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HomeMy WebLinkAboutSDP199400050 Calculations Preliminary Site Plan 1995-01-12STORM DRAINAGE COMPUTATIONS FOR GUARANTY SAVINGS - & LOAN PANTOPS JANUARY 12, 1995 PREPARED BY B. AUBREY HUFFMAN & aSSOCIATES, LTD. CIVIL ENGINEERING - LAND SURVEYING - LAND PLANNING CHARLOTTESVILLE, VIRGINIA 99 i ARTHU4FAD 1420E �w 4 w aL .\ n ,URA 'IECEIVED JAN 13 1995 A Z 0 v) W on Z cr O W 3a w F- 00D a. 22 cr O O U Ok u? N N 0 44 J IIII�IIINNIINIIIIII @��1�111111111111 line �l1�111011111111 Me 11111moll u�nu� El �NI�IIII 4-72 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform floe: Worksheet Name: GUARANTY SAVINGS & L Comment: STRUCTURE NO. 3 TO STRUCTURE. NO. 2 Solve For Actual Depth Given Input Data: Diameter.......... 3.50 ft Slope ............. 0.0050 ft/ft Manning's n....... 0.012 Discharge......... 5.90 cfS Computed Results: Depth ............. Velocity.......... Flog•, Area......... Critical Depth.... Percent Full...... Full Capacity..... QMAX @.94U........ Froude Number..... 0.66 ft 4.74 fps 1 .25 sf 0.73 ft 18.72 % 77.07 cfs 82.91 c f s 1.24 (flog: is Supercritical) Open Channel Flow Module, Version 2.01 (c) 1990 haestad Methods, Inc. 37 Brookside Rd Waterbury, C1 06708 3 Circular Channel Analysis & Design Solved with Mannin€.'s Equation Open Channel - Uiniform f lov; Worksheet Name: GUARANTY SAVINGS & L Comment: STRUCTURE NO. 2 TO STRUCTURE NO. 1 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flov,- Area......... Critical Depth.... Percent Full...... Full Capacit.y..... QMAX @.94D........ Froude Number..... 3.50 ft 0.0050 ft/ft 0.012 8.00 cfs 0.76 ft 5.18 fps 1 .54 sf 0.85 ft. 21.76 77.07 cfs 82.91 cfs 1.25 (floc,- is Supercritical) Open Channel Floe: Module, Version 2.01 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd Waterbury, Ct 06708 y Circular Channel Analysis & Design Solved with Manning,'s Equation Open Channel - Uniform floe, Work -sheet Name: GUARANTY SAVINGS & L Comment: STRUCTURE NO. 4 TO STRUCTURE NO. 1 Solve For Actual Depth Given Input Data: Diameter.......... 3.50 ft Slope ............. 0.0050 ft/ft Manning's n....... 0.012 Discharge......... 1.20 cfs Computed Results: Depth ............. 0.30 ft VeloeitV.......... 2.94 fps Floc,., Area......... 0.41 sf Critical Depth.... 0.33 ft Percent Full...... 8.70 Full Capacity-..... 77.07 cfs Q^1Ak @.94D........ . 82.91 cfs Froude Number..... 1.14 (floi•, is Supercritical) Open Channel Flow Module, Version 2.01 (c) 1990 Haestad Methods, Inc. * 37 Broo}:side Rd ^ Waterbury, Ct 06708 .• r Circular Channel .Analysis & Design Solved with Manning's Equation Open Channel - uniform flow Worksheet Name: GUARANTY SAVINGS & L Comment: STRUCTURE NO. 1 TO EXIST. CB SoINTe For Actual Depth Given InpLit. Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area..... ... Critical Depth.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 1.25 ft 0.0359 ft/ft 0.012 12.40 cfs 0.96 ft 12.28 fps 1 .01 sf 1.22 ft 76.69 % 13.26 c f s 14.26 c f s 2.21 (flow is Supercritical) Open Channel Flow Module, Version 2.01 (c) 1990 Haestad Methods, Inc. n 37 Brookside Rd Waterbury, Ct 06708 4 PROJECT GUARANTY SAVINGS & LOAN HEC1-2 Version: V2.80 Run Date: 01-10-1995 1 INLET NUMBER 1 DI-3B LENGTH 4.0 STATION 0+32 TOTAL PEAK DISCHARGE = 3.20• (cfs) /o yk GUTTER SLOPE = 0.0279 FT/FT PAVEMENT CROSS SLOPE = 0.0091 FT/FT SPREAD AT A SLOPE OF .028 (ft./ft.) AND 3.20 (cfs) IS 14.00 (ft.) XXXXXXXXXX CURB INLET IN A'SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 5.80 H (ft)5 DEPTH OF WATER (ft) = 0.39 SPREAD (ft) �42.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INLET NUMBER 2 DI-3A LENGTH 2.5 STATION 1+36 TOTAL PEAK DISCHARGE = 2.10 -(cfs) j o /e a , lz, GUTTER SLOPE = 0.0500 FT/FT PAVEMENT CROSS SLOPE = 0.0103 FT/FT SPREAD AT A SLOPE OF .050 (ft./ft.) AND 2.10 (cfs) IS 9.92 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 4.30 H (ft) = 0.385 DEPTH OF WATER (ft) = 0.36 SPREAD (ft) = 34.54 ----------------------- ---------------------------------------------------------------------------- INLET NUMBER 3 DI-3B LENGTH 8.0 STATION 3+23 TOTAL PEAK DISCHARGE = 5.90 (cfs) /o GUTTER SLOPE = 0.0188 FT/FT PAVEMENT CROSS SLOPE = 0.0070 FT/FT SPREAD AT A SLOPE OF 019 (ft./ft.) AND 5.90 (cfs) IS 22�,33� (ft. ) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 9.80 H ( f t. ) = _Q.....385 DEPTH OF WATER (ft) = 0.41 SPREAD (ft) ='58.4 INLET NUMBER 4 DI-3A LENGTH 2.5 STATJ ON 1+87 TOTAL PEAK DISCHARGE = 1.20 (cfs) y2 t, GUTTER SLOPE = 0.0182 FT/FT PAVEMENT CROSS SLOPE = 0.0071 FT/FT SPREAD AT A SLOPE OF .018 (ft./ft.) AND 1.20 (cfs) IS 12.27 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 4.30 H (ft) = 0.385 DEPTH OF WATER (ft) = 0.24 SPREAD (ft) = 34.50 Utio,nal Formula ---------------- ` =Area Dumber 1 Weighted Totals: {,, <, C Area (ac) CA 0.350 2.300 0.805 0.350 2.300 0.805 Time of concentration= 18 min Period Intensity Peak Flom. (years) (in/hr) (cfs) ------- 2 --------- 3.07 --------- 2.47 5 3.80 3k 10 4.25 4- 25 5.05 4.0 50 5.57 4.48 100 6.20 4.99 M _y drn,graph ' Time of concentrat n -- 6.0 min Storm duration 6.0 in Time' Q2 Q5, Q10 Q25 Q50 Q100 (mipi) (cfs) (cfs) (cfs) (cfs) ----- (cfs) ----- (cfs) ----- ----- 0.0 ----- 0.00 ----- 0.00 ----- 0.00 0.00 0.00 0.00 1.0 1.58 1.86 2.05 2.36 2.62 2.85 2.0 3.16 3.71 4.11 4.72 5.24 5.70 3.0 4.74 5.57 6.16 7.08 7.87 8.56 