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HomeMy WebLinkAboutSDP200500005 Calculations 2005-01-31 .. c. �. 'wit 9 L WPMENT ENGINEERING CALCULATIONS PET SUPPLIES PLUS Albemarle County, Virginia 28 March 2005 /AE McKEE CARSON CONSULTING ENGINEERS LANDSCAPE ARCHITECTS PLANNERS 301 EAST HIGH STREET • CHARLOTTESVILLE, VIRGINIA 22902 434.979.7522 tel 434.977.1194 fax www.mckeecarson.com �vrf TABLE OF CONTENTS Project Description Methodology & Assumptions Inlet Calculations Drainage Area Map Storm Drain Calculations PROJECT DESCRIPTION The project site is located on the northwest side of Seminole Trail, U.S. Route 29, at its intersection with Greenbrier Drive. This site is currently an existing developed site. A restaurant structure was formerly located on the site that has been previously demolished. All paving, the concrete building pad, sidewalks, and curb remain in place. The site is approximately 1.03 acres, all of which is proposed for disturbance. This project will provide a new commercial building, primarily for Pet Supplies Plus, but a small of the building will be rented to a yet- to -be- determined tenant. This project will include asphalt parking, concrete sidewalks, and a concrete dumpster pad. Surface runoff from the site will discharge through curb and drop inlets, and a pipe system. An existing 48 -inch concrete pipe conveys storm water from upstream sources through the site. To provide an adequate foundation for the new building the 48 -inch pipe must be relocated as it passes through the site. Runoff from the site will be directed toward this relocated 48 -inch pipe. METHODOLOGY & ASSUMPTIONS In determining the adequacy of the proposed storm drain system, the entire drainage area was taken into account. This analysis includes the Peyton Basin provided by Albemarle County Department of Community Development records. To determine the flow in the existing and proposed pipes the portion of the drainage area not draining to the Peyton Basin was evaluated and a Rational "c" value was calculated along with an estimated time of concentration based on information gathered from the Peyton Basin plans. Based on the time of concentration an intensity for the 10 -yr storm was calculated and entered into the Rational Formula equation. The results of this equation were added to the outfall of the Peyton basin. This cumulative flow was compared to the calculated full flow and maximum flow conditions for 48" RCP pipes. The proposed pipes were found to have adequate capacity (159.3 cfs) for site (148.9 cfs). . . n ' '' I O - 1 ca r, w' I- il O. "' I ' to Ca 0 1 o o 1 1 1 1 ' ' 1.11 O" O ° ' � , 1 ' T J M N O', O 0 0 I 1. 1 1 , r a- 1 ' d I 0 u), - � tv) 1 w m M 1 _ — 1 I 1 1 1 10 5 I j ICJ e o ' I -- - -- - - -- �' M1 1 1 X 2 et, 'M I 1 (0 M I d us ' 0) co 0 co 74 iY �U ' .t N t0' alp 0� 0 ' ' , ' 5 . , , 1 C:,.40 N. 0 -- - 1 -_- __ a C1 o .6 I 1 1 N 0I 1 Oa O n dU 0 1 Cad oo M) 1 ® NI 1 1 1 , I 1 f Z, c6 d1 1 I I I'' I 11' Ili 1 1 11 \ .! L �\ ✓N M cKEE CARSON \ .