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Home My WebLink About20221213_ESC_Calculations APPENDIX B ROCKINGHAM QUARRY PHASE 2 CALCULATIONS BOOK Prepared By: pbrinkley Date: 12i8i2022 Checked by: Nbivins Date: 12-8-22 RAINFALL 7/25/22,1:21 PM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 Location name:Rockingham,North Carolina, jl( USA` Latitude:35.0058°,Longitude:-79.8475° Elevation:279.99 ft** `source.ESRI Maps **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Pauybok,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 1q8.83p9.43 25 100 200 500 1000 5-min 5.28 6.24 7.25 7. 9.98 10.5 11.1 71.5 (4.82-5.77) (5.70-6.84) (6.61-7.94) (7.27- (8.00-9.6 .3) (8.98-10.9) (9.38-11.4) (9.82-12.1) (10.1-12.6) 10-min4.21 4.99 5.80 6. 7.04 ) ( 7.93 8.31 8.76 9.07 )(3.86-4.61) (4.56.5.47) (5.29.6.37) (5.81. (6.38.7.620 7.13.8.65) (7.43.9.08) (7.76.9.59) (7.97.9.94 15-min 3.51 F 4.18 4.90 5.38 5.95 6.34 6.68 6.99 7.35F 7.59 (3,21-3.84) (3.82.4.58) (4.46.5,37) (4.90.5.89) (5.39.6,49) (5,73-6.92) (6.01.7.29) (6.25.7.63) (6.51.8.04) (6.68.8.32) 1.12 30-min 2.0 2163 2.648.17 3.13.48 7 3.81 3.53.90 27 3.99 4.81 4.315721 4.0-5.58 4.87-55..94 5.8 6540 5.0 6573 60-min 1.50 1.81 2.23 2.54 2.93 3.23 3.53 3.82 4.20 4.49 (1.37-1.64) (1.66-1.99) (2.03-2.44) (2.31-2.78) (2.66-3.20) (2.92-3.53) (3.17-3.85) (3.414.17) (3.72-4.59) (3.95-4.92) 2-hr 0.874 1.06 1.32 1.52 1.77 1.97 2.16 2.36 2.61 2.81 (0.798-0.965) (0.966.1.17) 1 (1.20.1.46) 1 (1.38.1.67) 1 (1.60.1.95) 1 (1.77-2.17) 1 (1.93.2.38) (2.09.2.59) (2.29.2.88) (2.45.3.10) 3-hr 0.620 0.751 0.941 1.09 1.29 1.44 1.60 1.77 1.99 2.17 (0.54-0.687) (0.684-0.833) (0.855-1.04) (0.986-1.20) 1 (1.16-1.42) 1 (1.29-1.59) 1 (1.42-1.76) 1 (1.56-1.94) 1 (1.73-2.19) 1 (1.87-2.40) 6-hr 0.371 0.449 0.563 0.652 0.774 0.871 0.972 1.08 1.22 1.33 (0.338-0.409) (0.409-0.495) (0.512-0.621) (0.592-0.718) (0.697-0.850) (0.779-0.955) (0.862-1.06) (0.945-1.18) 1 (1.06-1.33) 1 (1.14-1.46) 12-hr 0.216 0.262 0.330 0.385 0.460 0.522 0.585 0.652 0.747 0.823 (0.198-0.239) (0.239-0.290) (0.301.0.364) (0.349-0.424) (0.415-0.505) (0.466-0.571) (0.518-0.640) (0.571.0.712) (0.643-0.815)1(0.699.0.898) 24-hr 0.127 0.153 0.194 0.226 0.270 0.307 0.345 0.384 0.440 0.486 (0.117.0.138) (0.142.0.167) (0.179.0.210) (0.208-0.245) (0.248.0.293) (0.280-0.332) (0.313.0.373) (0.348.0.417) (0.395.0.478) (0.433.0.528) 2-day 0.074 0.089 0.112 0.130 0.155 0.175 0.197 0.219 0.250 0.275 (0.069-0.080) (0.083-0.097) (0.104-0.121) (0.120-0.140) (0.143-0.167) (0.161-0.189) (0.180-0.213) (0.199-0.237) (0.225-0.271)1(0.247-0.300) 3-day 0.052 0.063 0.079 0.091 0.108 0.122 0.137 0.152 0.173 0.190 (0.049-0.056) (0.059-0.068) (0.073.0.085) (0.084-0.098) (0.100.0.116) (0.112.0.131) (0.125-0.147) (0.138.0.164) (0.157-0.187)1(0.171.0.206) 4-day 0.042 0.050 0.062 0.071 0.085 0.095 0.106 0.118 0.135 0.148 (0.039 0.045) (0.047.0.054) (0.058.0,066) (0.066.0.077) (0,078.0,091) (0.088-0.102) (0,098.0.114) (0,108.0,127) (0.122.0.145) (0,134.0.160) 7-day 0026-0 029 0031--0 035 0.037--0 043 004-0 049 0.050-0 058 0056-0 065 006-0 072 0.68-0 079 00776-0 090 0.8-0 099 10-day 0.022 0.026 0.032 0.036 0.042 0.046 0.051 0.055 0.062 0.067 (0.021-0.023) (0.025-0.028) (0.030-0.033) (0.034-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.051-0.059) (0.057-0.066) (0.062-0.072) 20-day "015 0.017 0.021 0.023 0.027 0.029 0.032 0.035 0.039 0.042 (0.014-0.016) (0.017.0.019) (0.020.0.022) (0.022-0.025) (0.025-0.028) (0.028-0.031) (0.030.0.034) (0.033.0.037) (0.036.0.041) (0.039-0.045) 30-day 0.012 0.014 0.017 0.019 0.021 0.023 0.025 0.027 0.029 0.031 (0.012 0 013) (0.014.0.015) (0.016.0.018) (0.018.0.020) (0.020.0.022) (0.022-0.024) (0.023.0.026) (0.025.0.028) (0.027.0.031) (0.029.0.033) 45-day 0.010 0.012 0.014 0.015 0.017 0.018 0.020 0.021 0.023 0.024 (0.010-0.011) (0.011-0.013) (0.013-0.015) (0.014-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.020-0.022) (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) (0.012.0.013) (0.013.0.014) (0.014.0.016) (0.015-0.017) (0.016.0.018) (0.017.0.019) (0.018.0.020) (0.019.0.021) t 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://hdse.nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=35.0058&Ion=-79.475&data=intensity&units=english&series=pds 1/3 CULVERTS & RIPRAP OUTLET PROTECTION - y NORTH is *407 100e IS i / -- "Woo \ \ ll000l / J ♦ / y / ♦ / / v MORI— lop y� WOOD yam"- 0000 0000 // � woo " 0000 1 1 1 1 y y MOROI woom --woo fo was 'Ron, 011 IR— RIP RAP APRON 1 _/� �`' ,, — ••"■••...