 r 2000 --1..-,--'7 — — `-----„ ». ---> •. .4 •= r _'q —7t Simi $,-.. IOOC IL = xnrt>.ccn ourtir cuA.vcsir no.nwc PULL s f J a00 120 I., wr•.t COWS w Wm.rs...r,.nr. Mr kir .6 +MtiM M.rlMd a M A.M.I ■.....f. s00 10a .6 500 !6 400 6• /" 300 72 ..-'6 6 06f.S i 1.. 200 so */- �°° �+or 2 4/2 �� S W. {L S 4 '�/ /!� z r C) a 100 z ♦, ° �00 ur -0 -- 42 y0 = -4 - Sc 3 6 ,�„� R� —5 60 --6 G3 3 wa° b00 SO la 3 0 ° 40 c 27 © �° r-1• �a L 0 '1,3 -10 30 24 ' .1 , 20 21 - i Ia =-20 10 15 a . d Fiat› 1IA p1Pe s 12 5 (2) " L046T PIP Z tVAVsj Li•Ji (ToAPP 4 V.rWE� " 6? 1 r�znvJ 04G iAgak1F( rt. owl -,a,�y.1en L'4 4 CD HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL 'uac.0 or nnm>c ROAM nq n = 0.012 185 Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 18 2024 CULVERT 14 Invert Elev Dn (ft) = 422.20 Calculations Pipe Length (ft) = 90.00 Qmin (cfs) = 103.67 Slope (%) = 6.56 Qmax (cfs) = 103.67 Invert Elev Up (ft) = 428.10 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 42.0 Shape = Circular Highlighted Span (in) = 42.0 Qtotal (cfs) = 103.67 No. Barrels = 2 Qpipe (cfs) = 103.67 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.13 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.93 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 425.08 HGL Up (ft) = 430.35 Embankment Hw Elev (ft) = 431.50 Top Elevation (ft) = 435.70 Hw/D (ft) = 0.97 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 100.00 Bev(9) CULVERT 14 Hw Depth(a) 436.00 7.90 434.00 - 520 432.00 3.90 n eon 430.00 1.90 428.00 -0.10 426.00 -2.10 424.00 -4.10 422.00 r -6.10 420.00 -8.10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Circular CUNeert HGL Embank Reach(0) Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #15 Culvert Barrels: 1 Drainage Area: 0.91 ac Culvert Diameter: 18 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 409.9 Runoff Coeff: 0.50 Shoulder Elev: 409.2 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 2.5 in Impervious Lots(C=0.95) 0.00 Upper Invert: 405.1 Impervious Other(C=0.95) 0.00 Lower Invert: 403.8 Lawn(C=0.35) 0.00 Culvert Length: 60.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0217 ft/ft Total to Pipe 0.00 Tailwater Elevation: 405.0 Discharge: 3.9 cfs Check Inlet Control HW/D = 0.73 (from Chart 1 below) HW = 1.10 HW Elev= (upper inv) + (HW) = 406.2 Check Outlet Control do = 0.80 (from Chart 4 below) (dc+D)/2 = 1.15 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.40 (from Chart 5 below) TW = 1.20 h =TW or(dc+D)/2 = 1.20 (whichever greater) HW = h+H = 1.60 HW Elev= (lower inv) + (HW) = 405.4 Results HW Elevation: 406.2 Cover at Shoulder: 2.4 ft Flow Condition: Inlet Control Cover at Center Line: 3.7 ft Freeboard: 3.0 ft • CHART 10 180 .-10.000 168 : 8,00o EXAMPLE ® (a) (3) 156 - 6,000 0•42 twos t33 6. Ism) 6. - 5,000 a•120 cf. S. 144 _-4r� - 6. 5. + ltw 132 - f"� 4. 3,000 111 I.s ILJ - S. 4. 124 R) 2.1 7.4 - t- 2.000 108 t3I 2.2 7.7 •4. 3. e0 1.feet 3. 46 - 1.000 - 3. • 900 - - Si __ - 600 - - 2.- 2. - 500 - 72 - 400 // e 2. tW=7 - 300 Lfj/ 1.5 1.5 i z / fc -- 60 tj c- 200 1 --1.S z / les CC /61 l00 _... > - 4e / LZ C 60 = . u �� o - so F. 1.0 1.0 42tail m - so Hw ENTRANCE o - 40 p SCALE TYPE W�1.0 - 9 m- - 36 - 30 11) !..o.*Sips mitts 3 - .9 .9 W Z - 33 - .•.dNII G - 20 1a Qr•.v.•M..t - 30 •e..Nu S .3 .6 (3) Groove s.1 .• -27 _ M.i.aip L - 10 - .7 - 24 _ 6 L- .7 • . 8 T..•. • w 0)N.{..r - 5 .t.1ly t - 2 1Tau seal.(I),Mao - u* sfrdot calla IIa.mr.gb ` ' 0 Nd 0 •N1a,or reverse a s .6 - 3 ifir.ir.tU. .-,6 - 16 2 ►-is .5 5 .5 t.0 - It HEADWATER DEPTH FOR HEADWATER SCALES 2e13 CONCRETE PIPE CULVERTS REVISED MAY 1964 WITH INLET CONTROL SUREAU OF ruauc ROADS JAN-I..3 is' CHART 4 3 I 1 ...„—...„--__, .. 1 1 I ' _ 2 mo•Pnwi --=---r I do CANNOT EXCEED TOP OF PIPE 1 1.� _ ` L ' I I . O1A j i 00 10 20 30 40 SO 60 70 eo 90 100 DISCHARGE-Q-CFS 6 I I , 1 I 1. I I I 1 I I [ ( 6 I _ i l I I ! f5 7 W i I 1----- ,. - I I I 1 1 I i tu � , I ' 1 i 1 1 7 " . �a X. I- • 3 1 _ I do CANNOT EXCEED TOP OF PIPK S W 7' o. W c s I l ( ` I 1 0 -J F I a •oiA. _ , 4 r. 20 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- o u 12 } , , 10 - i I - S I 6 7Z._ I__ do CANNOT EXCEED TOP OF PIPE 4, 9 DIL _ - 0 1000 2000 3000 4000 DISCHARGE-Q-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-,rl Vkyv D3 FIly CHART 5 r 2000 me ---+ 48 —.4 a r l. Imes $,-•. ' (000 ; St - 1tJ M( G1D OUTLLT Ctx vc r ILpMIM4 L s f J I 600 120 s.r wr4t Crewe w w...l«.a. Mr p —.6 wwltiM Msi+M• a M thie.1.1 SC -'106 —.6 500 —96 •-a,+b--'—1.0 i 400 —64 �� /' 300 - . -72 / —66 Iii, I, --2 to te. —64 /'/ +/ Z C� / I, C j r z / `P Fr 100 z t" 00 `�'' < .. w .Q .i -42 y00 la —4 c 60�i 2 = = -� o -3 4 ,-„� R� -! a60 —33 _6 IP• b00 SO W 3031 O 40 c -27 © ta r-is - L 6 O '1,3 -I0 30 —2 4 .1 , 20 —21 — i 6 =-20 la —I5 6 . d Fiat› 1IA pdd,2 6 -12 (2) ^ I046TN p Ii4 Z tVnV,-; L,'fie (ToAPP 4 VAWE� " 6? ,1 17RKvJ 04G iAgak1F( rt. o'l -y yni6, -'4 4 OD HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL wig.. a nnt.0 MACS nq n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #16 Culvert Barrels: 1 Drainage Area: 3.48 ac Culvert Diameter: 24 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 454.0 Runoff Coeff: 0.50 Shoulder Elev: 453.3 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3 in Impervious Lots(C=0.95) 0.00 Upper Invert: 449.4 Impervious Other(C=0.95) 0.00 Lower Invert: 449.0 Lawn(C=0.35) 0.00 Culvert Length: 50.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0080 ft/ft Total to Pipe 0.00 Tailwater Elevation: 450.6 Discharge: 15.0 cfs Check Inlet Control HW/D = 1.18 (from Chart 1 below) HW = 2.36 HW Elev= (upper inv) + (HW) = 451.8 Check Outlet Control do = 1.40 (from Chart 4 below) (dc+D)/2 = 1.70 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.80 (from Chart 5 below) TW = 1.60 h =TW or(dc+D)/2 = 1.70 (whichever greater) HW = h+H = 2.50 HW Elev= (lower inv) + (HW) = 451.5 Results HW Elevation: 451.8 Cover at Shoulder: 1.7 ft Flow Condition: Inlet Control Cover at Center Line: 2.6 ft Freeboard: 1.5 ft CHART 10 ISO 10,000 165 13,000 EXAMPLE ® (a) (3) 156 6,000 0•42 loth.'(33 6. lee') - tY 6. 5,000 a•120 cf. S. - 144 � 4,000 ; " , ^ S. 132 faw ^ 4 - 3.000 01 I.! 1N S. .-.4. 120 t2) [.I 7.4 - - - 2,000 nI 2.2 7.7 4- - 106 �-- 3. e0 lit feat .. - L 3. 46 1,000 - 3. - t100 - --�___-...- 500 / - - z to - 72 400 / 3t ,42. - 2 - �� _ S - 300 L1j _ -1.5 ^ 1.3 i z / c ' - -- 60 1 200 --1.3 z _ / � - / <: - c ^ S4 a - Cc /lu 100 > - -— 46 / t 60 - - u / v 60 oi W .-- 1.0 1.0 42 0 c so >iw SCALE ENT?ANCE o�1.c - w 40 p TYPE W w I- - r.9 _ .9 t- - 36 30 (I) lavers aela ..int i W eeNll 3t ^ •9 — i - 33 0 s G -- 30 20 la Wawa"Glad wait S ` ^ .s liwideall -- .s (3) Groove sad .• - -27 pratestlsl - 10 • r-•7 ._ .r' 24 6 r- -7 , 6 To ado sails(i)or(3)N1Nat 21 5 brizesfafy NW*aa(1).t as - 4 sae atralllt'Gallas*Ilse ta►egG S 1G1 0 is1as,K reverie as •6 .6 3 ilteetretee. 1.- .6 -IS 2 _ - 1-15 .-. .5 S -.S t.0 I: HEADWATER DEPTH FOR HEADWATER SCALES za3 CONCRETE PIPE CULVERTS REVISED MAY 1964 WITH INLET CONTROL s U11EAU OF PU*LIC ROA01 .IAK IfV 181 CHART 4 3 - I — i - 2 1 r I 1 I 11.E ' ' '/ 3. ' . dC CuNNOT EXCEED TOP OF PIPE 7-0 1.3 I I 1 11 I 1 t °O to 20 30 40 SO 60 70 eo 90 100 DISCHARGE-Q-CFS 6 I I ,. 1 I 1 I I I 1 I I [ ( a I _ I I I I 1 f5 7 W I I �--- . - 1 I I 1 1 I 1 •u 4 I 1 ,///1 I I �� --~� 1 ! ► 6 u_� I ' 1 /�a z• I- 3 / ' I 1 _ I do CANNOT EXCEED TOP OF Rye la c s I 1 ( ` 1 1 1 ua 0 a I r 20 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- 12 } , , I I . - al I , I 6 L 4 1 do CANNOT EXCEED TOP OF PIPE 0 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-,rl Vkyv D3 FIly CHART 5 r 2000 --1..-,--'7 — — `-----„ He --> •. .4 •= r �qv�w—fit iiinsv $,-.. 'tea N— 1a0a IL at — xnrc>.ctn ounZT cuvcnr n.00nwc LULL s f J 500 120 I., WOW COWS IWO rim.rs...r,.nr. Mr ►7 .6 +MtiM M.rfMd a M A.M.I ■.....f. 600 i0a .a 500 !6 1.0 400 64 w / 300 / 72 6 6 1 'i. 1,„ 200 60 eyo W 2 H rs I1 {. 3 4 - - / ,O /!