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31910t ,. r y t T' m HYDF�OLOGY REPORT MSA 'CONSUL'TING., INC. 34200 Bob HOPE DmE ■ RAxcxo MmAcm ■ CA 92270 i Ilmm som (760) 320-Ml ■ FAx (760) 323 -7893 .iT 4i 1 T' m HYDF�OLOGY REPORT MSA 'CONSUL'TING., INC. 34200 Bob HOPE DmE ■ RAxcxo MmAcm ■ CA 92270 i Ilmm som (760) 320-Ml ■ FAx (760) 323 -7893 � \ =�� ����.' *,v'l A, CA Project Description The subject project, Capistrano (Tentative Tract 31910), is located on the west side of Monroe Street, approximately '/4 mile north of Avenue 58 and %z mile south of Airport Boulevard in the city of La Quinta, California, and consists of approximately 40 acres, providing 131 single - family residential lots (see Vicinity Map). Existing Conditions Flood Rate Map: The project area is covered by FIRM Panel Number 060245 2300 B, revised March 22, 1983. This map indicates that the entire project area is designated as Zone C, indicating minimal flooding. Existing Off -Site Flows: Existing improvements adjacent to the project currently prevent off -site flows from entering the project site. Storm water flowing south into the project frontage along Monroe Street currently disperses along the sides of the right -of -way, as the street has no existing curb and gutter improvements adjacent to the project site. Existing On -Site Flows: The site is relatively flat but generally slopes toward the southeast, with storm runoff likely occurring as sheet flow. Flood Control Requirements The project site lies in the jurisdiction of the City of La Quinta. All storm runoff generated on -site or in the Monroe Street frontage shall be captured and stored on -site until such • time as it is percolated into the ground. Storm runoff carried in the streets shall be contained within the public utility easement in a 100 -year storm and below top -of -curb in J a 10 -year storm. Proposed Hydrology and Flood Control Improvements In the proposed design, all storm runoff generated on -site and in the Monroe Street frontage will be conveyed in the streets and captured by catch basins -to be carried via underground storm drains to retention basins, as shown on the attached Hydrology Maps. The combined storage capacity of the retention basins will be sufficient to store the entire runoff volume generated by a 100 -year storm. Run -Off Analysis Peak runoff flows for 10 -year and 100 -year one -hour storms were determined using a Rational Method computer program based on the 1978 RCFC &WCD Hydrology Manual, The Synthetic Unit Hydrograph, Shortcut Method, as prescribed in the 1978 Riverside County Flood Control & Water Conservation District Hydrology Manual, was used to determine the runoff volumes created from the proposed improvements in a 100 -year storm event for 3 -hour, 6 -hour and 24 -hour storms. The data used in the Synthetic Unit Hydrograph calculations are as follows: Soil Group: B, AMC -II Runoff Index (RI) Number: 56 (Urban cover — Residential) Infiltration Rate (Fp): 0.51 in /hr Impervious Area (A;): Residential: 50% (Single Family Residential) Park /Retention: 10% Street: 90% Constant Loss Rate (F): Low Loss Rate: Storm Frequency: Total Adjusted Storm: Results and Conclusions Residential: 0.51[1 - 0.9(50 %)] = 0.28 in /hr Park /Retention: 0.51[1 - 0.9(10 %)] = 0.46 in /hr Street: 0.51[1 - 0.9(90 %)] = 0.10 in /hr Residential: 85% Park /Retention: 90% Street: 18% 100 -Year 3 -Hour: 2.25 inches 6 -Hour: 2.5 inches 24 -Hour: 4.0 inches The Synthetic Unit Hydrograph analysis yielded the following values of effective rain for the project site: Residential: 24 -Hour: 0.877 inches 6 -Hour: 1.101 inches 3 -Hour: 1.411 inches Park /Retention: 24 -Hour: 0.400 inches 6 -Hour: 0.710 inches 3 -Hour: 0.983 inches Street: 24 -Hour: 3.280 inches 6 -Hour: 2.131 inches 3 -Hour: 1.983 inches As shown in the tabulated Runoff Volume Calculations, the 3 -hour storm event produces the maximum runoff volume and is thus used as the design storm for this project. The Synthetic Unit Hydrograph Hydrology Map illustrates and tabulates the storm runoff volume of the tributary areas and the storage capacities of the proposed retention basins. The Rational Method Hydrology map shows the results of the Rational Method flow analyses of the 100 -year and 10 -year storms. The flow rates depicted on the map were used in the attached calculations of street flow depth and catch basin sizes. Results and Conclusions The Rational Method Map and calculations, Catch Basin Sizing Calculations and Street Flow Depth Calculations demonstrate that storm runoff can be safely and adequately conveyed to the designated retention basins, the 10 -year storm runoff can be conveyed within the streets, and the 100 -year runoff does not exceed the 10' public utility and drainage easement behind right -of -way boundaries. The Synthetic Unit Hydrograph Hydrology Map and Retention Basin Volume Calculations shows that all storm water runoff from the 100 -year storm will be collected and stored in the designated retention basins. It is therefore concluded that the proposed development of Tentative Tract 31910 meets the hydrologic requirements set forth by the City of La Quinta. • 1 i �• RUNOFF VOLUME CALCULATIONS I RUNOFF VOLUME CALCULATIONS 24 -HOUR 3.280 0.877 0.400 6 -HOUR 2.131 1.101 0.710 RUNOFF VOLUME (AC -FT) 1.983 1.411 0.983 DRAINAGE AREA (AC) 24 -HOUR STORM 6 -HOUR STORM 3 -HOUR STORM AREA STREET RESIDENTIAL RETENTION TOTAL STR. RES. RET. TOTAL STR. RES, RET. TOTAL STR. RES. RET. TOTAL 1 1.768 23.162 0.668 25.598 0.483 1.693 0.022 2.198 0.314 2.125 0.040 2.479 0.292 2.723 0.055 3.070 2 0.586 7.775 0.926 9.287 0.160 0.568 0.031 0.759 0.104 0.713 0.055 0.872 0.097 0.914 0.076 1.087 3 0.000 5.319 0.353 5.672 0.000 0.389 0.012 0.401 0.000 0.488 0.021 0.509 0.000 0.625 0.029 0.654 F 3.358 E 3.860 14.811 24 -HOUR 3.280 0.877 0.400 6 -HOUR 2.131 1.101 0.710 3 -HOUR 1.983 1.411 0.983 U RETENTION BASIN VOLUME CALCULATIONS BASIN 1 BASIN 2 2,999.51 0.069 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) (AC -FT) . 433.3 7,198.40 0.165 (FT) (AC -FT) 0.000 • 432.8 17,623.46 0.405 0.7 0.126 0.000 0.096 434.0 8,477.42 0.195 0.082 0.108 0.126 18,140.85 , 0.416. 1.0 0.219 0.121 435.0 10,590.10 0.243 434.0 20,809.94 0.345 0.263 0.529 1.0 0.269 1.0 1.0 436.0' 12,803.00 0.294 23,566:32 0.541 0.614 1.039 1.0 0.321 0.574 437.0 15,118.30 0.347 0.935 1.0 0.375 438.0 17,536.77 0.403 1.310: BASIN 2 2,999.51 0.069 0.000 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) . AREA (AC) (FT) (AC -FT) (AC -FT) • 432.8 17,623.46 0.405 0.000 0.096 0.2 0.082 0.108 433.0 18,140.85 , 0.416. 82 , 0.0 �. 1.0 0.121 1.0 0.447 5,842.45 434.0 20,809.94 0.478 0.263 0.529 1.0 1.0 0.510 435.0.. 23,566:32 0.541 1.039 1.0 0.574 436.0 26,410.11 0.606 1.613 1.0 0.640 37 4.0. 29,341.21 0.674 2.253 1.0 0.709 438.0 32,358.88 0.743 2.962 BASIN 3 DEPTH VOLUME CUM. VOL. ELEVATION AREA (SF) AREA (AC) (FT) (AC -FT) . (AC -FT) 434.4 2,999.51 0.069 0.000 0.6 0.046 435.0 3,620.40 0.083 0.046 1.0 0.096 436.0 4,697.96 0.108 0.142 1.0 0.121 437.0 5,842.45 0.134 0.263 1.0 0.148 438.0 7,070.61 0.162 0.411 1.0 0.177 439.0 8,382.45 0.192 0.588 0.4 0.079 439.4 8,930.30 0.205 0.667 C, 1 SAND FILTER CALCULATIONS RETENTION NO. OF NO. OF SAND FILTERS LEACH LINE LENGTH LEACH LINE LENGTH �' • BASIN NO. HOMES (40 HOMES PER SAND FILTER) (1.9 LF PER HOME) PER SAND FILTER 1 85 3 162 54 2A 19 1 37 37 2B 26 1 50 50 TOTALS 130 5 249 6 r� ` 4 e J FLOW CALCULATIONS STREET FLOW DEPTH CALCULATIONS r 100 -YEAR STORM NODE S (FT /FT) Q100 (CFS) FLOW DEPTH D100 (FT) ti. 102 0.00500 22.361 = 316.23 S' 0.54 :103 0.00500 36.079 = 510.23 S' ., . ", w0.63 104 0.00_500 22.093 = 312.44 Sy 0.54 .111 ',.0.00500 "rr f,1.629'= 23.04 Sy' , 0.31 `' s . ., . _ 121 0.00503 6.186 = 87.22 S' 0.45 202 0.00500 • • 25.368 = 1,358.76 S� 0.56~ 203 0.00500 15.975 = 225.92 Sr' 0.49 _ ,.. -0.00500 4 r.1 .431 _ 20.24 SIX „211 _ ' 221 0.00500 2.613 = 36.95 S/' 0.35 %• 10 STORM -YEAR . NODE S (FT /FT) Q10 (CFS) FLOW DEPTH D10 (FT) 102 12.808 = 181.13 S' 0.46 w.0.00500 Fe4't.'