■■■•�• / / / // / / / +� o DA = 3.0 ACRES // // ___`— ■■�•■■ / / , / / / / f a N .0000 co U M 1—CULVERT AT TURNAROUND _ —�` \J/ / /// /� f '/ /-1 �/ 11 I •� W W Uo DA = 3.0 ACRES � // \ ',y CCU �� , 'z OD I mrr■�+'� rrr,trir.rrrr*,.rr rrsrrr. ' / \ •rl � a i Ar lo- SF I 340 `� •■• M 304 SF S F �' �+� i� ��w • `�s SF N � ■■■••• o SF \ •' RIP RAP APRON 2 o 302 S F � ,�\ o I �� \ ••••�••• 2°a 1 DA = 2.0 ACRES ¢ d o 0 0 m moo„ \ I �� ••• / a a z z r •• 6 31 � ONTO \ \ 29 I o / \ _ q Q z 32 ► •'•••• z z w o 330 wWwwo \ --i — E R R O A D I _ '� I \� / / // /� w w �•�� _ \� ► _L A $ S �T ` I I 2—CULVERT AT END OF ROAD / ��/ -/ , /� q q v q a w 320 320 // / —� \ I _ ------ / DA = 2.0 ACRES / / _ \ � — � � / i / / /` — _fig �c� ``�\�-----.- \ .� // � � � / / / / / / IN a 1-1 // /I/ �_�� -- / \`— —� MI Sam onam Romig go 1goor 308 woo- It Now \mom snow c 4 N N J 7 V. V O U MINNI OVAft m v' l O N y t a O V 3 O O U O SCALE IN FEET SHEET NUMBER g REFERENCE SNOW o EXISTING SITE BOUNDARY AND TOPOGRAPHICAL INFORMATION 0 100 200 CULVERT PROVIDED BY VULCAN MATERIALS COMPANY, INC. ON JUNE 2022. a Civil & Environmental Consultants, Inc. By: PAB Project Name: ROCKINGHAM QUARRY -PHASE 2 Date: 11/23/2022 CEC Project No.: 304-408 Checked By: NTB Description: CULVERT FLOWS Date: 12/8/2022 Rational Runoff Time of Area Intensity, I Flow, Q Ditch Composite C Concentration,Tc (acres) (in/hr) (cfs) (min) 1-CULVERT AT TURNAROUND 3.00 0.60 5.0 8.83 15.89 2-CULVERT AT END OF ROAD 1 2.00 1 0.60 1 5.0 1 8.83 1 10.60 Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Nov 23 2022 1-CULVERT AT TURNAROUND Invert Elev Dn (ft) = 290.39 Calculations Pipe Length (ft) = 76.74 Qmin (cfs) = 15.89 Slope (%) = 0.79 Qmax (cfs) = 15.89 Invert Elev Up (ft) = 291.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 24.0 Shape = Circular Highlighted Span (in) = 24.0 Qtotal (cfs) = 15.89 No. Barrels = 1 Qpipe (cfs) = 15.89 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.53 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.58 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 292.11 HGL Up (ft) = 292.44 Embankment Hw Elev (ft) = 293.35 Top Elevation (ft) = 294.00 Hw/D (ft) = 1.18 Top Width (ft) = 24.00 Flow Regime = Inlet Control Crest Width (ft) = 50.00 9ev(Z) 1-CULVERT ATTURNAROUN❑ Hrr Depth ifti 295-00 4. 294.00 3.00 n oon 293.00 2.00 292.00 to() 291.00 0.00 290.00 AM 289 00 2.00 0 10 2n M 40 M 60 70 e0 s0 100 110 120 Qralar(Avert HGL Embank Rich(ft) DESIGN OF OUTLET PROTECTION User Input Data Calculated Value Reference Data Designed By: PAB Date: 11/23/2022 Checked By: Date: Company: CEC Project Name: ROCKINGHAM QUARRY Project No.: 304-408 Site Location(City/Town) Rockingham Culvert Id. 1-CULVERT AT TURNAROUND Total Drainage Area(acres) 3.00 Step 1. Determine the tailwater depth from channel characteristics below the pipe outlet for the design capacity of the pipe_ If the tmlw-ater depth is less than half the outlet pipe diameter,it is classified minimum tailwater condition. If it is greater than half the pipe diameter,it is classified maximum condition. Pipes that outlet onto wide flat areas with no defined channel are assumed to have a minimum tailwater condition unless reliable flood stage elevatious show otherwise. Outlet pipe diameter,Do(in.) 24.0 Tailwater depth(in.) 0.0 Minimum/Maximum tailwater? Min TW(Fig.8.06a) Discharge(cfs) 15.89 Velocity(ft./s) 5.06 Step 2. Based on the tailwater conditions determined in step L enter Figure 8.06a or Figure 8.06b,and determine d,o riprap size and minimum apron length (L). The d.,size is the median stone size in a well-graded nprap apron. Step 3. Determine apron width at the pipe outlet,the apron shape,and the apron width at the outlet end from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Fiaure 8.06b Riprap d50,A) 0.5 Minimum apron length,La(ft.) 13 Apron width at pipe outlet(ft.) 6 6 Apron shape Apron width at outlet end(ft.) 15 2 Step 4. Determme the maximum stone diameter d,,,,,,=1.5 x d, Minimum TW Maximum TW Max Stone Diameter,dmax(ft.) 0.75 0 Step 5. Determine the apron thickness: Apron thickness=1-5 x d,,,,x Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the riprap apron to the site by snaking it level for the minimum length, L., from Figure 8 06a or Figure 8.06b- Extend the apron farther downstream and along channel banks until stability is assured. Keep the apron as straight as possible and align it with the flow of the receiving stream. Makc way necessary alignment bends near the pipe outlet so that the entrance into the receiving stream is straight. Some locations may require 1'_g of the entire channel cross section to assure stability. It may be necessary to increase the size of riprap where protection of the channel side slopes is necessary(Appendix 8.05)_ Where overfalls exist at pipe outlets or flows are excessive,a plunge pool should be considered,see page 8.06.8. Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 Qutlet W Do + . , 90 f pipe ! [ diameter(Do) Il La 80 i w ter 0.5Do 0 tti so 4 AM. . ::<< t9 1 : . : :.::: .1:...... 3 r4 Cn v . y a a a rr I.............: .� o • v - 15 �`'v � ' r-r-•� 1 � v - 50 4 rV I- v = 5 0 3 5 10 20 so 1D0 200 500 1000 Discharge(ft3lsec) Curves may not be extrapolated. Figure 8.06a design of outlet protecton protection from a round pipe flowing lull,minimum tailwater condition(T.c 0.5 diameter) Reti IM 8.06.3 Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Nov 28 2022 2-CULVERT AT END OF ROAD Invert Elev Dn (ft) = 286.00 Calculations Pipe Length (ft) = 115.70 Qmin (cfs) = 10.60 Slope (%) = 3.80 Qmax (cfs) = 10.60 Invert Elev Up (ft) = 290.40 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 21.0 Shape = Circular Highlighted Span (in) = 21.0 Qtotal (cfs) = 10.60 No. Barrels = 1 Qpipe (cfs) = 10.60 n-Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.88 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.96 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 287.48 HGL Up (ft) = 291.61 Embankment Hw Elev (ft) = 292.32 Top Elevation (ft) = 296.00 Hw/D (ft) = 1.10 Top Width (ft) = 70.00 Flow Regime = Inlet Control Crest Width (ft) = 50.00 El.(ft) 2-CULVERT AT END OF ROAD Hw Depth(ft) 29E.00 7.6U 295.00 6.60 294.00 3.60 n con 292.00 1.60 29D.DD -0.40 2EE.DD -2.40 236.00 -440 264.00 -640 0 10 20 30 40 60 6O 70 6n 90 100 110 120 130 140 1611 160 Circular Culvert HGL Embank Reach(ft) DESIGN OF OUTLET PROTECTION User Input Data Calculated Value Reference Data Designed By: PAB Date: 11/23/2022 Checked By: Date: Company: CEC Project Name: ROCKINGHAM QUARRY Project No.: 304-408 Site Location(City/Town) Rockingham Culvert Id. 2-CULVERT AT END OF ROAD Total Drainage Area(acres) 2.00 Step 1. Determine the tailwater depth from channel characteristics below the pipe outlet for the design capacity of the pipe_ If the tmlw-ater depth is less than half the outlet pipe diameter,it is classified minimum tailwater condition. If it is greater than half the pipe diameter,it is classified maximum condition. Pipes that outlet onto wide flat areas with no defined channel are assumed to have a minimum tailwater condition unless reliable flood stage elevatious show otherwise. Outlet pipe diameter,Do(in.) 21.0 Tailwater depth(in.) 0.0 Minimum/Maximum tailwater? Min TW(Fig.8.06a) Discharge(cfs) 10.60 Velocity(ft./s) 4.41 Step 2. Based on the tailwater conditions determined in step 1,enter Figure 8.06a or Figure 8.06b,and determine d,o riprap size and minimum apron length (L). The d.,size is the median stone size in a well-graded nprap apron. Step 3. Determine apron width at the pipe outlet,the apron shape,and the apron width at the outlet end from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Fiaure 8.06b Riprap d50,A) 0.5 Minimum apron length,La(ft.) 13 Apron width at pipe outlet(ft.) 5.25 5.25 Apron shape Apron width at outlet end(ft.) 14.75 1.75 Step 4. Determme the maximum stone diameter. d,,,,,,=1.5 x d, Minimum TW Maximum TW Max Stone Diameter,dmax(ft.) 0.75 0 Step 5. Determine the apron thickness: Apron thickness=1-5 x d,,,,x Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the riprap apron to the site by snaking it level for the minimum length, L., from Figure 8 06a or Figure 8.06b- Extend the apron farther downstream and along channel banks until stability is assured. Keep the apron as straight as possible and align it with the flow of the receiving stream. Makc my necessary alignment bends near the pipe outlet so that the entrance into the receiving stream is straight. Some locations may require 1'_g of the entire channel cross section to assure stability. It may be necessary to increase the size of riprap where protection of the channel side slopes is necessary(Appendix 8.05)_ Where overfalls exist at pipe outlets or flows are excessive,a plunge pool should be considered,see page 8.06.8. Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 Qutlet W Do + . , 90 f pipe ! [ diameter(Do) Il La 80 i w ter 0.5Do 0 tti 4P so .......... d 4 AId9 20 . .. 1., I .......... 3 i . m 01 v v = 5 0 3 5 10 20 so 1D0 200 500 1000 Discharge(ft3lsec) Curves may not be extrapolated. Figure 8.06a design of outlet protecflon protection from a round pipe flowing lull,minimum tailwater canditron(Tw c 0.5 diameter) Re%IM 8.06.3 DITCHES / / y NORTH eo \ 3S ..... - �\ ��_ —SLOPE DRAIN 3`\� _� // -►�.� 10.4 AC ftftw4WAIL own, 0000, ~ 10000, 00 noun 0.7 0. 40 ��\ 0.7 SLOPE DRAIN 4 7.0 AC lo y � •��-' / � y �`� ' \�,, � " - y��/ , it / / /�/I / G" y " 4 _ allow " y �' y SLOPE DRAIN 2 1 .1 r� 0.45.8 AC y — i � ► 1 .1 1 .5 woo* 0000 -Mummas� __----- 0.5 l / w M O 1 .8 LL r 4 cc gee — 0.8 0" r I 1 .5 r fitn„rr.Trirt 3.7 rtirrrrr.Trrrirrr '/ / �� i /�/ / / // 0 a fi �� P.4 a 0 •Rrn 1 .6 �,,i a 04 trt` 340 `� �• 304 SF �. am= ••'•• •�! / N I SF ■ SUNNI •••■■� 1 .7 �� / / o F ! � DITCH 1 / 8.6 AC w I •••. 8 w w W o SF ! DITCH 2 'o j� ••• 2g d d ° o 3.0 AC ' . / a a z z M 32 3 ! SLOPE DRAIN 3 T I DITCH 4 •• Zg6 o 0.5 AC I \ \ 1.6 AC ••• Q Q w 330 `� � r�r•�— � ` SLOPE DRAIN 2 � - L A S S IT E R R O A D Q Q U Q U P w t 320 4.9 AC �- � - I I I S 32 / � -f�allow \\�__- \� - I DITCH 3 1.7 N now woos, / _ I I /' /' -� SOW -mac- _ Volg � \� � / ♦ \ -- \�\ \� \\\��\\ i orlr� war, am own -506 36 \� r / —'' j' — \ 9p cLL- n 1 wow allowallow alawa DITCH 5 2.2 ACwoos �s\j 2.2 300 t Nit. go � ODD ••• / /'/ � ) l l l I I I / / / I I I I` f/ � ` 1�,) F--1 �/ / / / � / / \ � I N CO • � \ / / I / / I I I I / o _� /J J I 1 ( / / I ` ys 00 •.. I /� I / j j I I I I l ��—� �/� O Q [� N N 2 � **411* DITCH 6 ` �6 / I I I\ 1\ \\\\\ \ \ \ \ \ \ I ( I �_ \\ ` u 1.2 AC _ / I I / I / I I 1 / 1 // I lam/ / / / / ti / �►___ g10 zs J// /// / // II� 411k- 60 I SCALE IN FEET SHEET NUMBER g REFERENCE DITCHES EXISTING SITE BOUNDARY AND TOPOGRAPHICAL INFORMATION 0 100 200 PROVIDED BY VULCAN MATERIALS COMPANY INC. ON JUNE 2022. / l/�ll �/�.<v i 1 i / ,/ �� / 1 V K \� �� \ �\ \--\\ - - 1 / % I \� \ r� a ---- I \ � � It l ❑ ❑ — // �/ // � i/ � ,I I I II II I � \1\1\ I 1 I Li \ I I \\ ❑ ,/ / / / - `J I \ I I I \\ \\\\\\\\\\ ; NORTH E 7 � �/ /// I /� � t / � I I I I \I 1 1 1 \ SF SF IS I \ / // / � � � \- �� \\\ ' I I // -- —_— r��\\\❑��\ \\\�� — � _ _�—__\\\\\ /% / �� _, ' \\ \\ 1 1 �I II III II d I I I \ / / / LOW SLOPE DITCH I I I I \ \\ 0.4 / I 1 1.5 ACRES I I I I \ 0.2 l l I I I \I I I I I 1 \ \ \ \ i I \ II IIII II / I III III III I I I ICI � III I MODERATE SLOPE DITCH 2.57 ACRES I I I IIII / J / 11/ III III I I I I I I I I I I\ I 11 I I LOW SLOPE DITCH / / 2.71 ACRES0.07 ��/ MODERATE SLOPE DITCH 3.35 ACRES — ( 0.14 DITCH 6 3.87 ACRES 0.9 1 \ \� / / / / I I \ \ 1 n W a0 OS E in HIGH SLOPE DITCH (® 2:1) 4.28 ACRES \ / \ \ \ > c o o W J C7 U m _ o �c N \ 0.11 /� 0.5 VA VI 7-7 CNN \ > f 7-7 \ / e / \ / I I \ \ \ \ \ s \ \ 1J \ -/ \ `—/ 1 \ / / \ \�\\\ \ \ \-- \\ \\� \\ \ `� I \ \ � Q STOCKPILE AREA N < 7 41/ 0 SCALE IN FEET SHEET NUMBER g REFERENCE o EXISTING SITE BOUNDARY AND TOPOGRAPHICAL INFORMATION 0 50 100 DITCHES PROVIDED BY VULCAN MATERIALS COMPANY, INC. ON JUNE 2022. a Civil & Environmental Consultants, Inc. By: PAB Project Name: ROCKINGHAM QUARRY Date: 11/23/2022 CEC Project No.: 304-408 Checked By: NTB Description: DITCH FLOWS Date: 12/8/2022 Rational Runoff Time of Area Intensity, I Flow,Q Ditch Composite C Concentration,Tc (acres) (min) (in/hr)* (cfs) CHANNEL SIZE AND RECOMMENDED CHANNEL MATTING DITCH 1 9.80 0.60 5.0 8.83 51.92 2' bottom,2to1 sides; 6" riprap DITCH 2/DITCH 5 3.00 0.60 5.0 8.83 15.89 2' bottom,2to1 sides;SC150 ANY DITCH UNDER 2 ACRES 2.00 0.60 5.0 8.83 10.60 2' bottom,2to1 sides;S150 MODERATE SLOPE UNDER 2 ACRES 2.00 0.60 5.0 8.83 10.60 2' bottom,2to1 sides; 12" RIPRAP MODERATE SLOPE 2-3 ACRES 3.05 0.60 5.0 8.83 16.16 2' bottom,2to1 sides; 12" RIPRAP HIGH SLOPE DITCH (@ 2:1) 3.98 0.60 5.0 8.83 21.09 2' bottom,2to1 sides; 36" RIPRAP DITCH 6 3.57 0.60 5.0 8.83 18.91 1 2' bottom,2to1 sides;SC250 OR 12" RIPRAP Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Dec 6 2022 DITCH 1 Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 2.68 Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 51.92 Total Depth (ft) = 3.50 Area (sqft) = 19.72 Invert Elev (ft) = 305.00 Velocity (ft/s) = 2.63 Slope (%) = 2.00 Wetted Perim (ft) = 13.99 N-Value = 0.100 Crit Depth, Yc (ft) = 1.69 Top Width (ft) = 12.72 Calculations EGL (ft) = 2.79 Compute by: Known Q Known Q (cfs) = 51.92 Elev (ft) Section Depth (ft) 309.00 4.00 308.00 3.00 307.00 2.00 306.00 1.00 305.00 0.00 304.00 -1.00 0 2 4 6 8 10 12 14 16 18 20 Reach (ft) 11/23/22, 10:55 AM ECMDS 7.0 NORTH North American Green A 5401 St. Wendel-Cynthiana Rd. AMERICAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>DITCH 1 Name DITCH 1 Discharge 51.92 Channel Slope 0.02 Channel Bottom Width 2 Left Side Slope 2 Right Side Slope 2 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Bunch Type Vegetation Density Fair 50-64% Soil Type Sandy Loam(GM) Rock Riprap Normal Permissible Calculated Safety Staple FPhase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern Rock Riprap Straight 51.92 cfs 2.64 ft/s 2.68 ft 0.1 2 Ibs/ft2 1.76 Ibs/ft2 1.14 STABLE -- Unvegetated https://ecmds.com/project/l54489/channel-analysis/235000/show 1/1 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Dec 6 2022 DITCH 2 Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.14 Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 15.89 Total Depth (ft) = 2.00 Area (sqft) = 4.88 Invert Elev (ft) = 312.00 Velocity (ft/s) = 3.26 Slope (%) = 2.00 Wetted Perim (ft) = 7.10 N-Value = 0.050 Crit Depth, Yc (ft) = 0.93 Top Width (ft) = 6.56 Calculations EGL (ft) = 1.30 Compute by: Known Q Known Q (cfs) = 15.89 Elev (ft) Section Depth (ft) 315.00 3.00 314.50 2.50 314.00 2.00 313.50 1.50 313.00 1.00 312.50 0.50 312.00 N 0.00 311.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) 11/23/22, 11:01 AM ECMDS 7.0 NORTH North American Green A 5401 St. Wendel-Cynthiana Rd. AMERICAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>DITCH 2 Name DITCH 2 Discharge 15.89 Channel Slope 0.02 Channel Bottom Width 2 Left Side Slope 2 Right Side Slope 2 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Bunch Type Vegetation Density Fair 50-64% Soil Type Sandy Loam(GM) SC150 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern SC150 Straight 15.89 cfs 4.02 ft/s 0.99 ft 0.038 2 Ibs/ft2 1.24 Ibs/ft2 1.62 STABLE D Unvegetated Underlying Straight 15.89 cfs 4.02 ft/s 0.99 ft 0.038 1.89 Ibs/ft2 0.77 Ibs/ft2 2.47 STABLE D Substrate Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 15.89 cfs 3.27 ft/s 1.14 ft 0.05 4 Ibs/ft2 1.42 Ibs/ft2 2.82 STABLE Vegetation Underlying Straight 15.89 cfs 3.27 ft/s 1.14 ft 0.05 1.83 Ibs/ft2 0.86 Ibs/ft2 2.15 STABLE Substrate https://ecmds.com/project/l54489/channel-analysis/235002/show 1/1 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Dec 6 2022 DITCH UNDER 2 AC - V-DITCH Triangular Highlighted Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 1.36 Total Depth (ft) = 2.00 Q (cfs) = 10.60 Area (sqft) = 3.70 Invert Elev (ft) = 312.00 Velocity (ft/s) = 2.87 Slope (%) = 2.00 Wetted Perim (ft) = 6.08 N-Value = 0.052 Crit Depth, Yc (ft) = 1.12 Top Width (ft) = 5.44 Calculations EGL (ft) = 1.49 Compute by: Known Q Known Q (cfs) = 10.60 Elev (ft) Section Depth (ft) 315.00 3.00 314.50 2.50 314.00 2.00 313.50 N7 7'1 1.50 313.00 1.00 312.50 0.50 312.00 0.00 311.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 Reach (ft) 11/23/22, 12:45 PM ECMDS 7.0 NORTH North American Green A 5401 St. Wendel-Cynthiana Rd. AMERICAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>DITCH UNDER 2 AC-V-DITCH Name DITCH UNDER 2 AC-V- DITCH Discharge 10.6 Channel Slope 0.02 Channel Bottom Width 0 Left Side Slope 2 Right Side Slope 2 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Bunch Type Vegetation Density Fair 50-64% Soil Type Sandy Loam(GM) SC150 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern SC150 Straight 10.6 cfs 3.58 ft/s 1.22 ft 0.039 2 Ibs/ft2 1.52 Ibs/ft2 1.32 STABLE D Unvegetated Underlying Straight 10.6 cfs 3.58 ft/s 1.22 ft 0.039 1.89 Ibs/ft2 0.68 Ibs/ft2 2.79 STABLE D Substrate Unreinforced Vegetation Normal Permissible Calculated Safety Remarks Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern Unreinforced Straight 10.6 cfs 2.88 ft/s 1.36 ft 0.052 4 Ibs/ft2 1.69 Ibs/ft2 2.36 STABLE Vegetation Underlying Straight 10.6 cfs 2.88 ft/s 1.36 ft 0.052 2.02 Ibs/ft2 0.76 Ibs/ft2 2.67 STABLE Substrate