- Z r C� = u�i 44°`i` - ^S;a , O ,Lpo 4 s - 3 z — / tw w .0 /— 42 / y00 = W -4 t7 60�:� 2 60 Cc 3 3 _6 Gwa0 bp0 50 I- W 30 0 40 c 27 a �° �••• •Q L a o '� —10 30 24 ' .5, 20 21 - i d l a =-2 0 10 (5 II . d Fiat› 1IA pipe 6 12 5 (2) ^ Lo4 61}+ P 11P Z t v'n vs..; L a•Ji (To APF' 4 vnt.0 4 OD " 6? t T7wo.1 04G i!{ru.1gF( rt. 0wl -yR J i6, L'NE HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL 'uac.0 or nni..>c ROAM nq n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #17 Culvert Barrels: 1 Drainage Area: 2.03 ac Culvert Diameter: 24 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 384.1 Runoff Coeff: 0.50 Shoulder Elev: 383.4 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3 in Impervious Lots(C=0.95) 0.00 Upper Invert: 380.0 Impervious Other(C=0.95) 0.00 Lower Invert: 379.5 Lawn(C=0.35) 0.00 Culvert Length: 75.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0067 ft/ft Total to Pipe 0.00 Tailwater Elevation: 381.1 Discharge: 8.7 cfs Check Inlet Control HW/D = 0.78 (from Chart 1 below) HW = 1.56 HW Elev= (upper inv) + (HW) = 381.6 Check Outlet Control do = 1.00 (from Chart 4 below) (dc+D)/2 = 1.50 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.40 (from Chart 5 below) TW = 1.60 h =TW or(dc+D)/2 = 1.60 (whichever greater) HW = h+H = 2.00 HW Elev= (lower inv) + (HW) = 381.5 Results HW Elevation: 381.6 Cover at Shoulder: 1.2 ft Flow Condition: Inlet Control Cover at Center Line: 2.1 ft Freeboard: 1.8 ft CHART 10 180 .-10.000 168 : 8,000 EXAMPLE ® (a) (3) 156 r , 3.42 tattles t33 6. - 6000 teal) tY 6. -_ 5.000 G•120 cr. 3• - 144 4,000 s - S. - S. 132 - few _ 4 3'� (I) 2.3 LS - S. -4. 120 - tt) t.1 1.4 - T• 2,00o c3I 3.2 L7 `•4• 108 _ 3. ._3. eD 1a feet .. 46 - 1,000 - 3. - r - 900 - __ Si / ---+ 2.-_ Z. - 600 / _ - 300 -.- - 72 --• 400 a - 2. _ v - 300 Lf / - - 1.5 - 1.5 i z 1n / fc -- 6O tj - 200 1 -1.5z c 2 - ry - c S4 i� -cr r C W 100 02-E a-> — 4d / et L- °o = u / o - do F. 1.0 —1.o 42 U. m - 50 MW ENTRANCE cm s o - 40 Q SCALE TYPE W�1.0 tu 9 - 38 - 30 (I) lima..dfa .Irw ot .9 9 tU RM'.tll - 33 CI at alt C- 20 la 0reo.a..r..ta la -- 30 llao/sell S - .8 .._ .° (3) (weave sad .s - 10 27 - ` .7-� �lre— — ° .7 .. ° Ti re* %tale(i)or(3)N•Net - 21 - 5 teriz.atallt to sane(I),limo - - 4 Ise Nreittt IatlIttt Its.Womb 0 eat 0 aNlaa,am re.arat as .6 .6 3 ilt.etreN t . -.6 ..- -I8 2 - 1-IS - .5 S -.5 - t.0 I! HEADWATER DEPTH FOR HEADWATER SCALES za3 CONCRETE PIPE CULVERTS REVISED MAY 1904 WITH INLET CONTROL S ullEAU Or puauc ROADS JAN-Ifa3 181 CHART 4 2 _.---4 i...---1 - tr • I _______ H . ..._ - -- 0L11.---. MI - 1 �t 3'. 1 I s go' ••- ,, a EXCEED TOP OF PIPE 1.3 0O1A 1 I 1 °O 10 20 30 40 SO 60 TO eo 90 100 DISCHARGE-Q-CFS 6 1 ,- 1 I I I I I 1 I 1 [ ( 6 I _ i I i l 1 ( T W I I �--- ,. - I I I 1 1 I 1 tiJ � , I T1 / : E ! ! 7 " . /�a X. a3 I 1 _ I do CANNOT EXCEED TOP OF PrPK S W f T. o. W co s I l ( ` 1 I 1 co F Ia r. 20 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- 12 } - , 10 . I I I . - 6 6 7Z._ do CANNOT EXCEED TOP OF PIPE 4, 9 DIL _ - 0 1000 2000 3000 4000 O=SCHARGE-Q-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-11A Vkyv ,rl PI<6 CHART 5 r 2000 _ 1 „ Ho —+ —.4 a a r Sieve $,-•. IC/Oa a _ luurc>,ccn 0urtf:r cuA.vcor rtornwc rul 3 f J I ao0 —120 r.. whir Creme w w....«.a..a. P 4 b a +MtiM Msi+Md a M An+.1 ■.c.,wc maw Sao —I0a --.a 500 —96 �,i a.+4�'—1.0 400 /,_ r —64 300 — . —72 / --2 200 —so */ moo �,�or r '-S 4 ��/40 '/ ,a +/�J Z C� 'Ali _ : —4a°'`- ----- , o ti y� s -3 z / 'P -. 100 z V+ oo `"'' w .0 .i —42 y0o W —4 = -� o 34 ,a„� R� —! 60 —6 a 50 I-W ^3 3 400 b00 W --30 0 40 a -27 © �o 1'� .a C..a o '1.3 —10 30 ' .1 20 —2f — i Q.) =-20 0 —15 a . d Fiat› 11A p1Pe 6 —12 5 (2) ^ L046T P,Pe" Z tVAVsj La•Ji (ToAPP 4 Vnt4.1 4 OD " 6? +1 17RKv1 04G i14ro,igi.t rt.rt. owl -yRakyJ6, L'4 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL SuRc.0 a rvst.,c ROAM a" nq n = 0.012 185 Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #18 Culvert Barrels: 1 Drainage Area: 2.57 ac Culvert Diameter: 24 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 370.7 Runoff Coeff: 0.50 Shoulder Elev: 370.0 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3 in Impervious Lots(C=0.95) 0.00 Upper Invert: 366.1 Impervious Other(C=0.95) 0.00 Lower Invert: 365.4 Lawn(C=0.35) 0.00 Culvert Length: 60.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0117 ft/ft Total to Pipe 0.00 Tailwater Elevation: 367.0 Discharge: 11.1 cfs Check Inlet Control HW/D = 0.90 (from Chart 1 below) HW = 1.80 HW Elev= (upper inv) + (HW) = 367.9 Check Outlet Control do = 1.20 (from Chart 4 below) (dc+D)/2 = 1.60 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.40 (from Chart 5 below) TW = 1.60 h =TW or(dc+D)/2 = 1.60 (whichever greater) HW = h+H = 2.00 HW Elev= (lower inv) + (HW) = 367.4 Results HW Elevation: 367.9 Cover at Shoulder: 1.6 ft Flow Condition: Inlet Control Cover at Center Line: 2.7 ft Freeboard: 2.1 ft • CHART 10 180 -10.000 168 11- 8,00o EXAMPLE ® (a) (3) 156 r- 6,000 0•42 honests3 6. teal) 6. 5.000 _ a-IZo ctt 3. 144 4,000 ; • . 5. 132 - few - - 4. 3'� iI) 2.3 tiJ - S. 4. 124 - 11n t.I 1.4 - 2,000 rn 2.2 L7 •4• - 108 . �-' 3. ._ en 1e feat - 3. 46 - 1,000 - 3. - Si 600 / mot• 2.- 2— - 72 - 500 - - - 400 .- R. " 2. _ a - tn _ - 300 L*j/ _ _ -I.5 1.5 i =in z "' -- 200 / 1 - 1.3 = - 60 c� _ -_ . W . a_ _ Cc 61 100 _... > - 48 / tz L.. 80 = t=j �/ V - so W� — 1.0 I.o 42 u. 0' sc MW ENTRANCE 0 o 40 Q SCALE TYPE- � -I.O ,.. 9 9 at W aeerNll G •� - — 33 20 co Waee, sate pj - G 30 aim/.ill s — .8 .s it'� Oreees u1 .8 -27 - •esisetl. . - IO r-.7 •► • 4 _ 8 r- -7 , s To sow seal.(2). (3)Na1•et - 21 • 5 brizo.faty te to sett*(I)• aa - - 4 sae Hreigtt ittllas*I{.e womb 0 mid 0 aa01ea,ar reverie as .6 .6 3 ittatr*tN. -.6 -IS 2 - ►-1S - - .S 5 .5 t.0 - I: HEADWATER DEPTH FOR HEADWATER SCALES za3 CONCRETE PIPE CULVERTS REVISED MAY 1984 WITH INLET CONTROL SUREAU OF ruauc ROADS JAN-IfV 181 CHART 4 3 - I - - _ 2 - I - ��'� I I ,/l " 1 , __ ty ac ranrRii EXCEED TOP OF PIPE 1.! L 1 .OD1A. 11 I 1 t 1 1 °O 10 20 30 40 SO 6o TO eo !O 100 DISCHARGE-Q-CFS 6 1 , 1 1 1. I / I 1 I 1 [ ( a I _ I l I I ! f5 T W i I 1----- ,. - I I I 1 1 I i tiJ ,//1 1 1 I 4 I , .- ° 1 i I U4 I ' 1 i 1 1 7 " . na �a X. a 3 1 _ I do CANNOT EXCEED TOP OF PIPK S W T' a. a. c s I l ( `III 0 -J F I a r. 20 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- } 12 I — , 10 - i I . . ' 1 I : a I 6 L 4 1 I__ do CANNOT EXCEED TOP OF PIPE 4, L 9 DIL _ _ - 0 1000 2000 3000 4000 DISCHARGE-Q-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-11A Vkyv D3 P1;6: CHART 5 r 2000 --W.-1 —7 — — `-----„ ». ---> •. •= r �gv�rw Simi $,-.. C7.9`< %. t0o0 IL = xnMatccn Mat. r cut.vcsir nornwc ►ut.L .-.5f ' - 600 -120 s.. wrtet Crewe w erwrsr».Wawa, POW kir -.6 +MtiM MfrlMd a M W.W.I WUc W 6aO —ICS —.6 500 -96 ��a,+4�'-1.0 i 400 -bi �� ,. 300 -72 - -66 t •••••• •• ►- - --2 200 -so �i*�� 'p0 efor IL. _ k-S4 '�- I' Z r t� x —Sao-•�� — .� _ o IA 'yam r . 3 z / `P Fr 100 z / 00 vj, ur •o / —a2 y00 W -♦ t9 60.�.' 2 z = o -3 6 ..,,`4 R� -! 60 -. 6 a -33 •� b00 SO � IY ..-30 0 31 40 At • IQ C- 30 . G '1,' 10 a 0 20 -2t - i Q.) =-20 -10 -te --6 . - O Fiat› AIA pdde -6 -Ix -5 ,(2) ^ LHJ G1}+ p 1 pe" Z t VA vs, L,•�e (To APF' 4 Vnt4.1 r.4 CD " Q L 17RKv1 04G iAgak1F( '?t owl -,aky.1en L'14 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL 'urtc.0 a +KrimC ROAM l.k. nu n = 0.012 185 Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Apr 18 2024 CULVERT 19 Invert Elev Dn (ft) = 422.60 Calculations Pipe Length (ft) = 120.00 Qmin (cfs) = 108.71 Slope (%) = 6.58 Qmax (cfs) = 108.71 Invert Elev Up (ft) = 430.50 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 36.0 Shape = Circular Highlighted Span (in) = 36.0 Qtotal (cfs) = 108.71 No. Barrels = 2 Qpipe (cfs) = 108.71 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 8.12 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 9.00 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 425.30 HGL Up (ft) = 432.89 Embankment Hw Elev (ft) = 434.76 Top Elevation (ft) = 442.60 Hw/D (ft) = 1.42 Top Width (ft) = 30.00 Flow Regime = Inlet Control Crest Width (ft) = 100.00 Bev(1t) CULVERT 19 Hw Depth(a) 446.00 15.50 442.00 11.50 438.00 7.53 434 Inte[contrc 3.50 430.00 :.: 422.00 - -8.50 418.00 - -12.50 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 Circular Culvert HGL Embank Reach(fl) Project: • Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 04/18/24 Culvert Design Worksheet I Culvert #20 Culvert Barrels: 1 Drainage Area: 7.26 ac Culvert Diameter: 36 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 457.4 Runoff Coeff: 0.50 Shoulder Elev: 456.7 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 4 in Impervious Lots(C=0.95) 0.00 Upper Invert: 451.7 Impervious Other(C=0.95) 0.00 Lower Invert: 451.3 Lawn(C=0.35) 0.00 Culvert Length: 60.