� �' - �' CONSULTING ENGINEERS � � ' \ S� , , y t I .' / - ',' LANDSCAPE ARCHITECTS LAND PLANNERS \` ` \ �/ ) 1' 7 ' '.' / ' " 301 EAN Mph EbM / eNb.N,VA SHOP �� m &]SfR ( 1' --�y w tlbec peon com JJJ \ / , �\ i I pmt mon akin Norma. , ' I / ' M a 1.4* m Canon . .1.1. /\}\ Ca.. L , U TIwyl.na mmm mndrwa, .wwq.e n mono ; j : \ I wm mwm�a \ ..f�.mwom �N Rm \ \ / / C«�..Lid \ \% O \ / • _ v :/-/ �/ D � , L 'ROBEFJ B MCKEE r� \ 4 ',. A N AL s '' rl � ❑\ o ' °O OO H ! i 6 j . • 0 ; ;' 0 0 (-; o \' ,, ' n' \, O 0 a / cn W • 0 • • — a w • Q \k„,/ 0 n D LD EC3 Ot C.1) E . - : rl►��� Atfor 32 c� o �'_% Revisions: 31845 County Comments // h. " \ \) \ ,'2 /51 I/ /' \) c/ \ /// • • // Cain 12/23/04 \ \ `' / / (�° .2//',/,//// 1 / � tNo.. 0413 ' V / i P j 1 Dev // a CO �`"' MR • U / � / Ilia e-' ; i, Sheet No' , \\ 3 ' , -„, i , A , 0 C Of 13 i l r S O0 , Noose ' , Noe TOTAL 2894235 66.44 ac. ROADS PARKING BUILDINGS GREEN SPACE 280713 9356 8610 1308532 15512 4811 18015 6639 13255 2369 65285 341 2061 1341 3953 273 1606 2776 947 258767 885 8574 2438 3133 14146 6832 32766 4015 88844 4205 61800 7136 37403 9602 17665 652 15703 8859 69589 9472 39882 27273 5861 14435 21760 14009 42813 3864 15679 4217 9037 7537 10159 807 48768 1379 21230 3130 25802 1300 29016 13008 15973 9844 9350 285 2660 8261 6530 3855 2597 1438 30818 2958 3850 2055 2086 2085 2523 12644 3998 318 87 173 TOTALS: 280713 741236 563754 1308532 0.9 0.9 0.9 0.4 "c" value 252642 667112.4 507378.6 523412.8 0.67 PI/ 3 3/D.-Luc 66cqq4c --- v � G = © , ' 1 /j c - b, ccO 3 .2,1 itioyo 10•6gc45 ( .1) (66. 7. 13 Oe__. -- ro - / !33 +70.243 = /4 Sig9 �s 0 v r fi p4SS 15gt, 3 c • Nome NNW Summary of Routing Calculations /4'y r Peyton Basin Input Hydrographs Hydrograph 1 discharge from file COMBAS10.VW peak flow 28.475 time to peak 0.433 hrs start time 0.033 hrs end time 1.400 hrs volume 2457.238 SCS unit hydrograph 1 peak flow 32.000 time to peak 0.170 hrs start time 0.000 hrs end time 0.850 hrs volume 969.009 Basin geometry Elevations, areas and volumes EL bsn 1 Area Volume below 473.000 1.000 1.000 0.000 480.000 5250.000 5250.000 460.052 485.000 16825.000 16825.000 2402.859 490.000 28825.000 28825.000 6580.160 495.000 42250.000 42250.000 13121.690 Basin structures Riser 1 area 12.566 height 12.000 base EL 473.000 multiple 1.000 Weir 1 [0 = CL(H "1.5)] crest width, L 12.566 coef. of discharge 3.100 peak discharge pos. 0.000 peak head 0.000 multiple 1.000 riser number (flow in) 1 invert EL 485.000 start EL 485.000 stop EL 486.294 Orifice 1 [0 = CA✓(2gH)] area 12.566 coef. of discharge 0.500 peak discharge pos. 0.000 peak head 0.000 multiple 1.000 riser number (flow in) 1 invert EL 485.000 start EL 486.294 stop EL 900.000 Orifice 2 [0 = CAV(2gH)) lowest invert area 0.785 coef. of discharge 0.500 peak discharge pos. 10.882 peak head 11.923 multiple 1.000 riser number (flow in) 1 invert EL 473.000 start EL 473.000 stop EL 900.000 Culvert 1 curve file: PEYTCULV.VW lowest invert invert EL 473.000 multiple 1.000 peak discharge pos. 23.056 peak head 11.923 riser