https://ecmds.com/project/l54489/channel-analysis/235011/show 1/1 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Dec 6 2022 DITCH UNDER 2 AC - TRAPEZOIDAL Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 0.97 Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 10.60 Total Depth (ft) = 2.00 Area (sqft) = 3.82 Invert Elev (ft) = 312.00 Velocity (ft/s) = 2.77 Slope (%) = 2.00 Wetted Perim (ft) = 6.34 N-Value = 0.053 Crit Depth, Yc (ft) = 0.75 Top Width (ft) = 5.88 Calculations EGL (ft) = 1.09 Compute by: Known Q Known Q (cfs) = 10.60 Elev (ft) Section Depth (ft) 315.00 3.00 314.50 2.50 314.00 2.00 313.50 1.50 313.00 1.00 312.50 0.50 312.00 0.00 311.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) 11/23/22, 12:46 PM ECMDS 7.0 NORTH North American Green A 5401 St. Wendel-Cynthiana Rd. AMERICAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>DITCH UNDER 2 ACRES-TRAPEZOIDAL Name DITCH UNDER 2 ACRES- TRAPEZOIDAL Discharge 10.6 Channel Slope 0.02 Channel Bottom Width 2 Left Side Slope 2 Right Side Slope 2 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Bunch Type Vegetation Density Fair 50-64% Soil Type Sandy Loam(GM) SC150 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern SC150 Straight 10.6 cfs 3.5 ft/s 0.83 ft 0.039 2 Ibs/ft2 1.03 Ibs/ft2 1.94 STABLE D Unvegetated Underlying Straight 10.6 cfs 3.5 ft/s 0.83 ft 0.039 1.89 Ibs/ft2 0.66 Ibs/ft2 2.86 STABLE D Substrate Unreinforced Vegetation Normal Permissible Calculated Safety Remarks Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern Unreinforced Straight 10.6 cfs 2.82 ft/s 0.96 ft 0.053 4 Ibs/ft2 1.19 Ibs/ft2 3.35 STABLE Vegetation Underlying Straight 10.6 cfs 2.82 ft/s 0.96 ft 0.053 2.05 Ibs/ft2 0.74 Ibs/ft2 2.75 STABLE Substrate https://ecmds.com/project/l54489/channel-analysis/235003/show 1/1 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Dec 6 2022 MODERATE SLOPE UNDER 2 ACRES Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 0.42 Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 10.60 Total Depth (ft) = 2.00 Area (sqft) = 1.19 Invert Elev (ft) = 312.00 Velocity (ft/s) = 8.89 Slope (%) = 18.00 Wetted Perim (ft) = 3.88 N-Value = 0.032 Crit Depth, Yc (ft) = 0.75 Top Width (ft) = 3.68 Calculations EGL (ft) = 1.65 Compute by: Known Q Known Q (cfs) = 10.60 Elev (ft) Section Depth (ft) 315.00 3.00 314.50 2.50 314.00 2.00 313.50 1.50 313.00 1.00 312.50 0.50 312.00 0.00 311.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) 12/6/22,2:57 PM ECMDS 7.0 NORTH North American Green A 5401 St. Wendel-Cynthiana Rd. AMERICAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>MODERATE SLOPE UNDER 2 ACRES Name MODERATE SLOPE UNDER 2 ACRES Discharge 10.6 Channel Slope 0.18 Channel Bottom Width 2 Left Side Slope 2 Right Side Slope 2 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Bunch Type Vegetation Density Fair 50-64% Soil Type Sandy Loam(GM) Rock Riprap Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Rock Riprap Straight 10.6 cfs 8.95 ft/s 0.42 ft 0.032 4 Ibs/ft2 3.44 Ibs/ft2 1.16 STABLE -- Unvegetated https://ecmds.com/project/l54489/channel-analysis/235454/show 1/1 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday, Dec 9 2022 MODERATE SLOPE 2-3 ACRES Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 0.66 Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 17.75 Total Depth (ft) = 2.00 Area (sqft) = 2.19 Invert Elev (ft) = 312.00 Velocity (ft/s) = 8.10 Slope (%) = 14.00 Wetted Perim (ft) = 4.95 N-Value = 0.039 Crit Depth, Yc (ft) = 0.98 Top Width (ft) = 4.64 Calculations EGL (ft) = 1.68 Compute by: Known Q Known Q (cfs) = 17.75 Elev (ft) Section Depth (ft) 315.00 3.00 314.50 2.50 314.00 2.00 313.50 1.50 313.00 1.00 312.50 0.50 312.00 0.00 311.