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0067 ft/ft Total to Pipe 0.00 Tailwater Elevation: 453.7 Discharge: 31.2 cfs Check Inlet Control HW/D = 0.94 (from Chart 1 below) HW = 2.82 HW Elev= (upper inv) + (HW) = 454.5 Check Outlet Control do = 1.75 (from Chart 4 below) (dc+D)/2 = 2.38 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.55 (from Chart 5 below) TW = 2.40 h =TW or(dc+D)/2 = 2.40 (whichever greater) HW = h+H = 2.95 HW Elev= (lower inv) + (HW) = 454.3 Results HW Elevation: 454.5 Cover at Shoulder: 1.7 ft Flow Condition: Inlet Control Cover at Center Line: 2.6 ft Freeboard: 2.2 ft CHART 10 180 10.000 168 6,000 EXAMPLE ® (a) (3) 156 6,000 0•42 hones(s3 d. laat) r. 6, 5,000 a•IZo Os _S. 144 i. . S. 4,000 s I� 132 fa0 ` 3,000 (1) 2.5 N S' ""4. 120 12) [.I 7.4 - 2,000 13) 2.2 7.7 4 108 N... 3, tp la feat - -`3- - 46 1,000 3 .. Si 600 / -. 2.- -2r 500 / �- to 72 400 t / R. 2. S 300 Lfj/ _ —45 — 1.3 z in / c - 60 1 200 1.3 z = / � - c S4 _ / 2 -- - _I- - cc /4, 100 x > 46 / (2 60 — - U O 60 0. u — 1.0 ,-1.0 42 m. In so HW ENTRANCE -� 0 40 G SCALE TYPE W 1.0 - w — o 36 7Q (1) 7asars dp wit% • 33 tol Woodman 3 .9 - a a 42 20 to Ors..a..t..t. 0 30 Woodsoni — .8 .... .>3 (3) Groove u1 .• ` 27 M.)aalp • I0 "".7 ._ .r' 24 8 7 8 Ti sow sails(3).or(3)Nalatt L 2.1 5 briztstaIy is Nude(I).tat. 4 sae atroloit istllas*Its.nl►agf• S mid 0 sisi.t,ar remorse as —,6 .6 3 iilptratN .- . .6 18 2 - IS ` .5 —.S .5 t.0 It HEADWATER DEPTH FOR HEADWATER SCALES za3 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL s UrtEK, OF PUtIL,C 111OA01 JAN-MILS 181 CHART 4 i I _. '-- 2 I . ''� _ I I j _ H �� ac CANNOT EXCEED TOP OF PIPE 1 Ian - - t [ [ I .aoiA. o I' O 10 20 30 40 SO 60 70 eo 50 100 DISCHARGE-Q-CFS 6 1 ,- 1 1 I I i I 1 I 1 [ ( 6 I _ i l i l ! ( 7 W i I 1----- ,. - I I I 1 1 I i La ,//1 1 1 I 4 I , .- ° 1 i I ta I 71 ��a 1 I PI z a 3 / ' _ do CANNOT EXCEED TOP OF PE S c . s I l ( ` 1 0 ...1F a I v 2 �A. _ , a r. 0 100 200 300 400 500 600 700 a00 900 1000 F - DISCHARGE-Q-CFS ii- } 12 I — , 10 - i I . . ' 1 I : S HI 6 L 4 1 I__ do CANNOT EXCEED TOP OF PIPE 4, L 9 DIA. _ _ - 0 1000 2000 3000 4000 DISCHARGE-Q-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.-,rl Vkyv D3 PI<:S: CHART 5 r 2000 _ _ --"'+' —A ' t., imi4404. r —1000 St ; _ 3WWWCf1G1D OYTLLT Culvc r /LOMIMG RILL —• c � J .▪ a0a 120 s.r wr4t COW.. w wMrs.d.Wappiptok POW kir —.6 rlMtiM MfrfMd a M W.W.I WWWWWWII • saa --Ias • —.a L 500 —!6 - w''—1.0 400 —64 �� r --300 . —72 —66 <.c.!P0 -2oa —so *' �4,o I" .-2 ` k-54 -- - 4-, Z c� — pp x - W —•a Q..s .a i o I. y s 3 z / -p aLt0O z / o° `�� < : w -o /— —42 yp° w —♦ 1.� O �nV R� —3 N `6O D: 3 3 AOO t°0 --6 a —So . w —3a p 40 o —27 L IQ -20 —21 i I. - Q.) =-20 —10 —15 --a . —6 —12 :5 (2) ^ LH4 6fil. P I1?c S t V'A\" L,•fie (To APF' 4 V.1W E� r.{ , " Q .t 17RKv1 04G jE}ga-iaiF( rt. owl -ypo,616n L'NE HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL 'wag.. or RALC ROAM luL nq n = 0.012 185 00000 Project: s• ' Ili0 Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 07/01/24 Culvert Design Worksheet I Culvert #21 Culvert Barrels: 1 Drainage Area: 2.54 ac Culvert Diameter: 24 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 472.4 Runoff Coeff: 0.50 Shoulder Elev: 471.7 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3 in Impervious Lots(C=0.95) 0.00 Upper Invert: 468.5 Impervious Other(C=0.95) 0.00 Lower Invert: 468.2 Lawn(C=0.35) 0.00 Culvert Length: 50.8 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0061 ft/ft Total to Pipe 0.00 Tailwater Elevation: 469.8 Discharge: 10.9 cfs Check Inlet Control HW/D = 0.84 (from Chart 1 below) HW = 1.68 HW Elev= (upper inv) + (HW) = 470.2 Check Outlet Control do = 1.10 (from Chart 4 below) (dc+D)/2 = 1.55 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.40 (from Chart 5 below) TW = 1.60 h = TW or(dc+D)/2 = 1.60 (whichever greater) HW = h+H = 2.00 HW Elev= (lower inv) + (HW) = 470.2 Results HW Elevation: 470.2 Cover at Shoulder: 1.0 ft Flow Condition: Outlet Control Cover at Center Line: 1.8 ft Freeboard: 1.5 ft CHART 10 lac 10,000 166 8,000 EXAMPLE ® (2) (3) 156 6,000 0•42 twos*MS foe) 6. r- 6. 5,000 a•120 ct. S. . 144 -- 6. — S. 4,000 s Rw 132 ti.r — 4 3'� (I) 2.3 LaS. 4. 120 R) t.I 1.4 - 2.000 CAI :2 7 4. - - 108 . �- 3. •ot.fee - �3. • 96 1,000 -- 3. - - 64 600 / tR 2.- L_2. 72 400 500 - - �- — // e ` 2. r to ' 3 - P L _ _ 300 L*j-/ 2 _ —1.5 — 1.3 i z In / in., - - 60 V 200 .—(.5 z / - c - S4 a" / - r iii— err /to 100 ^.. tai — 46 z 60 — - - u / v 60 42 W� --- 1.0 .-I.0 42 In 50 Mw ENTRANCE o cai 40 0 SCALE TYPE W - 36 - I.0 - W 30 li) 11..r.s.p ..t% ' --.9` - .9 ta R...NII 3 " •9 - ► — 33 G n ic 20 to WOW".....t. I... ` G — 30 t+.41.411 S •6 .5 c3) goys..1 .• —27 p.).s/1aq iU .T 6 6 Ts..o wile(i)K(I)NiNet - 21 5 Merl fly fa seats(I),ts.. 4 Is. strslig►t I4t1I..a II..mrsgs 0 lad 0 s.t1..,.r new so u 6 3 ifi..trstl. —16 2 1— 1S .5 .5 .5 LO — It HEADWATER DEPTH FOR HEADWATER SCALES 2a3 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL SUNEAU Of PUri LIC ROADS JAN-11111113 18I CHART 4 3 I _ 2 ' y I I [ I ,:e C:.::::JT EXCEED TOP OF PIPE 1 �.5 l .0'D1A. i 0 I' 0 10 20 30 40 So 60 TO eo !O 100 DISCHARGE-0-CFS 6 1 � I H ( �� I I i i li I a s I. 1 _ i I I I 1 I , I T 1 t---- , I1 i i I I i U. 4 1 1 /� I r +7:1Cr a3 I dC CANNOT EXCEED TOP OF PIPE W e r W c s _ 1 1 I HI I o 4 a i Q A.r 20 10 0 200 300 400 SOO 600 700 800 900 1000 F - DISCHARGE-Q-CFS ri c,7 u 12 1 _ 10 1 " ' : --'..---..' d . 1 do CANNOT EXCEED TOP OF PIPE 19 DIL 40 1000 1 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626-+711A µzv D.I. PI< CHART 5 r 2000 __Im,__r./ — — `-----T- ». —, 14 •a r � Sieve Se-+ 1000 a - lulHrtaG1D OUTLET cuvcPIr 'tramG ►ULL 3 s. J c SO 120 Re WWI Cream w w...l.d.a. MIN ►T —.6 +-IleM Medved a M ASS t+ct4 * 6a0 --rca —.a 300 —96 ��a,�w�'—1.0 i 400 —64 �� ,. /' 300 —72 / --2 200 —sa 4.0 / *� moo° fors L r 1-54 �� e z r C� P` "a z / © `�roc z —a2 w +o / yp w —♦ T o —36 •„' to° —3 6a —6 aw —3 3 S°° b°° 30 I- w 30 0 .a c —27 © °° �• •Q La 0 'a —r o 30 .1 20 —21 i �rla =-20 10 —13 • d prn1l), AIA pd's 6 —12 3 (I) ^ LHJGTh P114 ,f tvesv.-, L,•Je` (ToAPP Kr! vnt.UE� (� " Q L T7t2KvJ L.mG its guk1 Ft 7•t• owl -iu 61!n L'NE HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL Mat Au a rvas.tC P•o,as yut CM n = 0.0 12 185 00000 Project: s• ' Ili0 Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 07/01/24 Culvert Design Worksheet I Culvert #22 Culvert Barrels: 1 Drainage Area: 0.16 ac Culvert Diameter: 15 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 454.6 Runoff Coeff: 0.50 Shoulder Elev: 453.9 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 2 in Impervious Lots(C=0.95) 0.00 Upper Invert: 451.4 Impervious Other(C=0.95) 0.00 Lower Invert: 450.5 Lawn(C=0.35) 0.00 Culvert Length: 50.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0172 ft/ft Total to Pipe 0.00 Tailwater Elevation: 451.5 Discharge: 0.7 cfs Check Inlet Control HW/D = 0.50 (from Chart 1 below) HW = 0.63 HW Elev= (upper inv) + (HW) = 452.0 Check Outlet Control do = 0.55 (from Chart 4 below) (dc+D)/2 = 0.90 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.90 (from Chart 5 below) TW = 1.00 h = TW or(dc+D)/2 = 1.00 (whichever greater) HW = h+H = 1.90 HW Elev= (lower inv) + (HW) = 452.4 Results HW Elevation: 452.4 Cover at Shoulder: 1.1 ft Flow Condition: Outlet Control Cover at Center Line: 2.2 ft Freeboard: 1.5 ft Culvert Design Insufficient CHART 10 180 10.000 166 : 9,000 EXAMPLE ® (a) (3) 156 r 6,000 0•42 teen6. ..