.Y.P'. `Y• 4^- ('"jV.Tr.y.- ^,1^;`F 9 -)'iyF 7 i ,✓ 1 +Yti "� 1 % fi."VY'1 T';♦ "! Y !�1' d�'S K'4 0:00500 -`4 �17.307r ' 104 0.00500 10.947 = 154.81 Sy' 0.44 . r+. ri' r or r+» -^vgrt rra^ r .-v + �r�,rr�- + + •ri , {-Ci "`. !3` 111 x,0:00500w 0.947..., 13 39 Siz ° . - _ ..n ., 1 - .i.,,., 121 0.00503 3.753 = 52.92 Siµ 0.39 202x- 00500 * ; 4203 11 'IS �' `, :0:47 ,14 �_'R�� 203 0.00500 9.007 = 127.38 S" 0.41 'f.an '.rR+ _ gg 11`+ -0 0'6500 r, 0 832 ' X11 77. S',Fx .:-� �,'- 221 0.00500 1.587 =. 22.44 S/' 0.31 r. Node numbers and Q100 and Q10 values reference Rational Method Analysis and Rational Method Hydrology Map. Flow depths taken from Street Flow Capacity Chart. Slope values taken from rough grading plans and /or street improvement plans. I� I• J 9W 1R' DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0.71 8.58 28.90 378.28 S% 756.56 Sh 0.70 8.30 28.40 362.11 SYS 724.22 Sh 0.69 8.02 27.90 346.06 SVI 692.12 Sh 0.68 7.75 27.40 330.82 Sh 661.64 Sh 0.67 7.48 26.90 315.69 S% 631.38 S% 0.66 7.22 26.40 301.36 S% 602.72 S% 0.65 6.96 25.90 287.13 S% 574.26 S% 0.64 6.71 25.40 273.68 S% 547.36 SA 0.63 6.46 24.90 260.32 Sv� 520.64 Sh 0.62 6.22 24.40 1 247.73 S% 495.46 S% 0.61 5.98 23.90 1 235.23 S% 470.46 S% 0.60 5.75 23.40 223.48 S% 446.96 Sh 0.59 5.52 22.90 211.80 Sh 423.60 56 0.58 5.30 22.40 200.86 S 401.72 S' 0.57 5.08 21.90 189.99 S)i 379.98 S' 0.56 4.87 21.40 179.83 S% 359.66 S% 0.55 4.66 1 20.90 169.75 S% 339.50 S' 0.54 4.46 20.40 160.35 S% 320.70 S% 0.53 4.26 19.90 151.02 S% 302.04 S% 0.52 4.07 19.40 142.36 Sy� 284.72 S% 0.51 3.88 18.90 133.76 S% 267.52 S% 0.50 3.70 18.40 125.81 SY2 251.62 S'h 0.49 3.52 18.39 115.82 S% 231.64 S' 0.48 3.34 1 18.38 106.16 S% 212.32 S% 0.47 3.16 17.87 98.63 S% 197.26 Sh 0.46 2.99 17.36 91.70 S% 183.40 S% 0.45 2.82 16.85 84.84 S% 169.68 S% 0.44 2.66 16.34 78.56 S% 157.12 54 0.43 2.50 15.83 72.36 Sh 144.72 Sh 0.42 2.35 15.32 66.71 Sh 133.42 S' 0.41 2.20 14.81 61.13 S% 122.26 S% 0.40 2.06 14.30 56.08 S% 112.16 S!6 0.39 1.92 13.79 51.10 S% 102.20 5 0.38 1.79 13.28 46.62 Sy, 93.24 S�6 0.37 1.66 12.77 42.20 S% 84.40 S!4 DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0.36 1.54 12.25 38.29 S% 76.58 Sh (T35 1.42 11.74 34.41 Sh 68.82 54 0.34 1.31 11.23 30.98 S% 61.96 SA 0.33 1 1.20 10.72 27.61 54 55.22 SA 0.32 1.10 10.21 24.67 Sy, 49.34 S% 0.31 1.01 9.70 22.15 Sh 44.30 S% 0.30 0.91 9.19 19.30 S!A 38.60 S% 0.29 0.83 8.68 17.19 S% 34.38 Sh 0.28 0.74 8.17 14.79 S% 29.58 S% 0.27 0.67 7.66 13.08 56 26.16 Sh 0.26 0.60 7.15 11.39 Sh 22.78 SA 0.25 0.53 6.64 9.73 S% 19.46 S% 0.24 0.47 6.13 8.40 56 16.80 S% 0.23 0.41 5.62 1 7.09 56 14.18 S% 0.22 0.36 5.11 6.08 V 12.16 S% 0.21 0.31 4.60 5.09 S% 10.18 Sh 0.20 0.27 4.09 4.37 S% 8.74 S% 0.19 0.23 3.58 3.65 56 7.30 S% 0.18 0.20 3.07 3.21 S)i 6.42 S% 0.17 0.17 2.56 2.76 56 5.52 S% 0.16 0.15 2.05 2.60 S�i 5.20 S% 0.15 0.13 1.92 1 2.14 S% 4.28 SA 0.14 0.12 1.79 1.96 S% 3.92 S% 0.13 • 0.10 1.66 1.52 S% 3.04 S% 0.12 0.09 1.54 1.34 S% 2.68 S% 0.11 0.07 1.41 0.94 S% 1.88 S% 0.10 0.06 1.28 0.77 S% 1.54 S% 0.09 0.05 1.15 0.61 S% 1.22 S% 0.08 0.04 1.02 1 0.46 S% 0.92 Sh 0.07 0.03 0.90 0.31 Sh 0.62 S% 0.06 0.02 0.77 0.17 Sh 0.34 S% 0.05 0.01 0.64 0.06 S 0.12 S% 0.04 0.01 0.51 0.11 S% 0.22 56 0.03 0.01 0.38 0.09 Sh 0.18.S% 0.02 0.00 0.26 0.00 S% 0.00 S% VALUES FOR Q CALCULATED FROM MANNING'S EQUATION: Q = 1.4186 A (A /P)% Sy, WHERE Q = RATE OF FLOW IN STREET (CFS) n = ROUGHNESS COEFFICIENT = 0.015 A = CROSS- SECTIONAL AREA OF FLOW (SF) P = WETTED PERIMETER OF FLOW (FT) J S = LONGITUDINAL SLOPE OF STREET (FT /FT) STREET FLOW CAPACITY CHART PRIVATE STREETS DEPTH (FT) A (SF) P (FT) Q (CFS) HALF STREET FULL STREET 0.74 11.23 43.53 450.85 S% 901.71 Sh 0.73 10.80 42.53 429.05 Sh 858.09 Sh 0.72 10.39 41.53 408.68 Sh 817.35 Sh 0.71 9.98 40.53 388:41 Sh 776.83 Sh 0.70 9.59 39.53 369.55 Sh 739.10 Sh 0.69 9.20 38.53 350.79 Sh 701.57 Sh 0.68 8.82 37.53 332.75 Sh 665.51 Sh 0.67 8.46 36.53 316.07 Sh 632.13 Sh 0.66 8.10 35.53 299.46 Sh 598.92 Sh 0.65 1 7.75 34.53 283.55 Sh 567.10 Sh 0.64 7.42 33.53 268.93 Sh 537.87 Sh 0.63 7.09 32.53 254.38 Sh 508.76 Sh 0.62 6.78 31.53 241.08 Sh 482.16 Sh 0.61 6.47 30.53 227.83 Sh 455.67 Sh 0.60 6.17 29.53 215.23 Sh 430.45 S' 0.59 5.89 28.53 203.82 Sh 407.64 Sh 0.58 5.61 1 27.53 192.45 Sh 384.91 Sh 0.57 5.34 26.53 181.69 Sh 363.39 Sh 0.56 5.09 25.53 172.09 Sh 344.18 Sh 0.55 4.84 24.53 162.51 Sh 325.01 Sh 0.54 4.61 23.53 154.06 Sh 308.11 Sh 0.53 4.38 22.53 145.62 Sh 291.23 Sh 0.52 4.16 21.53 137.74 Sh 275.48 Sh 0.51 3.96 20.53 130.97 Sh 261.93 Sh 0.50 3.76 19.53 124.20 Sh 248.39 Sh 0.49 3.57 19.01 115.98 Sh 231.96 Sh 0.48 3.39 18.50 108.35 Sh 216.69 S' 0.47 3.21 17.99 100.79 Sh 201.58 Sh 0.46 3.04 17.48 1 93.83 Sh 1 187.67 Sh 0.45 2.87 1 16.97 1 86.95 Sh 1 173.90 Sh DEPTH (FT) A (SF) P (FT) Q (CFS) I HALF STREET FULL STREET 0.44 2.70 16.46 80.15 Sh 160.30 Sh 0.43 2.55 15.95 74.41 Sh 148.83 Sh 0.42 2.39 15.44 68.26 Sh 136.52 S' 0.41 2.24 14.93 62.66 Sh 125.31 Sh 0.40 2.10 14.42 57.59 Sh 115.17 Sh 0.39 1.96 13.91 52.58 Sh 105.16 Sh 0.38 1.83 13.40 1 48.08 Sh 96.16 Sh 0.37 1.70 12.89 43.64 Sh 87.27 S' 0.36 1.58 12.38 39.68 Sh 79.35 Sh 0.35 1.46 11.87 35.77 Sh 71.54 Sh 0.34 1 1.34 11.36 31-93 Sh 63.86 Sh 0.33 1.24 10.85 28.93 Sh 57.86 Sh 0.32 1.13 10.34 25.59 Sh 51.18 S' 0.31 1.03 9.83 22.68 Sh 45.36 S' 0.30 0.94 9.32 20.18 Sh 40.35 S' 0.29 0.85 8.81 17.71 Sh 35.43 Sh 0.28 0.77 8.30 15.63 Sh 31.26 S' 0.27 1 0.69 7.79 13.58 Sh 27.17 Sh 0.26 1 0.62 7.28 11.89 Sh 23.78 Sh 0.25 0.55 6.76 1 10.23 Sh 20.46 Sh 0.24 0.49 6.25 8.89 Sh 17.78 Sh 0.23 0.43 5.74 7.57 Sh 15.14 Sh 0.22 0.38 5.23 6.55 Sh 13.11 Sh 0.21 0.33 4.72 5.55 Sh 11.10 Sh 0.20 0.28 4.21 4.55 Sh 9.11 Sh 0.19 1 0.25 3.70 4.11 Sh 8.22 Sh 0.18 0.21 3.19 1 3.39 Sh 6.78 Sh 0.17 0.19 2.68 3.22 Sh 6.45 S 0.16 0.16 2.17 2.79 Sh 5.57 Sh 0.15 0.14 2.04 2.32 Sh 4.65 Sh VALUES FOR Q CALCULATED FROM MANNING'S EQUATION: Q = 1.486 A (A /P)% S% WHERE Q = RATE OF FLOW IN STREET (CFS) n = ROUGHNESS COEFFICIENT = 0.015 A = CROSS- SECTIONAL AREA OF FLOW (SF) • P = WETTED PERIMETER OF FLOW (FT) S = LONGITUDINAL SLOPE OF STREET (FT /FT) STREET FLOW CAPACITY CHART MONROE STREET CATCH BASIN SUMMARY. a• CATCH BASIN NO. DRAINAGE NODE GRADE CONDITION FLOW APPROACHING PIPE CURB OPENING WIDTH, W FT INLET CAPACITY (CFS) ACTUAL INLET INTERCEPTION (CFS) REMAINING FLOW IN STREET (CFS) NODE RECEIVING REMAINING FLOW TOTAL FLOW (CFS) PIPE FLOW (CFS) STREET FLOW (CFS) Qioo 1 010 Q100 I Quo Q100 Quo Q100 I Q10 Q100 I Qio Q,00 T_ Qio 1 102 FLOW -BY 22.361 12.808 - - - -- - - -- 22.361 12.808 9 7.500 5.897 7.500 5.897 7.361 1.014 103 2 FLOW -BY 9 7.500 5.897 7.500 5.897 3 103 SUMP 51.079 29.101 15.000 11.794 36.079 17.307 11 19.344 19.344 18.040 8.654 18.039 8.653 104 4 104 SUMP 55.133 31.394 33.040 20.448 22.093 10.947 11 24.466 19.824 22.093 10.947 - - - -- I - - - -- - - -- 5 202 SUMP 25.368 14.362 - - - -- -- 25.368 14.362 8 13.498 13.498 12.684 7.181 12.6841 7.181 203 6 203 SUMP 15.975 9.007 - - - -- - - -- 15.975 9.007 8 17.072 13.833 15.975 9.007 - - - -- - - - -- - - - -- 7 111 SUMP 1.629 0.947 - - - -- - - -- 1.629 0.947 4 7.800 6.320 1.629 0.947 - - - -- - - - -- - - - -- 8 211 SUMP 1.431 0.832 - - - -- - - -- 1.431 0.832 4 7.800 6.320 1.431 0.832 - - - -- I - - - -- - - - -- 9 121 SUMP 6.186 3.753 - - - -- - - - -- 6.186 3.753 4 7.996 6.320 6.186 3.753 - - - -- I - - - -- - - - -- 10 221 FLOW -BY 2.613 1.587 - - - -- - - - -- 2.613 1.587 6 2.773 2.311 2.613 I 1.587 - - - -- I - - - -- - - - -- Catch Basin Capacity Calculations The following catch basin capacity equations are taken from the attached Design Chart LL -13 for catch basins on grade and Design Chart LL -15 for catch basins in sump conditions, both published by the City of Los Angeles Department of Public Works. All catch basins are curb - opening type inlets. Catch Basins Nos. 1 & 2 - Node 102 - Flow -Bv Condition From Chart LL -13, QCAP = 2.92 W0.15 D15 with W = 9 ft: D100 = 0.54 ft: QCAP = 2.92(9)0.15(0.54)15 = 7.500 cfs D10 = 0.46 ft: QCAP = 2.92(9)0.15(0.46)15 = 5.897 cfs (D100 and D10 taken from attached table of street flow depths) Catch Basin No. 3 - Node 103 - Sump Condition From Chart LL -15, QCAP = 2.0 W1.13 D0.6 with W = 11 ft: D1oo -max = 0.48 ft: QCAP = 2.0(1 1)1.13(o .48)0 6 = 19.344 cfs ' /2Q1oo = 18.040 cfs ✓ Dto -max = 0.48 ft: QCAP = 2.0(11)1 13(0.48)0 6 = 19.344 cfs Y2Q10 = 8.654 cfs ✓ Catch Basin No. 4 - Node 104 - Sump Condition From Chart LL -15, QCAP = 2.0 W1.13 DO-6 with W = 11 ft: D1oo -max = 0.71 ft: QCAP = 2.0(11)1'13(0.71)0,6 = 24.466 cfs Q100 = 22.093 cfs ✓ D10 -max = 0.50 ft: QCAP = 2.0(11)113(0.50)0 6 = 19.824 cfs Q10 = 10.946 cfs ✓ Catch Basin No. 5 - Node 202 - Sump Condition From Chart LL -15, QCAP = 2.0 W1.13 D0.6 with W = 8 ft: • D100 -max = 0.48 ft: QCAP = 2.0(8)1.13(0.48)°'6 = 13.498 cfs Q100 = 12.684 cfs ✓ { D10 -max = 0.48 ft: QCAP = 2.0(8)1.13(0.48) °'s = 13.498 cfs Q10 = 7.181 cfs ✓ Catch Basin No. 6 - Node 203 - Sump Condition From Chart LL -15, QCAP = 2.0 W1.13 D0.6 With W = 8 ft: D100-max = 0.71 ft: QCAP = 2.0(8)1 .13(o .71 )0_6 = 17.072 cfs Q100 = 15.975 cfs ✓ D10-max = 0.50 ft: QcAP = 2.0(8)1.13(0.50)06 = 13.833 CfS Q10 = 9.007 cfs ✓ Catch Basin No. 7 - Node 111 - Sump Condition From Chart LL -15, QCAP = 2.0 W1.13 D0.6 with W = 4 ft: D100 -max = 0.71 ft: QCAP = 2.0(4)1'13(0.71)0'6 = 7.800 cfs Q100 = 1.629 cfs ✓ D10 -max = 0.50 ft: QCAP = 2.0(4)1'13(0.50)0.6 = 6.320 cfs Q10 = 0.947 cfs ✓ Catch Basin No. 8 - Node 211 - Sump Condition From Chart LL -15, QCAP = 2.0 W1.13 Do .6 with W = 4 ft: D1oo -max = 0.71 ft: QCAP = 2.0(4)1 .13(o .71)0-6 = 7.800 cfs Q100 = 1.431 cfs ✓ D10 -max = 0.50 ft: QCAP = 2.0(4)1 13(0.50)0-fi = 6.320 cfs Q10 = 0.832 cfs ✓ Catch Basin No. 9 - Node 121 - Sump Condition From Chart LL -15, QCAP = 2.0 W1.13 Do .6 with W = 4 ft: D100-max = 0.74 ft: QCAP = 2.0(4)1 .13(o .74)0.6 = 7.996 cfs Q100 = 6.186 cfs ✓ D10-max = 0.50 ft: QCAP = 2.0(4)1 .13(o .50)0.6 = 6.320 cfs Q10 = 3.753 cfs ✓ Catch Basin No. 10 - Node 221 - Flow -By Condition From Chart LL -13, QCAP = 2.92 Wo.15 D1.5 with W = 6 ft: • D100 = 0.35 ft: QCAP = 2.92(6)0.85(0.35)1.5 = 2.773 cfs f D10 = 0.31 ft: QCAP = 2.92(6)0.15(o .31 )1.5 = 2.311 cfs (D100 and D10 taken from attached table of street flow depths) • f w 10 SYNTHETIC UNIT HYDROGRAPH SHORTCUT METHOD CALCULATIONS a R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1712 Residential Areas Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date (1) CONCENTRATION POINT 0.000 [3) E)RAINAGE AREA -SO ACRES 1.000 51 UNIT TIME - MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 (9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 (101 TOTAL ADJUSTED STORM RAIN- INCHES 4.000 [12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD m HR [16] TIME PERCENT OF LAG [7]'[151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17)m- [17jm -1 [17] UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 6010 20 100[5) [22) LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR 1211 -[22] [24) FLOW CFS MAX LOW 1.000 1.200 0.048 0.280 0.0411 0.007 0.007 2.000 1.300 0.052 0.280 0.0441 0.008 0.008 3.000 1.800 0.072 0.280 0.0611 0.011 0.011 4,000 2.100 0.084 0.280 0.071 0.013 0.013 5,000 2.800 0.112 0.280 0.095 0.017 0.017 6,000 2.900 0.116 0.280 0.099 0.017 0.018 7,000 3.800 0.152 0.280 0.129 0.023 0.023 8,000 4.600 0.184 0.280 0.156 0.028 0.028 9,000 6.300 0.252 0.280 0.214 0.038 0.038 10.000 8.200 0.328 0.280 0.279 0.049 0.050 11.000 7.000 0.280 0.280 0.238 0.042 0.042 12.000 7.300 0.292 0.280 0.248 0.044 0.044 13.000 10.800 0.432 0.280 0.367 0.152 0.153 14.000 11.400 0.456 0.280 0.388 0.176 0.177 15.000 10.400 0.416 0.280 0.354 0.136 0.137 16.000 8.500 0.340 0.280 0.289 0.060 0.060 17.000 1.400 0.056 0.280 0.048 0.008 0.008 18.000 1.900 0.076 0.280 0.065 0.011 0.011 19.000 1.300 0.052 0.280 0.044 0.008 0.008 20.000 1.200 0.048 0.280 0.041 0.007 0.007 21.000 1.100 0.044 0.280 0.037 0.007 0.007 22.000 1.000 0.040 0.280 0.034 0.006 0.006 23.000 0.900 0.036 0.280 0.031 0.005 0.005 24.000 0.800 0.032 0.280 0.027 0.005 0.005 TOTALS 100.000 0.877 0.885 OFFECTIVE RAIN = 0.877 INCHES 4 4 R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1712 Park /Retention Areas Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SO ACRES 1.000 5) UNIT TIME - MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 (9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR (11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN - INCHES 4.000 (12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 (141 LOW LOSS RATE - PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD m HR [16] TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 6011 01[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.200 0.048 0.460 0.0431 0.005 0.005 2.000 1.300 0.052 0.460 0.047 0.005 0.005 3.000 1.800 0.072 0.460 0.065 0.007 0.007 4.000 2.100 0.084 0.460 0.076 0.008 0.008 5.000 2.800 0.112 0.460 0.101 0.011 0.011 6.000 2.900 0.116 0.460 0.104 0.012 0.012 7.000 3.800 0.152 0,460 0.137 0.015 0.015 8.000 4.600 0.184 0.460 0.166 0.018 0.019 9.000 6.300 0.252 0.460 0.227 0.025 0.025 10.000 8.200 0.328 0.460 0.295 0.033 0.033 11.000 7.000 0.280 0.460 0.252 0.028 0.028 12.000 7.300 0.292 0.460 0.263 0.029 0.029 13.000 10.800 0.432 0.460 0.389 0.043 0.044 14.000 11.400 0.456 0.460 0.410 0.046 0.046 15.000 10.400 0.416 0.460 0.374 0.042 0.042 16.000 8.500 0.340 0.460 0.3061 0.034 0.034 17.000 1.400 0.056 0.460 0.050 0.006 0.006 18.000 1.900 0.076 0.460 0.068 0.008 0.008 19.000 1.300 0.052 0.460 0.047 0.005 0.005 20.000 1.200 0.048 0.460 0.043 0.005 0.005 21.000 1.100 0.044 0.460 0.040 0.004 0.004 22.000 1.000 0.040 0.460 0.036 0.004 0.004 23.000 0.900 0.036 0.460 0.032 0.004 0.004 24.000 0.800 0.032 0.460 0.029 0.003 0.003 TOTALS 100.000 0.400 0.403 OFFECTIV:- RAIN = 0.400 INCHES 4 4 R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1712 Street Areas Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date (1] CONCENTRATION POINT 0.000 (3] DRAINAGE AREA-50 ACRES 1.000 J UNIT TIME - MINUTES 60.000 71 UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9) STORM FREQUENCY 8 DURATION 100 YEAR- 24 HOUR (11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 131 CONSTANT LOSS RATE- INCHES /HOUR 0.100 [2] AREA DESIGNATION (4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 (6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 4.000 [12) MINIMUM LOSS RATE (FOR VAR. LOSS) -INIHR 0.000 [141 LOW LOSS RATE- PERCENT 18.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) (161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 1171 UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 6010 20 100[5] [221 LOSS RATE IN /HR (231 EFFECTIVE RAIN IN /HR [21] -[221 [241 FLOW CFS MAX LOW 1.000 1.200 0.048 0.100 0.009 0.039 0.040 2.000 1.300 0.052 0.100 0.009 0.043 0.043 3.000 1.800 0.072 0.100 0.013 0.059 0.060 4.000 2.100 0.084 0.100 0.015 0.069 0.069 5.000 2.800 0.112 .0.100 0.020 0.092 0.093 6.000 2.900 0.116 0.100 0.021 0.095 0.096 7.000 3.800 0.152 0.100 0.027 0.125 0.126 8.000 4.600 0.184 0.100 0.033 0.151 0.152 9.000 6.300 0.252 0.100 0.045 0.207 0.208 10.000 8.200 0.328 0.100 0.059 0.269 0.271 11.000 7.000 0.280 0.100 0.050 0.230 0.232 12.000 7.300 0.292 0.100 0.053 0.239 0.241 13.000 10.800 0.432 0.100 0.078 0.354 0.357 14.000 11.400 0.456 0.100 0.082 0.374 0.377 15.000 10.400 0.416 0.100 0.0751 0.341 0.344 16.000 8.500 0.340 0.100 0.061 0.279 0.281 17.000 1.400 0.056 0.100 0.010 0.046 0.046 18.000 1.900 0.076 0.100 0.014 0.062 0.063 19.000 1.300 0.052 0.100 0.009 0.043 0.043 20.000 1.200 0.048 0.100 0.009 0.039 0.040 21.000 1.100 0.044 0.100 0.008 0.036 0.036 22.000 1.000 0.040 0.100 0.007 0.033 0.033 23.000 0.900 0.036 0.100 0.006 0.030 0.030 24.000 0.800 0.032 0.100 0.0061 0.026 0.026 TOTALS 100.0001 1 3.280 3.307 OFFECTIVE RAIN = 3.280 INCHES 4 4 R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" Project 