4.0 6.32 7.42 8.22 9.45 10.49 11.41 5.0 7.90 9.28 10.27 11.81 13.11 14.26 6.0 9.48 11.13 12.33 14.17 15.73 17.11 7.0 8.53 10.02 11.10 12.75 14.16 15.40 8.0 7.58 8.91 9.87 11.34 12.59 13.70 9.0 6.64 7.80 8.64 9.93 11.02 11.99 10.0 5.69 6.69 7.41 8.51 9.45 10.28 11.0 4.75 5.58 6.18 7.10 7.88 8.57 12.0 3.80 4.47 4.95 5.68 6.31 6.87 13.0 2.86 3.36 3.72 4.27 4.74 5.16 14.0 1.91 2.24 2.49 2.86 3.17 3.45 15.0 0.96 1.13 1.25 1.44 1.60 1.74 16.0 0.02 0.02 0.02 0.03 0.03 0.03 p/► R3 S . 17,33 A �S G rs() Z, &-7 (-2. 3 -3) YZ "e R 0 U T UYS1C)\ 5. 4 . ,c PKOJ.EC7 : GLARAi�'11 SAVI\GS K LOAN% DATE: i /3/1995% '- . ,... „ ,. „ ,. ,... „ i; ;. ,:.. ,. ,. „ ;.., �... ,. ,..... .... .. .. .. .. „ ,.., .. ,: •� :; :::; i; ..., ., .. ,. ,. ,. ,... ,... ,. ,ram ;: •.'• :. „ .: •k -� � :.:'� � : . ;� . ..o. ;: ;; !T}•pes: 1:F;'eir; 2:Pipe; 3:Riser) Structure 1 P Type 1 ----------- 2: Pipe Weir: 2: Elevation (ft) 0.00 3: Length (ft) 0.00 4: Coefficient 0.00 Riser: 5: Elevation (ft) 0.00 6: Inlet Area (sf) 0.00 7: Inlet Perimeter (ft) 0.00 8: Orifice Elevation (ft.) 0.00 9: Orifice Diameter Hn) 0.00 10: Orifice Elevation (ft.) 0.00 11: Orifice Diameter (in) 0.00 12: Orifice Elevation (ft) 0.00 13: Orifice Diameter (in) 0.00 Pipe: 14: Invert Elevation (ft) 521.90 15: Diameter (i.n) 15.00 16: Orifice Diameter (in) 8.00 17: Length (ft) 32.00 18: Manning`s n 0.012 19: Slope (ft/ft) 0.037 20: Entrance Loss Coefficient 0.5 Surface: 21: Initial Elevation (ft) 522.00 Storage Pipe Characteristics: gFew Ce7 �d�""2, Downstream lnvert Elevation (ft): Downstream Manhole Area (sq ft): Upstream Invert Elevation (ft): Upstream Manhole Area (sq ft): Pipe Diameter (in): Length (ft.): (29? . �)U 28.27 523.46 28.27 42.00 478.00 -g54V 1/oL = `/7$' (J-S)g 1F 2J' Z7 �6f3-f5-r6)_ SI g- .G �' ,2-eC�l. s Control: RF = Riser acting, as a N,:eii lR2 RO = Riser acting as an orifice 523 �L."'S12 PI = Horizontal pipe in inlet. control PO = Horizontal pipe in outlet. controlUJ Time InfIoe,, Pipe Total Elev Storage (min) ( c f s ) ----------------------------------------------------- (cfs) (efs) (ft) (cu ft)- 0.0 0.00 0.0 1.0 2.05 0.5 PI 2.0 4.11 1.2 PI 37.0 6.16 1.5 P1 4.0 8.22 1.8 PI `7.0 10.27 2.0 PI 6.0 12.33 2.2 PI 7.0 11.10 2.5 PI 8.0 9.87 2.7 PI 9.0 8.64 2.8 PI 10.0 7.41 2.9 PI 11.0 6.18 3.0 PI 12.0_ 4.95 3.1 PI 13.0 3.72 3.1 PI -14.0 2.49 3.1 PI 1.25 3.1 PI 0.00 522.00 0.00 0.53 522.40 43.72 1.20 522.75 173.98 1.49 523.0E 399.89 1.75 523.4'0 733.55 2.00 523.73 1,179.98 2.25 524.08 1,731.49 2.48 524.42 2,296.10 2.66 524.70 2,771.17 2.81 524.94 3,163.08 2.93 525.14 3,67.3.88 3.02 525.29 3,704.95 3.09 5?5.40 3 1 1525.45 3 857.1F: 3,93--i' µ 527. 5 _C.79 3.09 525.41 3,866.84 /66 U W ,