number (flow out) 1 Summary of routing results peak inflow 48.870 at 10.000 min peak discharge 10.882 at 50.000 min peak water level 484.923 peak storage 2355.134 at 10.000 min ( 17.9% of capacity) time interval 5.000 min time limit 1.000 days total time 0 days 2 hours 45 min ' Nrrm Y z _____ __x 0 (Key) , ° o ° e 0 0 0 0 e ° , 0 0 0 0 0 0 e , n o e 0 c 0 0 e . e 0 0 e 0 • . * Peyton Basin 10yr * Routing Curves: (units: min, cfs, ft, cu. yd) WaterEL is 473.000+ XY skip skip show show show skip skip skip skip show show triangle triangle triangle diamond square x x x x diamond x cyan cyan lightcyan lightmagenta blue red red red red magenta lightred 2.625 2.625 2.625 2.625 0.006 3.818 2.625 2.625 2.625 2.625 0.006 2.625 time Qsc1 Qhrl Qin Storage WaterEL Qor1 Qor2 Qwr1 Qcv1 Storage Qout * 5.000 14.538 8.988 23.526 261.40 5.78 7.577 11.179 177.210 7.577 10.000 31.937 16.933 48.870 720.21 8.13 8.983 15.713 620.399 8.983 15.000 22.701 23.299 46.000 1131.51 9.41 9.669 18.205 1024.073 9.669 20.000 9.587 27.080 36.667 1431.49 10.16 . 10.044 . 19.643 1319.890 10.044 25.000 4.378 28.419 32.797 1684.30 10.70 . 10.311 . 20.699 1569.736 10.311 30.000 1.967 27.791 29.758 1900.38 11.13 . 10.513 . 21.519 1783.572 10.513 35.000 0.888 25.866 26.754 2080.84 11.46 . 10.667 . 22.156 1962.313 10.667 40.000 0.402 23.082 23.484 2223.25 11.70 . 10.781 . 22.633 2103.456 10.781 45.000 0.194 19.272 19.466 2319.74 11.87 . 10.855 22.944 2199.130 10.855 50.000 0.031 14.009 14.040 2355.13 11.92 10.882 . 23.056 2234.227 10.882 55.000 4.012 4.012 2278.80 11.80 10.824 22.813 2158.531 10.824 60.000 1.085 1.085 2170.59 11.61 10.740 22.459 2051.255 10.740 65.000 . 0.668 0.668 2058.67 11.42 10.649 . 22.080 1940.351 10.649 70.000 0.441 0.441 1945.25 11.21 . 10.552 . 21.681 1828.003 10.552 75.000 0.267 0.267 1830.97 11.00 . 10.450 21.263 1714.858 10.450 80.000 0.117 0.117 1716.16 10.77 10.342 20.825 1601.250 10.342 85.000 1601.25 10.53 . 10.227 20.365 1487.617 10.227 90.000 1487.62 10.28 10.106 19.888 1375.324 10.106 95.000 1375.32 10.03 9.979 19.391 1264.443 9.979 100.000 1264.44 9.76 9.845 18.871 1155.056 9.845 105.000 1155.06 9.48 9.702 18.327 1047.259 9.702 110.000 1047.26 9.18 9.549 17.755 941.159 9.549 115.000 941.16 8.87 9.385 . 17.149 836.884 9.385 120.000 836.88 8.54 9.207 16.505 734.585 9.207 125.000 734.58 8.18 9.012 . 15.816 634.446 9.012 130.000 634.45 7.79 8.798 15.070 536.695 8.798 135.000 536.70 7.37 8.556 14.255 441.624 8.556 140.000 441.62 6.90 8.280 . 13.350 349.619 8.280 145.000 349.62 6.38 7.960 . 12.336 261.179 7.960 150.000 261.18 5.78 7.576 . 11.176 177.001 7.576 155.000 177.00 5.06 7.092 9.793 98.201 7.092 160.000 98.20 4.14 6.415 8.014 26.920 6.415 Worksheet Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Full Flow Capacit Input Data Mannings Coeffic 0.013 Slope 012300 ft/ft Diameter 48 in Results Depth 4.00 ft Discharge 159.30 cfs Flow Area 12.6 ftz Wetted Perime 12.57 ft Top Width 0.00 ft Critical Depth 3.66 ft Percent Full 100.0 % Critical Slope 010702 ft/ft Velocity 12.68 ft/s Velocity