(3.5 tart) 6. - 5,000 0.120 de 5. l a4 _ ^- 6. 5. -4.000 ; R. i32 - taw - 4 - 3,000 -VI 2.3 La 5. 4. 120 - Q) 2.1 7.4 - - 2,000 rn 2.2 L7 '-6• 108 3. '- •p le _ teat ,- 3. 96 ` 1,000 - 3. - 900 - _--+ __ a4 - doo - 2.- 2. - 500 72 - 400 // e- 2. tW=7 - 300 *..fj/ _ 1.5 1.5 i 60 tj 200 - 1.5 z W E S4 _-// i�- - t- a T o tr /W - 104tai _ > 46 / et - 80 - / O - 60 W- 1.0 1.0 u 42 Cr' `- SO Hwo ENTRANCE o o ` 40 0 SCALE TYPE W�i.0 cc - 9 w 36 - 30 II) 'gears saga F. - 9 Z 5..'NII 3 - •9 33 - G n G an.. a • 20 co won. La 30 n.ea.e11 s •a ° (3) Oros..sal .• 27 M•1•n1p . IO - 6 .7 •i 24 - 1-. _7 - 8 Ti woo wile(i)K(I)Ne1ar 21 : 5 hart II, ra seat.(I),rhea - - 4 Ise straight Wallowa II..Mum". 0 lad 0 sN1aa,.r marls a .6 .6 3 StiratratN. - d 18 2 - rs .5 5 .5 t.0 It HEADWATER DEPTH FOR HEADWATER SCALES 2&3 CONCRETE PIPE CULVERTS REVISED MAY 1964 WITH INLET CONTROL >1WEAU Of PUOLIC ROADS JAN-111413 181 CHART 4 I 2 ' _ � I I 4 ,, 17 3.0' _ac CANNOT EXCEED TOP OF PIPE s� Q ao�.. l l 1 f O 10 20 30 40 SO 60 TO Bo !O f00 DISCHARGE-0-CFS 6 � , I H ( ,- I I i I Ii I a l _ i l i l ! ( s 7 I *--- . ,"0 1 , 1 I I taA tu 4 1 I 1 I qI --1 -, ^ 1 i I 6 W U. 1 / I 7:1 / : Eli a z• Cr I... 3 j I dC CANNOT EXCEED TOP OF PIPE 3 /— W exl 7' o. 6. W _ 1 I HIi 1 0 4 a Ii Q A. r 20 100 200 300 400 Soo 600 700 600 900 1000 F - DISCHARGE-Q-CFS ri c,7 LI 12 I _ I0 - I ; ` K.... , 1 I 6 + 1 __ do CANNOT EXCEED TOP OF PIPE L9 DIL 40 1000 1 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.11l µzv D.I. P1< CHART 5 He —, —.4 1000 s - lulHalE,GED OUTLET cuvc*r PI.DonoiG RILL S f J c 600 -120 s.r WWI Crewe w tw...tti.a•trn MIN b -.6 —IMM Msr+Md w M Ailwyb iiir4it4trt 600 --las F.s 500 —!6 0.jw —1.0 400 —64 � ,. ...-/ 300 —72 / - -66 * .E�1 !E. 1- -2 to 200 -sa � - .°° '(`0+ L - to. -54 - -// . . e z r t) • O f00 Z © 00 ��' < - 41 •o / y-42 °° W —4 t7 60.- 2 = i o —3 6 .r,� R� —S 60 0: --6 a —3 3 400 b00 SO � IY ..-3 0 40 it © °° r • •a L6 .0• 'a -I 30 2 4 .0` 20 —21 i Or-16 .-20 —10 IS —6 — d prn1l), AIA ptpa —6 —12 .. IAA'(I) ^ LGIH ?,t?c' t L.,f v/ty., ,•Je` (To Apr_ Kt_ vnt.UE� 4 I✓ I* Q L T7t2' L.v�4G its guk1 Ft rt. owl -Np0, 1!n L'NE HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL S uet Au Of nn.0 /VACS a.k. nq fl = 0.012 185 00000 Project: s• ' Ili0 Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 07/01/24 Culvert Design Worksheet I Culvert #23 Culvert Barrels: 1 Drainage Area: 3.48 ac Culvert Diameter: 30 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 450.5 Runoff Coeff: 0.50 Shoulder Elev: 449.8 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3.5 in Impervious Lots(C=0.95) 0.00 Upper Invert: 446.2 Impervious Other(C=0.95) 0.00 Lower Invert: 444.7 Lawn(C=0.35) 0.00 Culvert Length: 44.0 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0339 ft/ft Total to Pipe 0.00 Tailwater Elevation: 446.7 Discharge: 15.0 cfs Check Inlet Control HW/D = 0.75 (from Chart 1 below) HW = 1.88 HW Elev= (upper inv) + (HW) = 448.0 Check Outlet Control do = 1.20 (from Chart 4 below) (dc+D)/2 = 1.85 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.40 (from Chart 5 below) TW = 2.00 h = TW or(dc+D)/2 = 2.00 (whichever greater) HW = h+H = 2.40 HW Elev= (lower inv) + (HW) = 447.1 Results HW Elevation: 448.0 Cover at Shoulder: 0.8 ft Flow Condition: Inlet Control Cover at Center Line: 2.2 ft Freeboard: 1.7 ft CHART 10 I°0 .-10,000 168 : s.000 EXAMPLE ® (a) (3) 156 r 6.000 o•4t teen..(3.5 . 6. fun) 6. 5000 0.IZO es S. 144 , — S. S. —4.� + wit 132 - leer - — 4. 3•000 —i11 2.3 La 4. 4. 120 CV t.I 1.4 _ 2,000 rn 2.2 7.7 —4. - 108 - '- •D 1e fed 3. 96 — 1.000 — 3. A4 — 600 / mot• 2.- 2. - 500 W 0% i . r i z 1n / 1.5 = J' 60 tj -- 200 I.--1.S Z / W erC /w ,-- 100 0 o - 60 Wes- u - 1.0 1.0 42 Y. 41' 50 Hw ENTRANCE a w o — 40 Q SCALE TYPE F 1'1.0 - y 9 36 30 (1) Is.•r.sgs .lrw a Z Ms.e..11 3 — •9 33 - a A( — 20 CO area's s.e.a. t G n.l.e.Il 2 •s .s — .s ~ NIr 27 ` 10 r r—.T i 24 _ ° T •— ° Ts woo wile O ee(I)Miser r : 21 5 Merl flyseatsis seats(I)•tses - — 4 Ise straight Iaeilesg Isss mr•g5 0 441 0 s .I.s•sr m.rs• ss —.6 .6 3 SRretrstN. i.6 1° 2 lS ` .5 S .S t.0 It HEADWATER DEPTH FOR HEADWATER SCALES 2&3 CONCRETE PIPE CULVERTS REVISED MAY 1964 WITH INLET CONTROL SUNEAU Of PUILIC ROADS JAL.IfO 181 CHART 4 3 I r 2 ' i L ,,�.�---� I I �''' I1 i �j Cf . 3S ! a� XCFSD TOP OF PIPE '1.5 , O I O 10 20 30 40 50 60 TO aO !O 100 DISCHARGE-0-CFS 6 1 , I H ( ,- I I i I Ii I a l _ i l i l ! ( 5 T 1 t---- . , 1 I i 1 I i taAU. 4 1 1 /�a3I dC CANNOT EXCEED TOP OF PIPEW , ' EH T, a. HI/is' _ I I i I 'Ai a i a r20 10A.0 200 300 400 500 600 700 800 900 1000 F - DISCHARGE-Q-CFS ri 12 I 1 1 _ e 1 6 L. 1 do CANNOT EXCEED TOP Of PIPE L �9 DIL 40 1000 1 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626+711-1 µzv D.I. P1< CHART 5 we a . SMM le-+ 1000 s = luIMC G1O OUTLET cuvcPIr rtramG ruLL _.5 J f 500 • 120 R. wart, Crewe n.. .w..rt.d.a•tr.. MIN y —.a +.ISM MsrfMd a M 4...ri iiir+t...rt Sao --laa —.a lio i 400 -64 �� ,. 300 • 72 / -66 t ! 1- : H 200 Sa `O0 E`'�,Or�S• La 2 to. 54 �� / eta z - _ � .no 0 ,pCf 'y s —3 z —4a= �•' ,'p O t00 Z © 00 Ill��' < - ur +o / 42 y00 W -4 t7 60�%'. 2 = i o —34 .r,� R 0 —3 60 4: -. 6 a —3 3 D00 b00 30 I- 4+ -30 0 40 < �° s :� C a a _ T © . •. 0 0 'a —10 30 24 .� 20 -21 i �rla = ^ -20 _10 -15 -a - d prn1l), AIA plea -6 -12 3 C1:3 ^ LHJGTh pI17 ,f tvisv.-, La•Je` (ToAPP Kt_ vnt.UE� _.4 CD " Q 'L T7t2e01J L.mG its guk1 Ft rt. owl -yp0,61!n L'NE HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL suet Au of runts itgo.as yut nu n = 0.0 12 185 00000 Project: s• ' Ili0 Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 07/25/24 Culvert Design Worksheet I Culvert #24 Culvert Barrels: 1 Drainage Area: 0.52 ac Culvert Diameter: 15 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 392.6 Runoff Coeff: 0.50 Shoulder Elev: 391.9 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 2 in Impervious Lots(C=0.95) 0.00 Upper Invert: 388.9 Impervious Other(C=0.95) 0.00 Lower Invert: 388.3 Lawn(C=0.35) 0.00 Culvert Length: 77.7 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0082 ft/ft Total to Pipe 0.00 Tailwater Elevation: 389.3 Discharge: 2.2 cfs Check Inlet Control HW/D = 0.65 (from Chart 1 below) HW = 0.81 HW Elev= (upper inv) + (HW) = 389.7 Check Outlet Control do = 0.60 (from Chart 4 below) (dc+D)/2 = 0.93 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.55 (from Chart 5 below) TW = 1.00 h = TW or(dc+D)/2 = 1.00 (whichever greater) HW = h+H = 1.55 HW Elev= (lower inv) + (HW) = 389.9 Results HW Elevation: 389.9 Cover at Shoulder: 1.6 ft Flow Condition: Outlet Control Cover at Center Line: 2.6 ft Freeboard: 2.1 ft CHART 10 180 10.000 166 : 8,40o EXAMPLE ® (a) (3) 156 r 6,000 0•42 teen 6. ..MS last) 6. — 5,000 0.120 cts 5. l a4 _ ^- 6. 5. 132 - hest - 1. — 3,000 —VIti.s to 5. 4. 120 - 1s) t.l 7.4 - - 2.000 108 - PI :.: 7.7 4. 3. '- ao i.teat 3. 96 ` 1,000 — 3. 800 - _-� __ a4 - 600 - 2.- 2. - 500 72 - 400 // e" 2. tW=7 — 300 *..fj/ _ 1.5 1.5 i 60 tj 200 I --1.5 z W E S4 _-// i�- - t- 02...c o n: /W — 100 _ tai> 46 / et — 80 — / O - 60 W 0 - 1.0 1.0 42 Cr' `- 50 Nw ENTRANCE a 0 a C- 40 p SCALE TYPE W L0 36 9 w — 30 (1) �e.er.wp .trw ' - 9 - 5M'N11 3 '''' .9 33 a aic G • 20 Oa wss....e.a a La 30 n.e.aetr S •a ° (3) grows s.1 .6 27 M•t.nlp 10 — .T 24 _ ° -7 . — 8 Ti ass Basle(i)K(I)N.1•et 21 : 5 hart tis re seat.(I),two - — 4 Ise straight Wallace Has Meiji 2 lad 0 seat..,sr r...►.