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) 12/9/22,2:31 PM ECMDS 7.0 NORTH North American Green A 5401 St. Wendel-Cynthiana Rd. AMERICAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>MODERATE SLOPE(2-3 ACRES) Name MODERATE SLOPE(2-3 ACRES) Discharge 17.75 Channel Slope 0.14 Channel Bottom Width 2 Left Side Slope 2 Right Side Slope 2 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Bunch Type Vegetation Density Fair 50-64% Soil Type Sandy Loam(GM) Rock Riprap Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Staple Depth Shear Stress �Shear Stress Remarks Factor Pattern Rock Riprap Straight 17.75 cfs 8.25 ft/s 0.65 ft 0.039 4 Ibs/ft2 3.82 Ibs/ft2 1.05 STABLE -- Unvegetated https://ecmds.com/project/l54489/channel-analysis/235455/show 1/1 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday, Dec 9 2022 HIGH SLOPE DITCH AT 2to1 Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 0.48 Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 22.68 Total Depth (ft) = 2.00 Area (sqft) = 1.42 Invert Elev (ft) = 312.00 Velocity (ft/s) = 15.96 Slope (%) = 50.00 Wetted Perim (ft) = 4.15 N-Value = 0.032 Crit Depth, Yc (ft) = 1.12 Top Width (ft) = 3.92 Calculations EGL (ft) = 4.44 Compute by: Known Q Known Q (cfs) = 22.68 Elev (ft) Section Depth (ft) 315.00 3.00 314.50 2.50 314.00 2.00 313.50 1.50 313.00 1.00 312.50 0.50 Z312.00 0.00 311.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) 12/9/22,2:32 PM ECMDS 7.0 NORTH North American Green A 5401 St. Wendel-Cynthiana Rd. AMERICAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>HIGH SLOPE DITCH(@ 2:1) Name HIGH SLOPE DITCH(@ 2:1) Discharge 22.68 Channel Slope 0.5 Channel Bottom Width 2 Left Side Slope 2 Right Side Slope 2 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Bunch Type Vegetation Density Fair 50-64% Soil Type Sandy Loam(GM) Rock Riprap Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Rock Riprap Straight 22.68 cfs 16.04 ft/s 0.48 ft 0.032 12 Ibs/ft2 10.66 Ibs/ft2 1.13 STABLE -- Unvegetated https://ecmds.com/project/l54489/channel-analysis/235458/show 1/1 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday, Dec 9 2022 DITCH 6 Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.28 Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 20.50 Total Depth (ft) = 2.00 Area (sqft) = 5.84 Invert Elev (ft) = 312.00 Velocity (ft/s) = 3.51 Slope (%) = 3.70 Wetted Perim (ft) = 7.72 N-Value = 0.067 Crit Depth, Yc (ft) = 1.06 Top Width (ft) = 7.12 Calculations EGL (ft) = 1.47 Compute by: Known Q Known Q (cfs) = 20.50 Elev (ft) Section Depth (ft) 315.00 3.00 314.50 2.50 314.00 2.00 313.50 1.50 313.00 1.00 312.50 0.50 312.00 0.00 311.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) 12/9/22,2:33 PM ECMDS 7.0 NORTH North American Green A 5401 St. Wendel-Cynthiana Rd. AMERICAN Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>DITCH 6 Name DITCH 6 Discharge 20.5 Channel Slope 0.037 Channel Bottom Width 2 Left Side Slope 2 Right Side Slope 2 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Bunch Type Vegetation Density Fair 50-64% Soil Type Sandy Loam(GM) Rock Riprap FNormal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern Rock Riprap Straight 20.5 cfs 3.52 ft/s 1.28 ft 0.067 4 Ibs/ft2 1.74 Ibs/ft2 2.3 STABLE -- Unvegetated SC250 Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern SC250 Straight 20.5 cfs 6.05 ft/s 0.89 ft 0.032 3 Ibs/ft2 2.06 Ibs/ft2 1.45 STABLE E Unvegetated Underlying Straight 20.5 cfs 6.05 ft/s 0.89 ft 0.032 2.84 Ibs/ft2 1.3 Ibs/ft2 2.18 STABLE E Substrate SC250 Straight 20.5 cfs 5.11 ft/s 1 ft 0.041 10 Ibs/ft2 2.31 Ibs/ft2 4.32 STABLE E Reinforced Vegetation Underlying Straight 20.5 cfs 5.11 ft/s 1 ft 0.041 3 Ibs/ft2 1.43 Ibs/ft2 2.1 STABLE E Substrate https://ecmds.com/project/l54489/channel-analysis/235459/show 1/1 SEDIMENT TRAP --- ---�--- NORTH C \ \ \ 1 1 I—� I � \ I I III I / I I E j \\ � �� I I \ I I I I I I I I I j I I I \\ \II I I O `\ \ \ \ 11 III -_j � / / 11 i II � `"� i i / i l \ \ \ \ \ \ \\ \o\ \ \ \ to \ \ o \ \ \ \ SEDIMENT TRAP z DRAINAGE AREA: 7 ACRES \ \ r >N OD M m ago 0 acn �L J \ N goo 1901, \ O w w z �_ 1 \ \\ \ / O 1 I \ w _� d O / .3 � Ca Caate. w STOCKPILE AREA \ \ \\ Z Li J/l lI J j l J I \\ a N V 3 O O U O SCALE IN FEET SHEET NUMBER g REFERENCE mmilloll o EXISTING SITE BOUNDARY AND TOPOGRAPHICAL INFORMATION 0 50 100 SED TRAP PROVIDED BY VULCAN MATERIALS COMPANY, INC. ON JUNE 2022. a CIVIL&ENVIRONMENTAL CONSULTANTS,INC. By: PAB Project Name: ROCKINGHAM QUARRY Date: 11/21/2022 CEC Project No.: 304-408 Checked By: NTB Description: Date: 12 8 2022 Input Calculation Reference GOVERNING REVIEW AGENCY NCDEQ TOTAL DRAINAGE AREA 7.00 RAINFALL INTENSITIES(in/hr) 6.24 2-yr NOAA Atlas 14,Volume 2,Version 3 Location Charlotte, 7.98 10-yr NC 8.83 25-yr BARREL PIPE DIA.