Head 2.50 ft Specific Energy 6.50 ft Froude Numbe 0.00 Maximum Disc 171.36 cfs Discharge Full 159.30 cfs Slope Full 012300 ft/ft Flow Type N/A Project Engineer: Michael Kajder c: \haestad \flow master \pet supplies.fm2 McKee Carson FlowMaster v6.0 [614b] 03/28/05 03:15:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 ENGINEERING CALCULATIO \S PET SUPPLIES PLUS Albemarle County, Virginia 28 March 2005 A McKEE CARSON CONSULTING ENGINEERS LANDSCAPE ARCHITECTS PLANNERS 301 EAST HIGH STREET • CHARLOTTESVILLE, VIRGINIA 22902 434.979.7522 tel 434.977.1194 fax www.mckeecarson.com REC Fz MAR 2 2C- CaatiMi' DEVi.,M' TABLE OF CONTENTS Project Description Methodology & Assumptions Inlet Calculations Drainage Area Map Storm Drain Calculations PROJECT DESCRIPTION The project site is located on the northwest side of Seminole Trail, U.S. Route 29, at its intersection with Greenbrier Drive. This site is currently an existing developed site. A restaurant structure was formerly located on the site that has been previously demolished. All paving, the concrete building pad, sidewalks, and curb remain in place. The site is approximately 1.03 acres, all of which is proposed for disturbance. This project will provide a new commercial building, primarily for Pet Supplies Plus, but a small of the building will be rented to a yet- to -be- determined tenant. This project will include asphalt parking, concrete sidewalks, and a concrete dumpster pad. Surface runoff from the site will discharge through curb and drop inlets, and a pipe system. An existing 48 -inch concrete pipe conveys storm water from upstream sources through the site. To provide an adequate foundation for the new building the 48 -inch pipe must be relocated as it passes through the site. Runoff from the site will be directed toward this relocated 48 -inch pipe. METHODOLOGY & ASSUMPTIONS In determining the adequacy of the proposed storm drain system, the entire drainage area was taken into account. This analysis includes the Peyton Basin provided by Albemarle County Department of Community Development records. To determine the flow in the existing and proposed pipes the portion of the drainage area not draining to the Peyton Basin was evaluated and a Rational "c" value was calculated along with an estimated time of concentration based on information gathered from the Peyton Basin plans. Based on the time of concentration an intensity for the 10 -yr storm was calculated and entered into the Rational Formula equation. The results of this equation were added to the outfall of the Peyton basin. This cumulative flow was compared to the calculated full flow and maximum flow conditions for 48" RCP pipes. The proposed pipes were found to have adequate capacity (159.3 cfs) for site (148.9 cfs). ..r Inlet Calculations M cD w O O O 0 x 1- a w o x H ( - 3 a L we ❑ 0 _ i 1 LT -. I.. I aw ° • --'-- -1 e 0) • r M' I I Di , I I O .- ri � 1 C I ' it I I f W o e j _ — m I I I a -; .