• :. .6 6 3 iri.atratN. IS c 2 IS .5 .5 5 t.0 It HEADWATER DEPTH FOR HEADWATER SCALES 2&3 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL sune.0 Of PUSLIC 1,1OA01 JAN-1943 181 CHART 4 11111111.1.11 2 - L I I I �s I I I _ - c CANNOT EXCEED TOP OF PIPE • .T1, t [ [4IA. . . I 1 H - 0 10 20 30 40 50 60 TO Bo !O 100 DISCHARGE-0-CFS 6 1 , I H ( - I I i I Ii I a 5 [ I _ I I I I 1 I , 1 7 1 . ,,, 1 i 1 i I I I U. 4 1 1 /� 11 1 ' I qI --r-, ^ 1 i 16 W eiCier� I ' 1I : Eli 1 z Cr I.. 3 I 1 I dC CANNOT EXCEED TOP OF PIPE 5 /- W e ra. HI 'Ai _ 1 I I I o a 1 i a A. r 20 100 200 300 400 Soo 600 700 600 900 1000 F - DISCHARGE-Q-CFS ri o u t , - . I. , , ,. I 12 I _ I II 1 6 . I do CANNOT EXCEED TOP OF PIPE 19 DIL 40 1000 1 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626;.11l µzv D.I. P1< CHART 5 we --, mi. —.4 •= . —4 Sieve Sieve 3e_ 1000 s = luartattn OUTLET MaxtaT nown•G LULL —.5 J f a00 120 s.r WWI C+� w w..rl.4.so gee* Mr off —.6 rti-lwM M••••• w M 44wqr R+R44I sad --raa • —.a 300 —!6 �,01 —1.0 i 400 �'� —64 ,. 300 —72 / H zoo so �,� $0 +Q ti 54 �� / b� a z r t� _ st -4a°'`�� -----�;a I. 'yam s :3 w •o /— `42 ti°° NJ —4 t'J 110� 2 = i o —34 .moo R°° —5 60 --6 a —33 A°° b°° SO � 4+ --30 40 c -27 vo °°°r-i• •'a 0 'a �—10 30 _24 20 —21 i v.9 =-20 f0 13 a . d prn11› AIA plpg d -12 5 (1) ^ LHJ Gni P 114 t v/t v.-/ L.a-AT:: (To APP Krt_ v rt.0 E� " Q t T7t2RvJ L.mG i t}guk1 Ft rt. owl -tup r.1 In L'J HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL suatAu of +wai..0 MACS aa. na n = 0.012 185 00000 Project: s• ' Ili0 Calculated By: PATTERSON LEW Project Number: T I M M O N S GROUP Date: 49183 YOUR VISION ACHIEVED THROUGH OURS. 07/25/24 Culvert Design Worksheet I Culvert #25 Culvert Barrels: 1 Drainage Area: 3.48 ac Culvert Diameter: 24 in Design Frequency: 25 yrs Culvert Material: RCP Time of Conc: 5 min Entrance Type OPEN Intensity: 8.60 in/hr Center Line Elev: 465.7 Runoff Coeff: 0.50 Shoulder Elev: 465.0 Impervious R/W(C=0.95) 0.00 Pipe Thickness (in): 3 in Impervious Lots(C=0.95) 0.00 Upper Invert: 461.2 Impervious Other(C=0.95) 0.00 Lower Invert: 459.5 Lawn(C=0.35) 0.00 Culvert Length: 75.4 ft Wooded(C=0.25) 0.00 Culvert Slope: 0.0231 ft/ft Total to Pipe 0.00 Tailwater Elevation: 461.1 Discharge: 15.0 cfs Check Inlet Control HW/D = 1.10 (from Chart 1 below) HW = 2.20 HW Elev= (upper inv) + (HW) = 463.4 Check Outlet Control do = 0.80 (from Chart 4 below) (dc+D)/2 = 1.40 Ke = 0.50 (from Table 12, end sect. conf. fill slope = 0.5) H = 0.70 (from Chart 5 below) TW = 1.60 h = TW or(dc+D)/2 = 1.60 (whichever greater) HW = h+H = 2.30 HW Elev= (lower inv) + (HW) = 461.8 Results HW Elevation: 463.4 Cover at Shoulder: 1.5 ft Flow Condition: Inlet Control Cover at Center Line: 3.1 ft Freeboard: 1.6 ft CHART 10 180 10.000 168 : 8.00o EXAMPLE ® (a) (3) 156 r 6,000 0•42 teen..(3.5 . 6. ts.t) 6. O.120 5,000 OsS. 144 6. S. 132 - taw — 4. 3•DOO V 1 2.3 La 4. 4. 120 Is) t.l 7.4 - - 2.000 rn 2.2 �.T —4. ` 108 . N... 3 •D t.tee ,- 3- 96 — 1.000 — 3. r — 900 __ 94 — 600 ,/'ri v 2.- 2. - 500 - --- - in 72 _ 400 // R. : 2' IAJ i z In / 1.5 = J• 60 I :-- 200 .--1.S z c / to E S4 _/ s5--- a Z /w IOO lai> 4° — et L. eo 0 / O - 60 �� — 40 1.0 u 42 Y. — — sc 1.1W EHTR!�.CE 0�-I.o - -- w o ` 40 Q SCALE TYPE W - �-.9 w — 30 (I) la.a,..k. .a. - 9 t- 36 W 1 / 11M�NII Q •9 33 - / n 20 W ar......s..t. ic G = 30 n..�.aII s 6 ° (3) Or....s.1 .8 ` 27 Me1•n1M . IO r-.7 .i _ ° -7 — 6 Ti is. ssal.(2)K(3)N•Nat I.. 21 ` 5 hart fly to seats(I),?Iwo - — 4 Ise straight Wallowa II..ntrsgl 0 lad 0 sail..,.r now so ss —.6 .6 3 SIlr.tratN. e 14 2 - p. 15 ` .5 S .S t.0 It HEADWATER DEPTH FOR HEADWATER SCALES 2&3 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL OWEAU Of PUri LIC ROA01 JAK IfO 181 CHART 4 3 ' IINIIIM. 2 ' �� I I 11111 . 3 ,"--_ 3 ' i do CANNOT EXCEED TOP OF PIPE 1 /'LS ' IMMIMMIEIMI I 1 .0'DIA. 1' I °O 10 20 30 40 50 60 TO 00 !O 100 DISCHARGE-0-CFS 6 1 , I H ( ,- I I 1 I l i I a s I. I _ i I I I 1 I ,-- 17 1 ,, I t 1 1 1 t- - . , 1 1 1 i 1 I i I T1 , 1 / : Eli �a 1 z• Cr I.. 3 1 1 1 dC CANNOT EXCEED TOP OF PIPE us c s _ I 1 I HI1 I ui o q a1 a A.r 20 10 0 200 300 400 500 600 700 600 900 1000 F i DISCHARGE-Q-CFS ri c,, U 12 I _ 10 1 - " oeipop000:w000rw000...................r....,T,..H, , ,,, . --7 I 6 . 1 do CANNOT EXCEED TOP OF PIPE 1 -9DIL 40 100-0 1 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN. 1964 CRITICAL DE PTH CIRCULAR PIPE 184 626+711-1 µzv 03 Pl< CHART 5 r2000 —_Iir,.__r. / _ — `--r ». NW —, 14 —.4 • 1 = r —q s-7\ silo. 3•_ 'mew 1000 s = luIrtattn OUTLET CuvtPT 'tramG ruLL _.5 J s. a00 120 s.r WIN Crewe w w..rl.d.r,* wr IT —.6 —lade Msr+Md a M ASS IFIKINIIIII 500 ICa —.a 500 !a +i a14-.-—1.0 400 64 - � ,. 1. 300 72 / 6 6 * .E�� !!` -2 200 sa �� /� (eft" L r to / + � 3 4 /� -. ee Z r C� _ tu is 0.41 __ _— ::b o ... ,yam x :3 z / `P a too z oo `",, < : w +o /— 42 yp0 w —4 t7 6Q�%� 2 = Tc 3 a •„.4 RCP —5 60 --6 Gw 3 3 ROG b00 SO I- WA 30 0 40 i 21 x �° s :1 L a 0 0 -10 30 24 .� 7I8 21 %.. =...20 10 1S a d pun1l), AIA pipa 6 12 5 (I) ^ IAA Gni ?114 ,f tvesv.-, L,•Je` (ToAPP Kt! vrt.UE� CD " Q •L T7t2f01J L.mG -,-Agatiii.t rt. owl -Np0,6.16, L'NE HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL MACAU Of nnLC MACS a" nq n = 0.012 185 Permanent Ditch Calculations ,••••.. •• . TIMMONS GROUP 91 www.timmons.com YOUR VISION ACHIEVED THROUGH OURS. I PERMANENT CHANNEL SCHEDULE (Chapter 8.05 of the NCDEQ E&SC Planning and Design Manual) LENGTH DA ACCUM. I+o O+o SLOPE V SHEAR FLOW FLOW Wp R SWALE BOTTOM SIDE NAME DA C N VALUE DEPTH AREA DEPTH WIDTH SLOPE PERMANENT (FT) (AC) (AC) (IN/HR) (CFS) (%) (FT/S) (PSF) (FT) (FT"2) (FT) (FT) (IN) (IN) (H:V) LINING DITCH 1A 455 1.35 13.58_4 0.50 8.60 58.39 1.30% 0.035 4.73 1.41 1.74 12.56 13.00 0.97 36 24 3:1 Rock Riprap(6") DITCH 1B 290 0.41 _ 0.50 8.60 _ 1.76 5.30% 0.040 3.05 1.49 0.45 0.61 2.85 0.21 24 0 3:1 GRASS DITCH 1C 370 0.66 0.50 8.60 2.84 4.60% 0.037 3.43 1.52 0.53 0.84 3.35 0.25 24 0 3:1 GRASS DITCH 1D 460 4.04 11.16 0.50 8.60 47.99 2.00% 0.035 5.28 1.81 1.45 9.21 11.17 0.82 30 24 3:1 Rock Riprap(12") DITCH 1E 330 2.58 7.12 0.50 8.60 30.62 1.00% 0.030 4.10 0.99 1.59 7.58 10.06 0.75 24 0 3:1 GRASS DITCH 1F 1050 4.54 0.50 _ 8.60 _ 19.52 1.50% 0.033 3.97 1.21 1.29 4.99 8.16 0.61 . 24 0 3:1 GRASS DITCH 1G 390 2.29 0.50 8.60 9.85 1.42% 0.033 3.28 0.89 1.01 3.06 6.39 0.48 24 0 3:1 GRASS DITCH 1H 330 1.66 0.50 8.60 7.14 1.43% 0.037 2.70 0.79 0.89 2.38 5.63 0.42 24 0 3:1 GRASS DITCH 2A 515 0.63 0.50 8.60 2.71 2.00% 0.037 2.48 0.76 0.61 1.12 3.86 0.29 24 0 3:1 GRASS DITCH 2B 220 0.29 0.50 8.60 1.25 5.00% 0.040 3.06 1.47 0.47 0.66 2.97 0.22 24 0 3:1 GRASS DITCH 2C 480 2.23 0.50 8.60 9.59 4.00% 0.037 4.39 1.77 0.71 2.22 5.49 0.40 24 _ 12 3:1 GRASS DITCH 2D 375 0.95 9.79 0.50 8.60 _ 42.10 1.90% 0.078 2.75 2.32 1.96 15.44 14.40 1.07 24 24 3:1 Rock Riprap(12") DITCH 2E 465 2.06 8.84 0.50 8.60 38.01 1.50% 0.033 4.68 1.39 1.49 8.15 10.42 0.78 24 12 3:1 GRASS DITCH 2F 310 0.67 0.50 8.60 2.88 2.50% 0.037 2.75 0.94 0.60 1.08 3.79 0.28 24 0 3:1 GRASS DITCH 2G 345 1.47 0.50 8.60 6.32 2.20% 0.037 3.23 1.13 0.82 2.07 5.19 0.40 24 0 3:1 GRASS DITCH 2H 390 4.64 0.50 8.60 _ 19.95 1.60% 0.033 4.08 1.28 1.28 4.92 8.10 0.61 24 0 3:1 GRASS DITCH 3A 230 0.43 3.88 0.50 8.60 16.68 7.90% 0.078 3.68 4.63 0.94 4.53 7.95 0.57 24 0 3:1 Rock Riprap(15") DITCH 3B 310 1.11 0.50 8.60 _ 4.77 3.60% 0.037 3.55 1.51 0.67 1.35 4.24 0.32 24 0 3:1 GRASS DITCH 3C 720 2.34 0.50 8.60 _ 10.06 2.50% 0.037 3.73 1.48 0.95 2.71 6.01 0.45 24 0 3:1 GRASS DITCH 3D 420 2.02 0.50 8.60 8.69 4.20% 0.037 4.35 1.76 0.67 2.02 5.24 0.38 24 12 3:1 GRASS DITCH 3E 1770 8.27 0.50 8.60 35.56 2.20% 0.078 1 2.78 2.42 1.76 12.81 13.13 0.98 24 24 3:1 Rock Riprap(12") DITCH 3F 390 0.44 0.50 8.60 1.89 7.50% 0.029 4.48 1.78 0.38 0.43 2.40 0.18 24 0 3:1 NAG P550 DITCH 4A 120 0.85 1.66 0.50 8.60 _ 7.14 3.80% 0.037 4.03 1.85 0.78 1.83 4.93 0.37 24 0 3:1 GRASS DITCH 4B 650 0.81 0.50 8.60 3.48 8.10% 0.029 5.36 2.38 0.47 0.66 2.97 0.22 24 0 3:1 NAG P550 DITCH 5A 188 0.32 4.62 0.50 8.60 19.87 4.90% 0.078 3.26 3.91 1.28 6.20 9.10 0.68 24 12 3:1 Rock Riprap(12") DITCH 5B 340 0.43 0.50 8.60 1.85 5.80% 0.040 3.19 1.63 0.45 0.61 2.85 0.21 24 0 3:1 GRASS DITCH 5C 340 1.63 0.50 8.60 7.01 5.60% 0.037 4.59 1.99 0.57 1.55 4.60 0.34 24 12 