1712 Residential Areas SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. Unit Hydrograph and Effective Rain By JAD Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 3] DRAINAGE AREA -SQ ACRES 1.000 51 UNIT TIME - MINUTES 15.000 171 UNIT TIME- PERCENT OF LAG (100'[51/[61) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 (131 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [81 S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD m [16] TIME PERCENT OF LAG [7]'[15] [17) CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 (17) UNIT HYDROGRAPH CFS - HRS /IN 1`41"(181 100.000 [201 PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 6011` 01[201 100[51 [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [211 -122] [24] FLOW CFS MAX LOW 1.000 1.700 0.170 0.280 0.1451 0.026 0.026 2.000 1.900 0.190 0.280 0.1621 0.029 0.029 3.000 2.100 0.210 0.280 0.179 0.032 0.032 4.000 2.200 0.220 0.280 0.187 0.033 0.033 5.000 2.400 0.240 0.280 0.204 0.036 0.036 6.000 2.400 0.240 0.280 0.204 0.036 0.036 7.000 2.400 0.240 0.280 0.204 0.036 0.036 8.000 2.500 0.250 0.280 0.213 0.038 0.038 9.000 2.600 0.260 0.280 0.221 0.039 0.039 10.000 2.700 0.270 0.280 0.230 0.041 0.041 11.000 2.800 0.2801 0.280 0.238 0.042 0.042 12.000 3.000 0.300 0.280 0.255 0.045 0.045 13.000 3.200 0.320 0.280 0.272 0.048 0.048 14.000 3.600 0.360 0.280 0.306 0.080 0.081 15.000 4.300 0.430 0.280 0.366 0.150 0.151 16.000 4.700 0.470 0.280 0.400 0.190 0.192 17.000 5.400 0.540 0.280 0.459 0.260 0.262 18.000 6.200 0.620 0.280 0.527 0.340 0.343 19.000 6.900 0.690 0.280 0.587 0.410 0.413 20.000 7.500 0.750 0.280 0.638 0.470 0.474 21.000 10.600 1.060 0.280 0.901 0.780 0.786 22.000 1 14.500 1.450 0.280 1.233 1170 1.180 23.000 3.400 0.340 0.280 0.289 0.060 0.060 24.000 1.000 0.100 0.280 0.085 0.015 0.015 TOTALS 100.000 4.404 4.440 FFECTIVE RAIN = 1.101 INCHES 4 4 R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1712 Park/Retention Areas Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 31 DRAINAGE AREA -SQ ACRES 1.000 ) UNIT TIME - MINUTES 15.000 7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY 8 DURATION 100 year 6 hour [11) VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 13 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 (10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'(15] (17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) (16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 (20) PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[101[201 100[5) [22] LOSS RATE IN /HR (23) EFFECTIVE RAIN IN /HR [21] -[22] (24) FLOW CFS MAX LOW 1.000 1.700 0.170 0.460 0.1531 0.017 0.017 2.000 1.900 0.190 0.460 0.1711 0.019 0.019 3.000 2.100 0.210 0.460 0.189 0.021 0.021 4.000 2.200 0.220 0.460 0.198 0.022 0.022 5.000 2.400 0.240 0.460 0.216 0.024 0.024 6.000 2.400 0.240 0.460 0.216 0.024 0.024 7.000 1 2.400 0.240 0.460 0.216 0.024 0.024 8.000 2.500 0.250 0.460 0.225 0.025 0.025 9.000 2.600 0.260 0.460 0.234 0.026 0.026 10.000 2.700 0.270 0.460 0.243 0.027 0.027 11.000 2.800 0.280 0.460 0.252 0.028 0.028 12.000 3.000 0.300 0.460 0.270 0.030 0.030 13.000 3.200 0.320 0.460 0.288 0.032 0.032 14.000 3.600 0.360 0.460 0.324 0.036 0.036 15.000 4.300 0.430 0.460 0.387 0.043 0.043 16.000 4.700 0.470 0.460 0.423 0.047 0.047 17.000 5.400 0.540 0.460 0.486 0.080 0.081 18.000 6.200 0.620 0.460 0.558 0.160 0.161 19.000 6.900 0.690 0.460 0.621 0.230 0.232 20.000 7.500 0.750 0.460 0.675 0.290 0.292 21.000 10.600 1.060 0.460 0.954 0.600 0.605 22.000 14.500 1.450 0.460 1.305 0.990 0.998 23.000 3.400 0.340 0.460 0.306 0.034 0.034 24.000 1.000 0.100 0.460 0.090 0.010 0.010 TOTALS 100.000 2.8391 2.863 FFECTIVE RAIN = 0.710 INCHES C R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1712 Street Areas Net rain 100 yr. 6 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 5] UNIT TIME - MINUTES 15.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9) STORM FREQUENCY & DURATION 100 year 6 hour [11) VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.100 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 fl4l LOW LOSS RATE- PERCENT 18.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15) UNIT TIME PERIOD M 1161 TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16) DISTRIB GRAPH PERCENT [17]m- [17)m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 601101[201 100[5] [221 LOSS RATE IN /HR [23) EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.700 0.170 0.100 0.031 0.139 0.141 2.000 1.900 0.190 0.100 0.034 0.156 0.157 3.000 2.100 0.210 0.100 0.038 0.172 0.174 4.000 2.200 0.220 0.100 0.040 0.180 0.182 5.000 2.400 0.240 0.100 0.043 0.197 0.198 6.000 2.400 0.240 0.100 0.043 0.197 0.198 7.000 2.400 0.240 0.100 0.043 0.197 0.198 8.000 2.500 0.250 0.100 0.045 0.205 0.207 9.000 2.600 0.260 0.100 0.047 0.213 0.215 10.000 2.700 0.270 0.100 0.049 0.221 0.223 11.000 2.800 0.280 0.100 0.050 0.230 0.232 12.000 3.000 0.300 0.100 0.054 0.246 0.248 13.000 3.200 0.320 0.100 0.058 0.262 0.265 14.000 3.600 0.360 0.100 0.065 0.295 0.298 15.000 4.300 0.430 0.100 0.077 0.353 0.356 16.000 4.700 0.470 0.100 0.085 0.385 0.389 17.000 5.400 0.540 0.100 0.097 0.443 0.446 18.000 6.200 0.620 0.100 0.112 0.520 0.524 19.000 6.900 0.690 0.100 0.124 0.590 0.595 20.000 7.500 0.750 0.100 0.135 0.650 0.655 21.000 10.600 1.060 0.100 0.191 0.960 0.968 22.000 14.500 1.450 0.100 0.261 1.350 1.361 23.000 3.400 0.340 0.100 0.061 0.279 0.281 24.000 1.000 0.100 0.100 0.018 0.082 0.083 TOTALS 100.000 1 8.5231 8.594 FFECTIVE RAIN = 2.131 INCHES 4 R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1712 Residential Areas Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1) CONCENTRATION POINT 0.000 3] DRAINAGE AREA -SQ ACRES 1.000 J UNIT TIME - MINUTES 10.000 [71 UNIT TIME - PERCENT OF LAG (100'[5]/[61) 0.000 191 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 13 CONSTANT LOSS RATE- INCHES /HOUR 0.280 [2] AREA DESIGNATION [4) ULTIMATE DISCHARGE - CFS- HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8) S -CURVE 0.000 1101 TOTAL ADJUSTED STORM RAIN- INCHES 2.250 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 041 LOW LOSS RATE - PERCENT 85.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M (t6] TIME PERCENT OF LAG [7]'[151 [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17Jm- [171m -1 [17] UNIT HYDROGRAPH CFS- HRS /IN 4' 18 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[101[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24) FLOW CFS MAX LOW 1.000 2.600 0.351 0.280 0.2981 0.071 0.072 2.000 2.600 0.351 0.280 0.2981 0.071 0.072 3.000 3.300 0.446 0.280 0.379 0.166 0.167 4.000 3.300 0.446 0.280 0.379 0.166 0.167 5.000 3.300 0.446 0.280 0.379 0.166 0.167 6.000 3.400 0.459 0.280 0.390 0.179 0.180 7.000 4.400 0.594 0.280 0.505 0.314 0.317 8.000 4.200 0.567 0.280 0.482 0.287 0.289 9.000 5.300 0.716 0.280 0.608 0.436 0.439 10.000 5.100 0.689 0.280 0.585 0.409 0.412 11.000 6.400 0.864 0.280 0.734 0.584 0.589 12.000 5.900 0.797 0.280 0.677 0.517 0.521 13.000 7.300 0.986 0.280 0.838 0.706 0.711 14.000 8.500 1.148 0.280 0.975 0.868 0.875 15.000 14.100 1.904 0.280 1.618 1.624 1.637 16.000 14.100 1.904 0.280 1.618 1.624 1.637 17.000 3.800 0.513 0.280 0.4361 0.233 0.235 18.000 2.400 0.324 0.280 0.275 0.049 0.049 TOTALS 100.0001 8.465 8.535 FFECTIVE RAIN = 11 . 