(in) 30.00 RATIONAL RUNOFF COEFFICIENT Description of surface C-value(Table Area8.03b (acres) %of Area Impervious Area 0.00 0.0000 0% Wooded Area 0.00 0.0000 0% Grassed Area(Lawns w/slopes>7%) 0.00 0.0000 0% Disturbed area 0.60 7.0000 100% Composite Runoff Coefficient 0.60 2yr./25-yr.RATIONAL RUNOFF Time of Area Intensity,I Flow,Q Trap Composite C Concentration,Tc (acres) (in/hr) (cfs) (min) Sediment Trap#1(25-yr Rational Runoff) 7.00 0.6000 5.0 8.83 37.09 Sediment Trap#1(2-yr Rational Runoff) 7.00 0.6000 5.0 6.24 26.21 Total 25-yr Flow to Sediment Trap(cfs) 37.09 REQUIRED SURFACE AREA Trap Peak Flow(cfs) Area Required Total Area Required (sf/cfs) (sf) Sediment Trap#1(25-yr Rational Runoff) 37.09 435 16,132.41 Total REQUIRED Sediment Trap Area(sf) 16,132 REQUIRED VOLUME Disturbed Area Volume Total Volume Trap Required Required (acres) (ft/acre) (cubic feet) Sediment Trap#1(25-yr Rational Runoff) 7.00 3,600 25,200.00 Total REQUIRED Sediment Trap Volume(cubic feet) 25,200 1 OF 2 CIVIL&ENVIRONMENTAL CONSULTANTS,INC. By: PAB Project Name: ROCKINGHAM QUARRY Date: 11/21/2022 CEC Project No.: 304-408 Checked By: NTB Description: Date: 12 8 2022 Input Calculation Reference PROVIDED AREA&VOLUME Elevation Area Inc.Vol. Acc Vol. 185.00 14640 0 0 186.00 15814 15223 15,223 187.00 17013 16410 31,633 187.50 17622 8658 40,291 188.00 18237 8964 40,597 189.00 19486 18858 59,455 Total PROVIDED Sediment Trap Volume(cubic feet) 40,291 OKAY Total PROVIDED Sediment Trap Area(square feet) 17,622 OKAY 2OF2 SEDIMENT CHANNEL --' / �,� SEDIMENT CHANNEL 2 / \— `� 26.4 ACRES NORTH waft Also— i- sow■ \ /// - _ -aft N SEDIMENT CHANNEL 1 22.3 ACRES / ' \ �\ r�/'j / 9 ,, __ �_�� ~~ ----- _ ` —_1♦` \ / �— - \\ ------0000, _ \ \ 0100, Ago 00, /0000 / y y / ►J / y 'y �y Now-wl '�i //' // // \ \ // // // of 4-1 —ri—�— ----------_— a� m fi�.77i7LifLr 1*ii*i cc P.4 TO Tl n = a Fft c0306 M 304 •• o _ ■ ■ 302 •••• Owosso � O ■ �j •••• Zg W W �320 �w on T �\ : • ••' 296 \ \ \ I a a z z o 1 logos \\� 330 s \\ \ i g g IT E R R O A D I� — / / / Q Q v Q v w _ _L A 1 EL now / --_ W' /—~`— — \mom1, ggs- // ♦_ \\\� \ \\\\\�� \ �\� \ ////// /// // // % J �/ J� � /'—''r // I .� � T i // - � �J`/ \\ /ram \ `\� ` \ � �-�-1. .// —�\\ ■ 8 logos N � W o N v \ Z d O Z U W x L^ W RN 3 O U O O W x m O N y t a O V 3 O O U O SCALE IN FEET SHEET NUMBER g REFERENCE o ED CHNL EXISTING SITE BOUNDARY AND TOPOGRAPHICAL INFORMATION 0 100 200 S PROVIDED BY VULCAN MATERIALS COMPANY, INC. ON JUNE 2022. a CIVIL&ENVIRONMENTAL CONSULTANTS,INC. By: PAB Project Name: ROCKINGHAM QUARRY Date: 11/23/2022 CEC Project No.: 304-408 Checked By: Description: SEDIMENT CHANNEL 1 Date: nput Reference SUB BASIN SEDIMENT STORAGE CHARACTERISTICS NCDEQ Requirements(cu ft per acre) 3600 Total Drainage Area(acres) 22.3 Disturbed Drainage Area(acres) 22.3 Required Sediment Storage cu-ft 80280 ac-ft 1.84 Runoff Coefficient,C 0.6 Travel Length(ft) Time of Concentration(Tc),(min) 5 i2(in/hr) 6.24 i25(in/hr) 8.83 i,00(in/hr) 9.98 Peak Disgharge Q2(cfs) 83.49 Q2S(cfs) 118.15 Q'00(cfs) 133.53 PROVIDED Check Dam Bottom Channel Channel Slope Ponded Length Min.Pond Depth, Height,D2 Channel Side Slope 100-Yr Flow Total Volume Total Volume Sediment Channel Cell N (ft) D,(ft) (ft) Width(ft) (z:1) Depth(ft) Volume(cf) (cf) (ac-ft) STA 2+20 TO STA 4+63 2.0 243 0 5 5 2 1 6723 6723 0.15 STA 4+63 TO STA 13+37 0.0 874 5 5 5 2 1 66798 73521 1.69 STA 13+37 TO STA 15+86 1 2.0 249 0 1 5 5 2 1 7047 80568 1.85 1 CIVIL&ENVIRONMENTAL CONSULTANTS,INC. By: PAB Project Name: ROCKINGHAM QUARRY Date: 11/23/2022 CEC Project No.: 304-408 Checked By: Description: SEDIMENT CHANNEL 2 Date: Input Reference SUB BASIN SEDIMENT STORAGE CHARACTERISTICS NCDEQ Requirements=3,600 cu ft per acre 3600 Total Drainage Area(acres) 26.4 Disturbed Drainage Area(acres) 26.4 Required Sediment Storage cu-ft 95,040 ac-ft 2.18 Runoff Coefficient,C 0.6 Travel Length(ft) Time of Concentration(Tc),(min) 5 i2(in/hr) 6.24 i25(in/hr) 8.83 iioo(in/hr) 9.98 Peak Disgharge Q2(cfs) 98.84 Q25(cfs) 139.87 Qioo(cfs) 158.08 PROVIDED Check Dam Bottom Channel Total Channel Slope Ponded Length Min.Pond Depth, Height,D2 Channel Side Slope 100-Yr Flow Total Volume Volume (ac Sediment Channel Cell N (ft) D,(ft) (ft) Width(ft) (z:1) Depth(ft) Volume(cf) (cf) ft) STA 20+13 TO STA 22+90 2.0 277 0 5 5 2 1 7074 7074 0.16 STA 22+90 TO STA 29+34 0.0 644 5 5 5 2 1 53352 60426 1.39 STA 29+34 TO STA 31+87 2.0 253 0 5 5 2 1 8046 68472 1.57 STA 31+87 TO STA 34+40 2.0 253 0 5 5 2 1 10395 78867 1.81 STA 34+40 TO STA 36+93 2.0 253 0 5 5 2 1 10422 89289 2.05 STA 36+93 TO STA 39+46 2.0 253 0 5 5 2 1 9855 99144 2.28 1