3:1 GRASS DITCH 5D 590 2.24 0.50 8.60 _ 9.63 8.30% 0.078 3.26 3.73 0.72 3.00 6.55 0.46 24 24 3:1 Rock Riprap(12") DITCH 6A 1230 2.60 0.50 8.60 _ 11.18 6.20% 0.078 3.07 3.68 0.95 3.66 7.01 0.52 24 12 3:1 Rock Riprap(12") DITCH 7A 250 0.72 2.60 0.50 8.60 11.18 6.20% 0.078 3.07 3.68 0.95 3.66 7.01 0.52 24 12 3:1 Rock Riprap(12") DITCH 7B 710 1.88 0.50 8.60 _ 8.08 7.70% 0.078 3.07 3.80 0.79 2.66 6.00 0.44 24 0 3:1 Rock Riprap(12") DITCH 8A 90 0.10 2.58 0.50 8.60 11.09 12.00% 0.078 3.88 5.32 0.71 2.93 6.49 0.45 24 24 3:1 Rock Riprap(18") DITCH 8B 260 2.48 0.50 8.60 _ 10.66 4.30% 0.037 ] 4.63 1.96 0.73 2.33 5.62 0.41 24 12 3:1 GRASS DITCH 9A 360 2.94 6.31 0.50 8.60 _ 27.13 3.10% 0.078 2.96 3.08 1.59 9.17 11.06 0.83 24 12 3:1 Rock Riprap(12") DITCH 9B 570 3.37 0.50 8.60 _ 14.49 6.70% 0.078 5.94 3.85 0.92 4.38 3.31 1.32 24 12 3:1 Rock Riprap(12") DITCH 10A 570 0.79 0.50 _ 8.60 _ 3.40 4.30% 0.037 3.52 1.56 0.58 1.01 3.67 0.27 24 0 3:1 GRASS DITCH 10B 350 0.55 0.50 8.60 _ 2.37 5.20% 0.040 3.25 1.62 0.50 0.75 3.16 0.24 24 0 3:1 GRASS DITCH 10C 550 3.96 0.50 8.60 _ 17.03 2.90% 0.033 4.91 1.95 1.08 3.50 6.83 0.51 24 0 3:1 GRASS DITCH 10D 330 2.24 0.50 8.60 9.63 5.40% 0.037 3.81 1.85 0.55 0.91 3.48 0.26 24 0 3:1 GRASS DITCH 11A 160 0.29 7.24 0.50 8.60 31.13 1.70% 0.033 4.68 1.59 1.50 6.75 9.49 0.71 24 0 3:1 GRASS DITCH 11B 260 0.61 0.50 8.60 2.62 4.50% 0.037 3.35 1.46 0.52 0.81 3.29 0.25 24 0 3:1 GRASS DITCH 11C 260 2.28 0.50 8.60 9.80 4.80% 0.037 4.69 1.89 0.63 2.14 5.48 0.39 24 18 3:1 GRASS DITCH 11D 660 4.06 0.50 8.60 _ 17.46 1.80% 0.033 4.12 1.34 1.19 4.25 7.53 0.56 24 0 3:1 GRASS DITCH 12A 120 0.10 3.88 0.50 8.60 16.68 1.10% 0.033 3.37 0.89 1.29 4.92 8.16 0.60 24 0 3:1 GRASS DITCH 12B 550 0.68 1.71 0.50 8.60 7.35 6.90% 0.078 2.89 3.36 0.78 2.61 5.93 0.44 24 12 3:1 Rock Riprap(12") DITCH 12C 530 1.03 0.50 8.60 4.43 7.00% 0.078 2.55 2.71 0.62 1.77 4.92 0.36 24 12 3:1 Rock Riprap(12") DITCH 12D 940 2.07 0.50 8.60 _ 8.90 6.90% 0.078 3.02 3.62 0.84 2.96 6.31 0.47 24 12 3:1 Rock Riprap(12") DITCH 13A 150 0.30 0.96 0.50 8.60 4.13 8.20% 0.078 2.66 2.97 0.58 1.59 4.67 0.34 24 12 3:1 Rock Riprap(12") DITCH 13B 430 0.66 0.50 8.60 _ 2.84 3.80% 0.037 3.19 1.30 0.55 0.91 3.48 0.26 24 0 3:1 GRASS DITCH 14A 220 0.61 0.50 8.60 2.62 1.50% 0.037 2.22 0.60 0.64 1.23 4.05 0.30 24 0 3:1 GRASS DITCH 14B 230 0.29 0.50 _ 8.60 _ 1.25 4.80% 0.040 2.69 1.20 0.40 0.48 2.53 0.19 24 0 3:1 GRASS DITCH 14C 460 1.38 0.50 8.60 5.93 7.20% 0.029 5.81 2.02 0.45 1.06 3.85 0.27 24 12 3:1 NAG P550 DITCH 14D 430 0.65 0.50 8.60 2.80 4.10% 0.037 3.28 1.38 0.54 0.88 3.42 0.26 24 0 3:1 GRASS DITCH 15 920 3.63 0.50 8.60 15.61 3.40% 0.031 5.30 2.08 0.98 2.88 6.20 0.46 24 0 3:2 NAG C350 DITCH 16 935 1.27 0.50 8.60 5.46 7.10% 0.029 5.74 2.57 0.58 1.00 3.67 0.27 24 0 3:1 NAG P550 DITCH 17A 460 1.93 0.50 8.60 8.30 2.60% 0.037 3.61 1.43 0.88 2.32 5.57 0.42 24 0 3:1 GRASS DITCH 17B 560 2.60 0.50 8.60 _ 11.18 2.50% 0.037 3.84 1.54 0.99 2.94 6.26 0.47 24 0 3:1 GRASS DITCH 17C 430 0.46 0.50 8.60 _ 1.98 2.30% 0.037 2.43 0.76 0.53 0.84 3.35 0.25 24 0 3:1 GRASS DITCH 17D 240 0.63 0.50 8.60 _ 2.71 3.60% 0.037 3.11 1.24 0.55 0.91 3.48 0.26 24 0 3:1 GRASS DITCH 18A 710 3.82 0.50 8.60 _ 16.43 2.50% 0.033 4.61 1.72 1.10 3.63 6.96 0.52 24 0 3:1 GRASS DITCH 18B 440 0.53 0.50 8.60 _ 2.28 5.70% 0.040 3.30 1.71 0.48 0.69 3.04 0.23 24 0 3:1 GRASS DITCH 18C 430 1.80 3.08 0.50 8.60 _ 13.24 3.50% 0.037 4.53 1.83 0.84 2.96 6.31 0.47 24 12 3:1 GRASS DITCH 18D 260 0.23 0.50 8.60 _ 0.99 1.90% 0.040 1.80 0.52 0.44 0.58 2.78 0.21 24 0 3:1 GRASS DITCH 18E 300 0.32 0.50 8.60 _ 1.38 1.10% 0.037 1.68 0.36 0.53 0.84 3.35 0.25 24 0 3:1 GRASS DITCH 18F 300 0.73 0.50 8.60 3.14 1.50% 0.037 2.31 0.64 0.68 1.39 4.30 0.32 24 0 3:1 GRASS DITCH 19 600 2.10 0.50 8.60 _ 9.03 6.80% 0.029 5.72 1.95 0.46 1.10 3.91 0.28 24 12 3:1 NAG P550 DITCH 20 360 0.45 0.50 8.60 _ 1.94 3.70% 0.040 2.70 1.13 0.49 0.72 3.10 0.23 24 0 3:1 GRASS DITCH 21 670 4.60 0.50 8.60 _ 19.78 3.40% 0.037 J 4.94 1.99 0.94 4.06 7.45 0.55 24 18 3:1 GRASS DITCH 22 260 0.52 0.50 8.60 _ 2.24 2.00% 0.040 1.93 0.59 0.47 0.66 2.97 0.22 24 0 3:1 GRASS DITCH 23 840 1.26 0.50 8.60 _ 5.42 7.30% 0.029 5.71 1.96 0.43 0.99 3.72 0.26 24 12 3:1 NAG P550 DITCH 24A 180 0.30 0.51 0.50 8.60 2.19 9.60% 0.029 4.97 1.56 0.26 0.46 2.64 0.18 24 12 3:1 NAG P550 DITCH 24B 240 0.21 0.50 8.60 0.90 3.90% 0.040 2.30 0.90 0.37 0.41 2.34 0.18 24 0 3:1 GRASS DITCH 25A 520 4.93 0.50 8.60 21.20 5.20% 0.078 3.39 4.22 1.30 6.37 9.22 0.69 24 12 3:1 Rock Riprap(15") DITCH 25B 450 0.49 0.50 8.60 _ 2.11 6.00% 0.040 3.35 1.76 0.47 0.66 2.97 0.22 24 0 3:1 GRASS DITCH 26A 260 1.32 6.60 0.50 8.60 28.38 6.70% 0.078 3.98 5.23 1.25 7.19 9.91 0.73 24 24 3:1 Rock Riprap(18") DITCH 26B 440 0.64 5.28 0.50 8.60 22.70 4.50% 0.078 3.25 3.48 1.24 7.09 9.84 0.72 24 24 3:1 Rock Riprap(12") DITCH 26C 600 3.73 4.40 0.50 8.60 18.92 2.60% 0.033 4.85 1.87 1.15 3.97 7.27 0.55 24 0 3:1 GRASS DITCH 26D 420 0.67 0.50 8.60 2.88 1.60% 0.037 2.32 0.65 0.65 1.27 4.11 0.31 24 0 3:1 GRASS DITCH 26E 180 0.24 0.50 8.60 _ 1.03 3.30% 0.040 2.23 0.82 0.40 0.48 2.53 0.19 24 0 3:1 GRASS DITCH 27 160 0.20 0.50 8.60 _ 0.86 7.90% 0.029 3.75 1.38 0.28 0.24 1.77 0.13 24 0 3:1 NAG P550 DITCH 28 240 0.87 0.50 8.60 _ 3.74 6.80% 0.029 5.12 2.12 0.50 0.75 3.16 0.24 24 0 3:1 NAG P550 DITCH 29(CWD) 820 3.64 0.50 8.60 _ 15.65 4.70% 0.078 3.01 3.40 1.16 5.20 8.34 0.62 24 12 3:1 Rock Riprap(12") DITCH 30(CWD) 760 10.48 0.50 8.60 45.06 4.40% 0.078 3.83 4.61 1.68 11.83 12.63 0.94 24 _12 3:1 Rock Riprap(15") DITCH 31 995 1.91 0.50 8.60 8.21 5.80% 0.031 5.84 2.75 0.76 1.73 4.81 0.36 24 _0 3:1 NAG C350 DITCH 32 520 0.59 0.50 8.60 2.54 7.50% 0.078 3.04 4.40 0.94 2.65 5.95 0.45 24 0 3:1 Rock Riprap(15') DITCH 33 1268 3.77 6.31 0.50 8.60 27.13 0.70% 0.013 7.42 0.63 1.44 6.22 9.11 0.68 24 0 3:1 Rock Riprap(15') Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 Ditch 1A Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.74 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 58.87 Total Depth (ft) = 3.00 Area (sqft) = 12.56 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.69 Slope (%) = 1.30 Wetted Perim (ft) = 13.00 N-Value = 0.035 Crit Depth, Yc (ft) = 1.59 Top Width (ft) = 12.44 Calculations EGL (ft) = 2.08 Compute by: Known Q Known Q (cfs) = 58.87 Elev (ft) Section Depth (ft) 5.00 I 4.00 4.00 • 3.00 3.00 • 2.00 _v 2.00 • 1.00 • 1.00 • 0.00 • 0.00 -1.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 Ditch 1 D Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.45 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 47.99 Total Depth (ft) = 2.50 Area (sqft) = 9.21 Invert Elev (ft) = 1.00 Velocity (ft/s) = 5.21 Slope (%) = 2.00 Wetted Perim (ft) = 11.17 N-Value = 0.035 Crit Depth, Yc (ft) = 1.45 Top Width (ft) = 10.70 Calculations EGL (ft) = 1.87 Compute by: Known Q Known Q (cfs) = 47.99 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 V 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 20 22 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 Ditch 1 E Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.59 Total Depth (ft) = 2.00 Q (cfs) = 30.62 Area (sqft) = 7.58 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.04 Slope (%) = 1.00 Wetted Perim (ft) = 10.06 N-Value = 0.030 Crit Depth, Yc (ft) = 1.46 Top Width (ft) = 9.54 Calculations EGL (ft) = 1.84 Compute by: Known Q Known Q (cfs) = 30.62 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 - - 2.00 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 Ditch 1 F Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.29 Total Depth (ft) = 2.00 Q (cfs) = 19.52 Area (sqft) = 4.99 Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.91 Slope (%) = 1.50 Wetted Perim (ft) = 8.16 N-Value = 0.033 Crit Depth, Yc (ft) = 1.22 Top Width (ft) = 7.74 Calculations EGL (ft) = 1.53 Compute by: Known Q Known Q (cfs) = 19.52 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 - - 2.00 2.50 1.50 v 2.00 1.00 ‘1Pr 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 2D Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.96 