1.411 INCHES 4 R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1712 Park /Retention Areas Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0.000 31 DRAINAGE AREA -SQ ACRES 1.000 51 UNIT TIME- MINUTES 10.000 [7] UNIT TIME- PERCENT OF LAG (100'[5]/[6]) 0.000 (9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.460 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.250 [12) MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15) [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) 1161 DISTRIB GRAPH PERCENT [171rn- [17]rn-1 (17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [201 PATTERN PERCENT (PL E -5.9) 1211 STORM RAIN IN /HR 60 10 20 100[5] [221 LOSS RATE IN /HR 1231 EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.600 0.351 0.460 0.316 0.035 0.035 2.000 2.600 0.351 0.460 0.316 0.035 0.035 3.000 3.300 0.446 0.460 0.401 0.045 0.045 4.000 3.300 0.446 0.460 0.401 0.045 0.045 5.000 3.300 0.446 0.460 0.401 0.045 0.045 6.000 3.400 0.459 0.460 0.413 0.046 0.046 7.000 4.400 0.594 0.460 0.535 0.134 0.135 8.000 4.200 0.567 0.460 0.510 0.107 0.108 9.000 5.300 0.716 0.460 0.644 0.256 0.258 10.000 5.100 0.689 0.460 0.620 0.229 0.230 11.000 6.400 0.864 0.460 0.778 0.404 0.407 12.000 5.900 0.797 0.460 0.717 0.337 0.339 13.000 7.300 0.986 0.460 0.887 0.526 0.530 14.000 8.500 1.148 0.460 1.033 0.688 0.693 15.000 14.100 1.904 0.460 1.713 1.444 1.456 16.000 14.100 1.904 0.460 1.713 1.444 1.456 17.000 3.800 0.513 0.460 0.462 0.053 0.053 18.000 2.400 0.324 0.460 0.292 0.032 0.033 TOTALS 100.0001 5.901 5.950 ECTIVE RAIN = 0.983 INCHES 4 r R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project 1712 Street Areas Net rain 100 yr. 3 hr. Sheet 1 of 1 By JAD Date Checked Date [1) CONCENTRATION POINT 0.000 3) DRAINAGE AREA -SQ ACRES 1.000 51 UNIT TIME - MINUTES 10.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 191 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR It 1] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.100 [2) AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10) TOTAL ADJUSTED STORM RAIN- INCHES 2.250 [121 MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 18.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [151 UNIT TIME PERIOD M [t61 TIME PERCENT OF LAG [7]'[151 [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN [41.1181 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[101[201 100[5] [22] LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.600 0.351 0.100 0.0631 0.288 0.290 2.000 2.600 0.351 0.100 0,0631 0.288 0.290 3.000 3.300 0.446 0.100 0.080 0.365 0.368 4.000 3.300 0.446 0.100 0.080 0.365 0.368 5.000 3.300 0.446 0.100 0.080 0.365 0.368 6.000 3.400 0.459 0.100 0.083 0.376 0.380 7.000 4.400 0.594 0.100 0.107 0.494 0.498 8.000 4.200 0.567 0.100 0.102 0.467 0.471 9.000 5.300 0.716 0.100 0.129 0.616 0.621 10.000 5.100 0.689 0.100 0.1241 0.589 0.593 11.000 6.400 0.864 0.100 0.1561 0.764 0.770 12.000 5.900 0.797 0.100 0.143 0.697 0.702 13.000 7.300 0.986 0.100 0.177 0.886 0.893 14.000 8.500 1.148 0.100 0.207 1.048 1.056 15.000 14.100 1.904 0.100 0.343 1.804 1.819 16.000 14.100 1.904 0.100 0.343 1.804 1.819 17.000 3.800 0.513 0.100 0.092 0.421 0.424 18.000 2.400 0.324 0.100 0.058 0.266 0.268 TOTALS 100.000 11.900 11.999 OFFECTIVE RAIN 1.983 INCHES e/ t • RATIONAL METHOD CALCULATIONS 100 -YEAR Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/31/05 ---------------------------------------------------------------------- 1712 CAPISTRANO TRACT NO. 31910 100 -YEAR STORM ---------------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------------------------------------------------------------------- Mainiero, Smith & Associates, Palm Springs, CA - S/N 931 ---------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity - duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) • Storm event year = 100.0 '- -/ Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 (0 r SUB -AREA A -1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 682.000(Ft.) Top (of initial area) elevation = 451.200(Ft.) Bottom (of initial area) elevation = 445.800(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00612 s(percent)= 0.61 TC = k(0.390) *[(length "3) /(elevation change))'0.2 Initial area time of concentration = 16.288 min. Rainfall intensity = 3.409(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.349(CFS) Total initial stream area = 3.823(Ac.) Pervious area fraction = 0.500 0 SUB -AREA A -2 Process from Point /Station 101.000 to Point /Station 102.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION. * * ** Top of street segment elevation = 445.800(Ft.) End of street segment elevation = 443.200(Ft.) Length of street segment = 430.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.014(CFS) Depth of flow = 0.479(Ft.), Average velocity = 2.495(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.50(Ft /s) Travel time = 2.87 min. TC = 19.16 min. Adding area flow to street • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.786 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.102(In /Hr) for a 100.0 year storm Subarea runoff = 12.012(CFS) for 4.924(Ac.) Total runoff = 22.361(CFS) Total area = 8.747(Ac.) Street flow at end of street = 22.361(CFS) Half street flow at end of street = 11.181(CFS) Depth of flow = 0.517(Ft.), Average velocity = 2.734(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.83(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) <<< Catch Basins 1 & 2 each intercept 7.500 cfs (15.000 cfs total). >>> <<< Remaining 7.361 cfs bypasses to Node 103. >>> SUB -AREA A -3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 103.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 443.200(Ft.) End of street segment elevation = 441.500(Ft.) Length of street segment = 347.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) �/ Distance from crown to crossfall grade break = 8.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 7.500(CFS) Number of street inlets = 2 Pipe calculations for under street flow rate of 15.000(CFS) Using a pipe slope = 0.490 % Upstream point /station elevation = 443.200(Ft.) Downstream point /station elevation = 441.500(Ft.) Pipe length = 347.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.000(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 15.000(CFS) Normal flow depth in pipe = 18.61(In.) Flow top width inside pipe = 20.03(In.) Critical Depth = 16.74(In.) Pipe flow velocity = 5.73(Ft /s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 20.17 min. Maximum flow rate of street inlet(s) = 15.000(CFS) Maximum pipe flow capacity = 15.000(CFS) Remaining flow in street below inlet = 7.361(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.784 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.011(In /Hr) for a 100.0 year storm Subarea runoff = 28.718(CFS) for 12.167(Ac.) Total runoff = 51.079(CFS) Total area = 20.914(Ac.) Street flow at end of street = 36.079(CFS) Half street flow at end of street = 18.040(CFS) Depth of flow = 0.624(Ft.), Average velocity = 2.818(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 6.20(Ft.) Flow width.(from curb towards crown)= 18.000(Ft.) <<< Catch Basin 3 intercepts west half of street flow (18.040 cfs). >>> <<< Remaining 18.039 cfs from east half continues to Node 103. >>> SUB -AREA A -4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 104.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 441.500(Ft.) End of street segment elevation = 439.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) • Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.675(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 18.040(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 33.040(CFS) Using a pipe slope = 0.606 % Upstream point /station elevation = 441.500(Ft.) Downstream point /station elevation = 439.500(Ft.) Pipe length = 330.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.040(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 33.040(CFS) Normal flow depth in pipe = 20.86(In.) Flow top width inside pipe = 35.54(In.) Critical Depth = 22.39(In.) Pipe flow velocity = 7.78(Ft /s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 20.88 min. Maximum flow rate of street inlet(s) = 18.040(CFS) Maximum pipe flow capacity = 33.040(CFS) Remaining flow in street below inlet = 18.040(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.782 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.952(In /Hr) for a 100.0 year storm Subarea runoff = 4.054(CFS) for 1.756(Ac.) Total runoff = 55.133(CFS) Total area = 22.670(Ac.) Street flow at end of street = 22.093(CFS) Half street flow at end of street = 11.047(CFS) Depth of flow = 0.514(Ft.), Average velocity = 2.729(Ft/s). Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.72(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) End of computations, total study area = 22.67 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 <<< Catch Basin 4 accepts 100% of street flow (22.093 cfs). >>> <<< Total pipe flow of 55.133 cfs is conveyed to Retention Basin 1. >>> l • SUB -AREA A -5 +++++++++++++++++++++++++++++++++++++++., -...... + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** * * * * * * * * * * * * ** SUB -AREA A -6 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 121.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 870.000(Ft.) Top (of initial area) elevation = 444.900(Ft.) Bottom (of initial area) elevation = 439.700(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.00598 s(percent)= 0.60 TC = k (0.300) *[(length^3) /(elevation change)] '0.2 Initial area time of concentration = 12.521 min. Rainfall intensity = 3.970(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.186(CFS) Total initial stream area = 1.768(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.77 (AC.) �-� The following figures may Initial area flow distance = 394.000(Ft.) Top (of initial area) elevation = 442.700(Ft.) Bottom (of initial area) elevation = 440.500(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00558 s(percent)= 0.56 TC = k(0.390) *[(length'3) /(elevation change) ] "0.2 Initial area time of concentration = 12.019 min. Rainfall intensity = 4.066(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.808 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.629(CFS) Total initial stream area = 0.496(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 0.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 • <<< Catch Basin 7 accepts 100% of street flow (1.629 cfs), which >>> <<< is conveyed via pipe to Retention Basin 1. >>> * * * * * * * * * * * * ** SUB -AREA A -6 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 121.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 870.000(Ft.) Top (of initial area) elevation = 444.900(Ft.) Bottom (of initial area) elevation = 439.700(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.00598 s(percent)= 0.60 TC = k (0.300) *[(length^3) /(elevation change)] '0.2 Initial area time of concentration = 12.521 min. Rainfall intensity = 3.970(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.186(CFS) Total initial stream area = 1.768(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.77 (AC.) �-� The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 <<< Catch Basin 9 accepts 100% of street flow (6.186 cfs), which >>> <<< is conveyed via pipe to Retention Basin 1. >>> * * * * * * * * * * * * ** SUB -AREA A -7 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 201.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 979.000(Ft.) Top (of initial area) elevation = 451.200(Ft.) Bottom (of initial area) elevation = 445.200(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00613 s(percent)= 0.61 ,TC = k(0.390) *[(1ength'3) /(e1evation change)) "0.2 Initial area time of concentration = 16.979 min. Rainfall intensity = 3.327(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 • RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 i Initial subarea runoff = 10.753(CFS) Total initial stream area = 4.079(Ac.) Pervious area fraction = 0.500 SUB -AREA A -8 Process from Point /Station 201.000 to Point /Station 202.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 445.2.00(Ft.) End of street segment elevation = 440.400(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18:000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.614(CFS) Depth of flow = 0.505(Ft.), Average velocity = 2.529(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. `�' Distance that curb overflow reaches into property = 0.26(Ft.) SUB -AREA A -9 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 18.000(Ft.) End of Flow velocity = 2.53(Ft /s) Travel time = 5.93 min. TC = 22.91 min. of street segment = 211.000(Ft.) Adding area flow to street Height SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 of half street (curb to crown), = 18.000(Ft.) Decimal fraction soil group A = 0.000 Distance Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 from gutter to grade break (v /hz) = 0.020 Decimal fraction soil group D = 0.000 Slope RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 flow is on (2) side(s) of the street Rainfall intensity = 2.797(In /Hr) for a 100.0 year storm Distance Subarea runoff = 14.615(CFS) for 6.723(Ac.) Total runoff = 25.368(CFS) Total area = 10.802(Ac.) from curb to property line (v /hz) = 0.020 Street flow at end of street = 25.368(CFS) Gutter Half street flow at end of street = 12.684(CFS) Depth of flow = 0.549(Ft.), Average velocity = 2.681(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.46(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) <<< Catch Basin 5 intercepts west half of street flow (12.684 cfs),>>> <<< which is conveyed via pipe to Retention Basin 3. >>> <<< Remaining 12.684 cfs from east half continues to Node 203. >>> Process from Point /Station 202.000 to Point /Station 202.000 • * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Rainfall intensity = 2.797(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 Decimal fraction soil group'A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 22.91 min. Rain intensity = 2.80(In /Hr) Total area = 10.80(Ac.) Total runoff = 12.684(CFS) SUB -AREA A -9 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 440.400(Ft.) End of street segment elevation = 439.000(Ft.) Length of street segment = 211.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown), = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 �� Gutter width = 2.000(Ft.) I * * * * * * * * * * * * ** SUB -AREA A -10 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + +...... +..... Process from Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 408.000(Ft.) Top (of initial area) elevation = 442.700(Ft.) Bottom (of initial area) elevation = 440.400(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00564 s(percent)= 0.56 TC = k(0.390) *[(length "3) /(elevation change))'0.2 Initial area time of concentration = 12.165 min. Rainfall intensity = 4.037(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.431(CFS) Total initial stream area = 0.439(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 0.44 (AC.) Gutter hike from flowline = 1.875(In.) • Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.609(CFS) Depth of flow = 0.443(Ft.), Average velocity = 2.438(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.355(Ft.) Flow velocity = 2.44(Ft /s) Travel time = 1.44 min. TC = 24.35 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.699(In /Hr) for a 100.0 year storm Subarea runoff = 3.291(CFS) for 1.575(Ac.) Total runoff = 15.975(CFS) Total area = 12.377(Ac.) Street flow at end of street = 15.975(CFS) Half street flow at end of street = 7.988(CFS) * Depth of flow = 0.465(Ft.), Average velocity = 2.535(Ft/s) Flow width (from curb towards crown)= 17.420(Ft.) End of computations, total study area = 23.18 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 ( • <<< Catch Basin 6 accepts 100% of street flow (15.975 cfs), which >>> <<< is conveyed via pipe to Retention Basin 2. . >>> I * * * * * * * * * * * * ** SUB -AREA A -10 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + +...... +..... Process from Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 408.000(Ft.) Top (of initial area) elevation = 442.700(Ft.) Bottom (of initial area) elevation = 440.400(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00564 s(percent)= 0.56 TC = k(0.390) *[(length "3) /(elevation change))'0.2 Initial area time of concentration = 12.165 min. Rainfall intensity = 