� 1 � I 1 1 I j y I 1 . • 1 V .4 '1 0 1 1 W a e4 w E , i 1 1 i ..,..... o ��t 1 1 C r v i 1 W CO CO; a' - M }` 1 I • o o j� :,I 1' i N r M ' 1~ 1 • ri' I� i i 1 1 I I l� _ --h-! -4 ---r ' l 1 - 1 I! q o I i 1 ! I oil a) 4 , 1 a I 1 . 4-. �" -- T I1ir ' o .-. 2 N 3 1 Id I I I 1 1I 1 1 1 [ I C'J o 0 1 1 I l 1 1— I — 1 — + - - I — I - 1 - 1 + I 1 1 I 0 I 0 0 I 1 1 1 1 1 C3 Cr) m 1 I ' 1 I 0 o 1 1 I < Ei o r 1 I I 1 . I I , r ___I : : 1 1 " QIN o C•1 1 1 1 ❑ 1..... N w w c--, Drainage Area Map Storm Drain Calculations TOTAL 2894235 66.44 ac. ROADS PARKING BUILDINGS GREEN SPACE 280713 9356 8610 1308532 15512 4811 18015 6639 13255 2369 65285 341 2061 1341 3953 273 1606 2776 947 258767 885 8574 2438 3133 14146 6832 32766 4015 88844 4205 61800 7136 37403 9602 17665 652 15703 8859 69589 9472 39882 27273 5861 14435 21760 14009 42813 3864 15679 4217 9037 7537 10159 807 48768 1379 21230 3130 25802 1300 29016 13008 15973 9844 9350 285 2660 8261 6530 3855 2597 1438 30818 2958 3850 2055 2086 2085 2523 12644 3998 318 87 173 TOTALS: 280713 741236 563754 1308532 0.9 0.9 0.9 0.4 "c" value 252642 667112.4 507378.6 523412.8 0.67 O / 3)D-4 = 0.(.° � = G � 0)6 ,' - - 3, I i 1 /jj r G - 3 / / /i- (32,1 if d y g Q , o bqs,'n = D,e3g c c(' (04; )(C96 (- 1 X33 f10- 8 SIg(J- 6) r lo,oes p _ / 5g, 3 c -rs Nape Nftle Summary of Routing Calculations /e. l r Peyton Basin Input Hydrographs Hydrograph 1 discharge from file COMBAS10.VW peak flow 28.475 time to peak 0.433 hrs start time 0.033 hrs end time 1.400 hrs volume 2457.238 SCS unit hydrograph 1 peak flow 32.000 time to peak 0.170 hrs start time 0.000 hrs end time 0.850 hrs volume 969.009 Basin geometry Elevations, areas and volumes EL bsn 1 Area Volume below 473.000 1.000 1.000 0.000 480.000 5250.000 5250.000 460.052 485.000 16825.000 16825.000 2402.859 490.000 28825.000 28825.000 6580.160 495.000 42250.000 42250.000 13121.690 Basin structures Riser 1 area 12.566 height 12.000 base EL 473.000 multiple 1.000 Weir 1 [0 = CL(H crest width, L 12.566 coef. of discharge 3.100 peak discharge pos. 0.000 peak head 0.000 multiple 1.000 riser number (flow in) 1 invert EL 485.000 start EL 485.000 stop EL 486.294 Orifice 1 [0 = CA ✓(2gH)] area 12.566 coef. of discharge 0.500 peak discharge pos. 0.000 peak head 0.000 multiple 1.000 riser number (flow in) 1 invert EL 485.000 start EL 486.294 stop EL 900.000 Orifice 2 [0 = CAV(2gH)] lowest invert area 0.785 coef. of discharge 0.500 peak discharge pos. 10.882 peak head 11.923 multiple 1.000 riser number (flow in) 1 invert EL 473.000 start EL 473.000 stop EL 900.000 Culvert 1 curve file: PEYTCULV.VW lowest invert invert EL 473.000 multiple 1.000 peak discharge pos. 23.056 peak head 11.923 riser number (flow out) 1 Summary of routing results peak inflow 48.870 at 10.000 min peak discharge 10.882 at 50.000 min peak water level 484.923 peak storage 2355.134 at 10.000 min ( 17.9% of capacity) time interval 5.000 min time limit 1.000 days total time 0 days 2 hours 45 min w ■ s f Nifif Y I 1 Z X (Key) 1 1 9 C 0 0 D . a 1 r 0 D 0 0 0 ° 0 0 D 0 1 0 0 0 0 D_ . ➢0 D ♦ ---e-- i r, * Peyton Basin 10yr * Routing Curves: (units: min, cfs, ft, cu. yd) WaterEL is 473.000+ XY skip skip show show show skip skip skip skip show show triangle triangle triangle diamond square x x x x diamond x cyan cyan lightcyan lightmagenta blue red red red red magenta lightred 2.625 2.625 2.625 2.625 0.006 3.818 2.625 2.625 2.625 2.625 0.006 2.625 time Qsc1 Qhr1 Qin Storage WaterEL Qor1 Qor2 Qwr1 Qcv1 Storage ()out * 5.000 14.538 8.988 23.526 261.40 5.78 7.577 11.179 177.210 7.577 10.000 31.937 16.933 48.870 720.21 8.13 8.983 15.713 620.399 8.983 15.000 22.701 23.299 46.000 1131.51 9.41 9.669 18.205 1024.073 9.669 20.000 9.587 27.080 36.667 1431.49 10.16 . 10.044 . 19.643 1319.890 10.044 25.000 4.378 28.419 32.797 1684.30 10.70 . 10.311 . 20.699 1569.736 10.311 30.000 1.967 27.791 29.758 1900.38 11.13 . 10.513 . 21.519 1783.572 10.513 35.000 0.888 25.866 26.754 2080.84 11.46 . 10.667 . 22.156 1962.313 10.667 40.000 0.402 23.082 23.484 2223.25 11.70 . 10.781 . 22.633 2103.456 10.781 45.000 0.194 19.272 19.466 2319.74 11.87 . 10.855 . 22.944 2199.130 10.855 50.000 0.031 14.009 14.040 2355.13 11.92 . 10.882 . 23.056 2234.227 10.882 55.000 4.012 4.012 2278.80 11.80 . 10.824 22.813 2158.531 10.824 60.000 1.085 1.085 2170.59 11.61 . 10.740 . 22.459 2051.255 10.740 65.000 0.668 0.668 2058.67 11.42 . 10.649 22.080 1940.351 10.649 70.000 0.441 0.441 1945.25 11.21 . 10.552 . 21.681 1828.003 10.552 75.000 0.267 0.267 1830.97 11.00 . 10.450 . 21.263 1714.858 10.450 80.000 0.117 0.117 1716.16 10.77 . 10.342 . 20.825 1601.250 10.342 85.000 1601.25 10.53 . 10.227 . 20.365 1487.617 10.227 90.000 1487.62 10.28 . 10.106 . 19.888 1375.324 10.106 95.000 1375.32 10.03 9.979 . 19.391 1264.443 9.979 100.000 1264.44 9.76 9.845 . 18.871 1155.056 9.845 105.000 1155.06 9.48 9.702 18.327 1047.259 9.702 110.000 1047.26 9.18 9.549 . 17.755 941.159 9.549 115.000 941.16 8.87 9.385 . 17.149 836.884 9.385 120.000 836.88 8.54 9.207 . 16.505 734.585 9.207 125.000 734.58 8.18 9.012 . 15.816 634.446 9.012 130.000 634.45 7.79 8.798 15.070 536.695 8.798 135.000 536.70 7.37 8.556 . 14.255 441.624 8.556 140.000 441.62 6.90 8.280 13.350 349.619 8.280 145.000 349.62 6.38 7.960 12.336 261.179 7.960 150.000 261.18 5.78 7.576 . 11.176 177.001 7.576 155.000 177.00 5.06 7.092 . 9.793 98.201 7.092 160.000 98.20 4.14 6.415 8.014 26.920 6.415 Worksheet •. .e Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Full Flow Capacit Input Data Mannings Coeffic 0.013 / Slope 012300 ft/ft � 1 OSS�S S Diameter 48 in i Results Depth 4.00 ft Discharge 159.30 cfs Flow Area 12.6 ft Wetted Perime 12.57 ft Top Width 0.00 ft Critical Depth 3.66 ft Percent Full 100.0 % Critical Slope 010702 ft/ft Velocity 12.68 ft/s Velocity Head 2.50 ft Specific Energ 6.50 ft Froude Numbe 0.00 Maximum Disc 171.36 cfs Discharge Full 159.30 cfs Slope Full 012300 fUft Flow Type N/A p , c7 7 4# Z. 17 lC A -= 19 Project Engineer: Michael Kajder c: \haestad \flow master \pet supplies.fm2 McKee Carson FlowMaster v6.0 [614b] 03/28/05 03:15:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1