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 42.10 Total Depth (ft) = 2.00 Area (sqft) = 15.44 Invert Elev (ft) = 1.00 Velocity (ft/s) = 2.73 Slope (%) = 1.90 Wetted Perim (ft) = 14.40 N-Value = 0.078 Crit Depth, Yc (ft) = 1.36 Top Width (ft) = 13.76 Calculations EGL (ft) = 2.08 Compute by: Known Q Known Q (cfs) = 42.10 Elev (ft) Section Depth (ft) 4.00 3.00 • 3.50 2.50 • • • 3.00 2.00 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 • 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 2E Trapezoidal Highlighted Bottom Width (ft) = 1.00 Depth (ft) = 1.49 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 38.01 Total Depth (ft) = 2.00 Area (sqft) = 8.15 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.66 Slope (%) = 1.50 Wetted Perim (ft) = 10.42 N-Value = 0.033 Crit Depth, Yc (ft) = 1.43 Top Width (ft) = 9.94 Calculations EGL (ft) = 1.83 Compute by: Known Q Known Q (cfs) = 38.01 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 - 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 2H Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.28 Total Depth (ft) = 2.00 Q (cfs) = 19.95 Area (sqft) = 4.92 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.06 Slope (%) = 1.60 Wetted Perim (ft) = 8.10 N-Value = 0.033 Crit Depth, Yc (ft) = 1.23 Top Width (ft) = 7.68 Calculations EGL (ft) = 1.54 Compute by: Known Q Known Q (cfs) = 19.95 Elev (ft) Section Depth (ft) 4.00 3.00 • 3.50 2.50 3.00 2.00 • • 2.50 1.50 V 2.00 1.00 • 1.50 0.50 • 1.00 0.00 • 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 3E Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.76 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 35.56 Total Depth (ft) = 2.00 Area (sqft) = 12.81 Invert Elev (ft) = 1.00 Velocity (ft/s) = 2.78 Slope (%) = 2.20 Wetted Perim (ft) = 13.13 N-Value = 0.078 Crit Depth, Yc (ft) = 1.26 Top Width (ft) = 12.56 Calculations EGL (ft) = 1.88 Compute by: Known Q Known Q (cfs) = 35.56 Elev (ft) Section Depth (ft) 4.00 3.00 • • 3.50 2.50 • • 3.00 2.00 2.50 1.50 2.00 1.00 • 1.50 0.50 • • 1.00 0.00 • 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 5A Trapezoidal Highlighted Bottom Width (ft) = 1.00 Depth (ft) = 1.28 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 19.87 Total Depth (ft) = 2.00 Area (sqft) = 6.20 Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.21 Slope (%) = 4.90 Wetted Perim (ft) = 9.10 N-Value = 0.078 Crit Depth, Yc (ft) = 1.07 Top Width (ft) = 8.68 Calculations EGL (ft) = 1.44 Compute by: Known Q Known Q (cfs) = 19.87 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 9A Trapezoidal Highlighted Bottom Width (ft) = 1.00 Depth (ft) = 1.59 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 27.13 Total Depth (ft) = 2.00 Area (sqft) = 9.17 Invert Elev (ft) = 1.00 Velocity (ft/s) = 2.96 Slope (%) = 3.10 Wetted Perim (ft) = 11.06 N-Value = 0.078 Crit Depth, Yc (ft) = 1.23 Top Width (ft) = 10.54 Calculations EGL (ft) = 1.73 Compute by: Known Q Known Q (cfs) = 27.13 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 — 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 10C Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.08 Total Depth (ft) = 2.00 Q (cfs) = 17.03 Area (sqft) = 3.50 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.87 Slope (%) = 2.90 Wetted Perim (ft) = 6.83 N-Value = 0.033 Crit Depth, Yc (ft) = 1.15 Top Width (ft) = 6.48 Calculations EGL (ft) = 1.45 Compute by: Known Q Known Q (cfs) = 17.03 Elev (ft) Section Depth (ft) 4.00 3.00 • 3.50 2.50 3.00 2.00 • • 2.50 1.50 • 2.00 — 1.00 • 1.50 0.50 • 1.00 0.00 • 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 11A Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.50 Total Depth (ft) = 2.00 Q (cfs) = 31.13 Area (sqft) = 6.75 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.61 Slope (%) = 1.70 Wetted Perim (ft) = 9.49 N-Value = 0.033 Crit Depth, Yc (ft) = 1.47 Top Width (ft) = 9.00 Calculations EGL (ft) = 1.83 Compute by: Known Q Known Q (cfs) = 31.13 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 - - 2.00 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 11D Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.19 Total Depth (ft) = 2.00 Q (cfs) = 17.46 Area (sqft) = 4.25 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.11 Slope (%) = 1.80 Wetted Perim (ft) = 7.53 N-Value = 0.033 Crit Depth, Yc (ft) = 1.17 Top Width (ft) = 7.14 Calculations EGL (ft) = 1.45 Compute by: Known Q Known Q (cfs) = 17.46 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 - - 2.00 2.50 1.50 —0 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jul 1 2024 12A Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.29 Total Depth (ft) = 2.00 Q (cfs) = 16.68 Area (sqft) = 4.99 Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.34 Slope (%) = 1.10 Wetted Perim (ft) = 8.16 N-Value = 0.033 Crit Depth, Yc (ft) = 1.14 Top Width (ft) = 7.74 Calculations EGL (ft) = 1.46 Compute by: Known Q Known Q (cfs) = 16.68 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 2 2024 18A Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.10 Total Depth (ft) = 2.00 Q (cfs) = 16.43 Area (sqft) = 3.63 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.53 Slope (%) = 2.50 Wetted Perim (ft) = 6.96 N-Value = 0.033 Crit Depth, Yc (ft) = 1.14 Top Width (ft) = 6.60 Calculations EGL (ft) = 1.42 Compute by: Known Q Known Q (cfs) = 16.43 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 1.50 2.00 - 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 2 2024 25A Trapezoidal Highlighted Bottom Width (ft) = 1.00 Depth (ft) = 1.29 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 21.20 Total Depth (ft) = 2.00 Area (sqft) = 6.28 Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.37 Slope (%) = 5.20 Wetted Perim (ft) = 9.16 N-Value = 0.078 Crit Depth, Yc (ft) = 1.11 Top Width (ft) = 8.74 Calculations EGL (ft) = 1.47 Compute by: Known Q Known Q (cfs) = 21.20 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 1.50 11 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 2 2024 26A Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.25 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 28.38 Total Depth (ft) = 2.00 Area (sqft) = 7.19 Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.95 Slope (%) = 6.70 Wetted Perim (ft) = 9.91 N-Value = 0.078 Crit Depth, Yc (ft) = 1.13 Top Width (ft) = 9.50 Calculations EGL (ft) = 1.49 Compute by: Known Q Known Q (cfs) = 28.38 Elev (ft) Section Depth (ft) 4.00 3.00 • 3.50 2.50 • 3.00 2.00 • 2.50 1.50 2.00 1.00 • 1.50 0.50 1.00 0.00 • 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 2 2024 26B Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.24 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 22.70 Total Depth (ft) = 2.00 Area (sqft) = 7.09 Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.20 Slope (%) = 4.50 Wetted Perim (ft) = 9.84 N-Value = 0.078 Crit Depth, Yc (ft) = 1.01 Top Width (ft) = 9.44 Calculations EGL (ft) = 1.40 Compute by: Known Q Known Q (cfs) = 22.70 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 • 3.00 2.00 • 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 • 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 2 2024 26C Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.15 Total Depth (ft) = 2.00 Q (cfs) = 18.92 Area (sqft) = 3.97 Invert Elev (ft) = 1.00 Velocity (ft/s) = 4.77 Slope (%) = 2.60 Wetted Perim (ft) = 7.27 N-Value = 0.033 Crit Depth, Yc (ft) = 1.20 Top Width (ft) = 6.90 Calculations EGL (ft) = 1.50 Compute by: Known Q Known Q (cfs) = 18.92 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 2 2024 29 CWD Trapezoidal Highlighted Bottom Width (ft) = 1.00 Depth (ft) = 1.16 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 15.65 Total Depth (ft) = 2.00 Area (sqft) = 5.20 Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.01 Slope (%) = 4.70 Wetted Perim (ft) = 8.34 N-Value = 0.078 Crit Depth, Yc (ft) = 0.96 Top Width (ft) = 7.96 Calculations EGL (ft) = 1.30 Compute by: Known Q Known Q (cfs) = 15.65 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 2 2024 30 CWD Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.68 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 45.06 Total Depth (ft) = 2.00 Area (sqft) = 11.83 Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.81 Slope (%) = 4.40 Wetted Perim (ft) = 12.63 N-Value = 0.078 Crit Depth, Yc (ft) = 1.41 Top Width (ft) = 12.08 Calculations EGL (ft) = 1.91 Compute by: Known Q Known Q (cfs) = 45.06 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 v 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 18 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jul 25 2024 DITCH 33 Triangular Highlighted Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.19 Total Depth (ft) = 2.00 Q (cfs) = 27.13 Area (sqft) = 4.25 Invert Elev (ft) = 1.00 Velocity (ft/s) = 6.39 Slope (%) = 0.70 Wetted Perim (ft) = 7.53 N-Value = 0.013 Crit Depth, Yc (ft) = 1.39 Top Width (ft) = 7.14 Calculations EGL (ft) = 1.82 Compute by: Known Q Known Q (cfs) = 27.13 Elev (ft) Section Depth (ft) 4.00 3.00 3.50 2.50 3.00 2.00 2.50 1.50 2.00 1.00 1.50 0.50 1.00 0.00 0.