4.037(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.431(CFS) Total initial stream area = 0.439(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 0.44 (AC.) • The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index, number = 56.0 <<< Catch Basin 8 accepts 100% of street flow (1.431 cfs), which >>> <<< is conveyed via pipe to Retention Basin 2. >>> * * * * * * * * * * * * ** SUB -AREA A -11 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 220.000 to Point /Station 221.000 * * ** INITIAL AREA EVALUATION * * ** • Initial area flow distance = 343.000(Ft.) Top (of initial area) elevation = 441.500(Ft.) Bottom (of initial area) elevation = 439.000(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.00729 s(percent)= 0.73 TC = k(0.300) *Hlength'3) /(elevation change))'0.2 Initial area time of concentration = 8.293 min. Rainfall intensity = 5.042(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.613(CFS) Total initial stream area = 0.586(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.59 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 <<< Catch Basin 10 accepts 100% of street flow (2.613 cfs), which >>> <<< is conveyed via pipe to Retention Basin 2. >>> } RATIONAL METHOD `/• CALCULATIONS 10 -YEAR ce • Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/31/05 ---------------------------------------------------------------------- 1712 CAPISTRANO TRACT NO. 31910 10 -YEAR STORM ---------------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------------------------------------------------------------------- Mainiero, Smith & Associates, Palm Springs, CA - SIN 931 ---------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City l area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) • Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In /Hr) Slope of intensity duration curve = 0.5800 SUB -AREA A -1 +++++++++++++++++++++++++++++++++++++++ ++ ++ + + + ++ + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 882.000(Ft.) Top (of initial area) elevation = 451.200(Ft.) Bottom (of initial area) elevation = 445.800(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00612 s(percent)= 0.61 TC = k(0.390) *[(length "3) /(elevation change)) "0.2 Initial area time of concentration = 16.288 min. Rainfall intensity = 2.088(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.750 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.983(CFS) Total initial stream area = 3.823(Ac.) Pervious area fraction = 0.500 • SUB -AREA A -2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** SUB -AREA A -3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 103.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 443.200(Ft.) End of street segment elevation = 441.500(Ft.) Length of street segment = 347.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Top of street segment elevation = 445.800(Ft.) End of street segment elevation = 443.200(Ft.) Length of street segment = 430.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.836(CFS) Depth of flow = 0.409(Ft.), Average velocity = 2.176(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.643(Ft.) Flow velocity = 2.18(Ft /s) Travel time = 3.29 min. TC = 19.58 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.739 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.876(In /Hr) for a 10.0 year storm Subarea runoff = 6.825(CFS) for 4.924(Ac.) Total runoff = 12.808(CFS) Total area = 8.747(Ac.) Street flow at end of street = 12.808(CFS) Half street flow at end of street = 6.404(CFS) Depth of flow = 0.442(Ft.), Average velocity = 2.319(Ft /s) Flow width (from curb towards crown)= 16.263(Ft.) <<< Catch Basins 1 & 2 each intercept 5.897 cfs (11.794 cfs total). >>> <<< Remaining 1.014 cfs bypasses to Node 103. >>> SUB -AREA A -3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 103.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 443.200(Ft.) End of street segment elevation = 441.500(Ft.) Length of street segment = 347.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) • Slope from curb to property line.(v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User- specified maximum inlet flow capacity of 5.897(CFS) Number of street inlets = 2 Pipe calculations for under street flow rate of 11.794(CFS) Using a pipe slope = 0.490 % Upstream point /station elevation = 443.200(Ft.) Downstream point /station elevation = 441.500(Ft.) Pipe length = 347.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.794(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.794(CFS) Normal flow depth in pipe = 15.42(In.) Flow top width inside pipe = 23.00(In.) Critical Depth = 14.79(In.) Pipe flow velocity = 5.52(Ft /s) Travel time through pipe = 1.05 min. Time of concentration (TC) = 20.63 min. Maximum flow rate of street inlet(s) = 11.794(CFS) Maximum pipe flow capacity = 11.794(CFS) Remaining flow in street below inlet = 1.014(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.736 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.820(In /Hr) for a 10.0 year storm Subarea runoff = 16.293(CFS) for 12.167(Ac.) Total runoff = 29.101(CFS) Total area = 20.914(Ac.) Street flow at end of street = 17.307(CFS) Half street flow at end of street = 8.653(CFS) Depth of flow = 0.494(Ft.), Average velocity = 2.358(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) <<< Catch Basin 3 intercepts west half of street flow (8.654 cfs). >>> <<< Remaining 8.653 cfs from east half continues to Node 103. 1 >>> SUB -AREA A -4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 104.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Top of street segment elevation = 441.500(Ft.) End of street segment elevation = 439.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street • Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 �" Gutter width = 2.000(Ft.) • Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 User - specified maximum inlet flow capacity of 8.654(CFS) Number of street inlets = 1 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 20.447(CFS) Using a pipe slope = 0.606 % Upstream point /station elevation = 441.500(Ft.) Downstream point /station elevation = 439.500(Ft.) Pipe length = 330.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.447(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 20.447(CFS) Normal flow depth in pipe = 15.70(In.) Flow top width inside pipe = 35.71(In.) Critical Depth = 17.41(In.) Pipe flow velocity = 6.91(Ft /s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 21.43 min. Maximum flow rate of street inlet(s) = 8.653(CFS) Maximum pipe flow capacity = 20.447(CFS) Remaining flow in street below inlet = 8.653(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.733 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.781(In /Hr) for a 10.0 year storm Subarea runoff = 2.293(CFS) for 1.756(Ac.) Total runoff = 31.394(CFS) Total area = 22.670(Ac.) Street flow at end of street = 10.947(CFS) Half street flow at end of street = 5.473(CFS) Depth of flow = 0.422(Ft.), Average velocity = 2.235(Ft/s) Flow width (from curb towards crown)= 15.274(Ft.) End of computations, total study area = 22.67 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 <<< Catch Basin 4 accepts 100% of street flow (10.947 cfs). >>> <<< Total pipe flow of 31.394 cfs is conveyed to Retention Basin 1. >>> * * * * * * * * * * * * ** SUB -AREA A -5 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 394.000(Ft.) Top (of initial area) elevation = 442.700(Ft.) • Bottom (of initial area) elevation = 440.500(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00558 s(percent)= 0.56 TC = k(0.390) *[(length^3) /(elevation change)]^0.2 • Initial area time of concentration = 12.019 min. Rainfall intensity = 2.490(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = Initial subarea runoff = 0.947(CFS) Total initial stream area = 0.496(Ac.) Pervious area fraction = 0:500 End of computations, total study area = 0.50 The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 0.500 (Ac.) <<< Catch Basin 7 accepts 100% of street flow (0.947 cfs), which >>> <<< is conveyed via pipe to Retention Basin 1. >>> * * * * * * * * * * * * ** SUB -AREA A -6 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 121.000 * * ** INITIAL AREA EVALUATION * * ** • Initial area flow distance = 870.000(Ft.) a Top (of initial area) elevation = 444.900(Ft.) Bottom (of initial area) elevation = 439.700(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.00598 s(percent)= 0.60 TC = k(0.300) *[(length"3) /(elevation change)] "0.2 Initial area time of concentration = 12.521 min. Rainfall intensity = 2.432(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.753(CFS) Total initial stream area = 1.768(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.77 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 <<< Catch Basin 9 accepts 100% of street flow (3.753 cfs), which >>> <<< is conveyed via pipe to Retention Basin 1. >>> * * * * * * * * * * * * ** SUB -AREA A -7 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /Station 201.