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Downstream Analysis E • ! • 10 I www.timmons.com TIMMONS GROUP - -,t i / ' 4f, \) , , ,,, r 1 (� /�;�i `1 ) •)/ , ,,,,.''- \. \,i cy , �f 4 !/!! f `► 1 �1� > J ; 11 1 II��, III 11 - • �` \f 1 )� '' ''`4! .?u :' �,�i ;�y�\ lq 4�(�f� , ((/'��' �c l ��"'�`; ', Ml) r lfI r�// ( �� \�\ \AO�If(+�s°' (��i f�;f/////� ( r �n � Ili/ / I)) / )III) ((ram 1U\p\\\� �Mlf( lF \' 'r_�. \�\\1\\\�\\l �,y`�II/U)i �'� \ \ \)1N kr i„tie Y �cJ ! /, y/1,. 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Ass..' . % �`k, 2i* = 1 I = --A- ) v\ \ - /�/ ry/ ( ( v� 11 — �- i // f��I v / r A / //11(l AA V AV�A\ V A S � _ r! �•' - - �w Al �j/j - !/�/ � �,• I v -Yip l' � 1l ' � �1�,, $ AI r..: ` �� I - Z vv� IIIs (1/lid '_\\ \\ /r l-� /11� /%/ /' �\tn �Av� ��/1/ ��l/. �" � VI 'hi'i"r f' l f // vw� �' % i -�a� = ``'1;�JA�� \) a 'ft�i �� I ►\�\s // /ram � em ��\\\�\��\\ti �. \�� . /'�r.. 1 I 1 �r. r 7. /� / I ' 1 \ •,•••.� POST-DEVELOPMENT DA MAP DOWNSTREAM0 a I__, aoo Zaoo • � FeB' TIMMONS GROUP BROADWAY CROSSING — April 2, 2024 ENGINEERING DESIGN TECHNOLOGY S:\331\49183-Patterson_Property\DWG\49183-331C-SPHYDR-DOWNSTREAM-POST.dwg I Plotted on 4/18/2024 11:57 AM I by Logan Wright Hydraflow Table of Contents PATTERSON DOWNSTREAM.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,04/18/2024 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, PRE POI DOWNSTREAM 4 Hydrograph No. 2, SCS Runoff, POST POI DOWNSTREAM 5 25 - Year Summary Report 6 Hydrograph Reports 7 Hydrograph No. 1, SCS Runoff, PRE POI DOWNSTREAM 7 Hydrograph No. 2, SCS Runoff, POST POI DOWNSTREAM 8 100 - Year Summary Report 9 Hydrograph Reports 10 Hydrograph No. 1, SCS Runoff, PRE POI DOWNSTREAM 10 Hydrograph No. 2, SCS Runoff, POST POI DOWNSTREAM 11 1 2 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Legend Hyd. Origin Description 1 SCS Runoff PRE POI DOWNSTREAM 2 SCS Runoff POST POI DOWNSTREAM Project: PATTERSON DOWNSTREAM.gpw Thursday, 04/ 18/2024 2 Hydrograph Return Period Recap 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 239.15 1095.98 1557.79 2355.47 PRE POI DOWNSTREAM 2 SCS Runoff 265.56 1150.29 1620.09 2427.71 POST POI DOWNSTREAM Proj. file: PATTERSON DOWNSTREAM.gpw Thursday, 04/ 18/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, 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 1095.98 2 750 7,473,495 PRE POI DOWNSTREAM 2 SCS Runoff 1150.29 2 750 7,779,412 POST POI DOWNSTREAM PATTERSON DOWNSTREAM.gpw Return Period: 10 Year Thursday, 04/ 18/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,04/18/2024 Hyd. No. 1 PRE POI DOWNSTREAM Hydrograph type = SCS Runoff Peak discharge = 1095.98 cfs Storm frequency = 10 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 7,473,495 cuft Drainage area = 1045.000 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 59.00 min Total precip. = 5.35 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE POI DOWNSTREAM Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 1099.00 1099.00 942.00 942.00 785.00 785.00 628.00 628.00 471.00 471.00 314.00 314.00 157.00 157.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,04/18/2024 Hyd. No. 2 POST POI DOWNSTREAM Hydrograph type = SCS Runoff Peak discharge = 1150.29 cfs Storm frequency = 10 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 7,779,412 cuft Drainage area = 1045.000 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 59.00 min Total precip. = 5.35 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST POI DOWNSTREAM Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 1155.00 1155.00 990.00 990.00 825.00 825.00 660.00 660.00 495.00 495.00 330.00 330.00 165.00 165.00 61 0.00 — - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 6 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, 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 1557.79 2 750 10,338,115 PRE POI DOWNSTREAM 2 SCS Runoff 1620.09 2 750 10,697,975 POST POI DOWNSTREAM PATTERSON DOWNSTREAM.gpw Return Period: 25 Year Thursday, 04/ 18/2024 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,04/18/2024 Hyd. No. 1 PRE POI DOWNSTREAM Hydrograph type = SCS Runoff Peak discharge = 1557.79 cfs Storm frequency = 25 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 10,338,115 cuft Drainage area = 1045.000 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 59.00 min Total precip. = 6.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE POI DOWNSTREAM Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs) 1561.00 1561.00 1338.00 1338.00 1115.00 I\ I 1115.00 892.00 892.00 669.00 669.00 446.00 446.00 223.00 223.00 J -------------- 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,04/18/2024 Hyd. No. 2 POST POI DOWNSTREAM Hydrograph type = SCS Runoff Peak discharge = 1620.09 cfs Storm frequency = 25 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 10,697,975 cuft Drainage area = 1045.000 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 59.00 min Total precip. = 6.38 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST POI DOWNSTREAM Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs) 1624.00 L I 1624.00 1392.00 1392.00 1160.00 1160.00 1 928.00 928.00 I 696.00 696.00 464.00 464.00 232.00J ..--------___ 232.00 0.00 �- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 9 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, 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 2355.47 2 750 15,326,555 PRE POI DOWNSTREAM 2 SCS Runoff 2427.71 2 750 15,759,403 POST POI DOWNSTREAM PATTERSON DOWNSTREAM.gpw Return Period: 100 Year Thursday, 04/ 18/2024 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,04/18/2024 Hyd. No. 1 PRE POI DOWNSTREAM Hydrograph type = SCS Runoff Peak discharge = 2355.47 cfs Storm frequency = 100 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 15,326,555 cuft Drainage area = 1045.000 ac Curve number = 66 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 59.00 min Total precip. = 8.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 PRE POI DOWNSTREAM Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 2359.00 2359.00 2022.00 2022.00 1685.00 1685.00 1348.00 1348.00 1011.00 1011.00 674.00 674.00 337.00 337.00 0.00 �- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,04/18/2024 Hyd. No. 2 POST POI DOWNSTREAM Hydrograph type = SCS Runoff Peak discharge = 2427.71 cfs Storm frequency = 100 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 15,759,403 cuft Drainage area = 1045.000 ac Curve number = 67 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 59.00 min Total precip. = 8.04 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 POST POI DOWNSTREAM Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 2429.00 L 2429.00 2082.00 2082.00 1735.00 1735.00 1388.00 1388.00 1 1041.00 1041.00 694.00 694.00 347.00 347.00 0.00 ' ._ - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min)