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 979.000(Ft.) Top (of initial area) elevation = 451.200(Ft.) Bottom (of initial area) elevation = 445.200(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00613 s(percent)= 0.61 TC = k(0.390) *[(length'3) /(elevation change))'0.2 Initial area time of concentration = 16.979 min. Rainfall intensity = 2.038(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.747 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.212(CFS) Total initial stream area = 4.079(Ac.) Pervious area fraction = 0.500 SUB -AREA A -8 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.00O.to Point /Station 202.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 445.200(Ft.) End of street segment elevation = 440.400(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8. Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.434(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.883(Ft.) Flow velocity = 2.15(Ft /s) Travel time = 6.99 min. TC = 23.97 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.726 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 000 (Ft 11.331(CFS) 147(Ft /s) Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity•= 1.669(In /Hr) for a 10.0 year storm • Subarea runoff = 8.150(CFS) for 6.723(Ac.) Total runoff = 14.362(CFS) Total area = 10.802(Ac.) Street flow at end of street = 14.362(CFS) Half street flow at end of street = 7.181(CFS) Depth of flow = 0.465(Ft.), Average velocity = 2.274(Ft/s) Flow width (from curb towards crown)= 17.439(Ft.) <<< Catch Basin 5 intercepts west half of street flow (7.181 cfs), >>> <<< which is conveyed via pipe to Retention Basin 3. >>> <<< Remaining 7.181 cfs from east half continues to Node 203. >>> +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 202.000 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Rainfall intensity 1.669(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.726 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 23.97 min. Rain intensity = 1.67(In /Hr) Total area = 10.80(Ac.) Total runoff = 7.181(CFS) SUB -AREA A -9 ( W, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 440.400(Ft.) End of street segment elevation = 439.000(Ft.) Length of street segment = 211.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 8.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.875(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.705(CFS) Depth of flow = 0.377(Ft.), Average velocity = 2.125(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.024(Ft.) ' Flow velocity = 2.13(Ft /s) Travel time = 1.65 min. TC = 25.62 min. 'Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ` Runoff Coefficient = 0.722 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.605(In /Hr) for a 10.0 year storm Subarea runoff = 1.826(CFS) for 1.575(Ac.) Total runoff = 9.007(CFS) Total area = 12.377(Ac.) Street flow at end of street = 9.007(CFS) Half street flow at end of street = 4.504(CFS) Depth of flow = 0.394(Ft.), Average velocity = 2.206(Ft /s) Flow width (from curb towards crown)= 13.874(Ft.) End of computations, total study area = 23.18 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 <<< Catch Basin 6 accepts 100% of street flow (9.007 cfs), which >>> <<< is conveyed via pipe to Retention Basin 2. >>> * * * * * * * * * * * * ** SUB -AREA A -10 Process from Point /Station 210.000 to Point /Station 211.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 408.000(Ft.) Top (of initial area) elevation = 442.700(Ft.) Bottom (of initial area) elevation = 440.400(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00564 s(percent)= 0.56 TC = k(0.390) *[(length"3) /(elevation change))'0.2 Initial area time of concentration = 12.165 min. Rainfall intensity = 2.473(In /Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.832(CFS) Total initial stream area = 0.439(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 0.44 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 <<< Catch Basin 8 accepts 100% of street flow (0.832 cfs), which >>> <<< is conveyed via pipe to Retention Basin 2. >>> * * * * * * * * * * * * ** SUB -AREA A -11 Process from Point /Station 220.000 to Point /Station 221.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 343.000(Ft.) Top (of initial area) elevation = 441.500(Ft.) Bottom (of initial area) elevation = 439.000(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.00729 s(percent)= 0.73 TC = k(0.300) *[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 8.293 min. Rainfall intensity = 3.088(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.587(CFS) Total initial stream area = 0.586(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 <<< Catch Basin 10 accepts 100% of street flow (1.587 cfs), which >>> <<< is conveyed via pipe to Retention Basin 2. >>> LID I VICINITY MAP fi SS In 1t �7- S1N ddW AiINIO yY O,� SS 3nN3AV N 31I O Z U) ante laodaiv rn D 0 > No C- m TI m if1N3At/ m N f�T rn Z N O Z bS 3nN3AV N m rn � rn CS 3nN3AV ZS 3nN3AV z - J Arn0;Z- - - - -1-q L9 3nN3AV In 1t �7- • FEMA MAP m Lu ZONE C w. I to w!I OZ APPROXIMAI "E SCALE ! ¢I� y ,:Z 2000 0 2000 FEET of v�.' D �Ias i II' jlJ NATIONAL FLOOD INSURANCE PROGRAM I AVENUE 54 11 - -- - II �, IF- FIRM it FLOOD INSURANCE RATE MAP RIVERSIDE COUNTY, CALIFORNIA it I UNINCORPORATED AREA I II, !' II I 'PANEL 2300 OF 3600 �I II �! {SEE MAD INDEX FOR PANELS NOT PRINTED) I iI I! AVENUE 56_ COMMUNITY -PANEL NUMBER I 060245 2300B MAP REVISED: �. MARCH 22, 1983 SITE ; i! I; Federal Emergency Management Agency It!{ This is an official copy of a portion of the above referenced flood map. It j II V EN UE_58_ ,___Jl______ was extracted using F -MIT On -Une. This map does not reflect changes or amendments which may have been made subsequent to the date on the I I I� �' title dock. For the latest product information about National Flood Insurance II Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov s HYDROLOGIC SOIL GROUP CLASSIFICATION MaB CPA b LPAirmfYi Ir- E,; tat as T. 6S N tu i ki Fish Pond Ld 0 tu Trailer ', tu :.ik V", �' .- , , �' Vt P rkI —If: I. i;A MaB CrA AVENUE T . . . . . . ....... Fp ----- vall� - - � - , 1y , e'! • 14"}. S. ,4 it��.v 4' IP � .'+U,i �n�F "'"•i y < -�'. II ..�'�Irr ..+"' r• �; j !' V. 1,7 d ts", N vl� -T—z Is7 'x- 40' GbA �4 Y" Ip C GcA f .'--e JI 7 r 12 MaB I k�7 i K J" �Lz, 4n st > Mw, i go.t." N u . . . . . . . . MaB • ,4r `rt -4l.K JL 3 - x F '4' K r"' ,�. i ,. Z RN; -k OV -7- 540000 FEET f. w S me R* GeA V, A" GbA Is gn -t - ° {' 'r`."rec �T F a` F •rte �s jai• `rtr t4, y IL PIK- /-i ool W.. . . •. . . . . . . . % G qrL, 'x*:�'�� "N% -'-,-Ir RM. j- ev N N. 'c".V GfA V " -, I I -I':- .';`* r7� Ir yY ^• t r / J f }, f ✓ ��y .pry `. ;? :..Ir !i<'{.. nt r It <! .. O""ow•7" i`, } pyY r • `- �,:+.,s Str,yl i r R r t 0 " • Uc -t!V� 33*37'30" 12'30" R. 7 E. 116'15' RIVERSIDE COUNTY, CALIFORNIA 77 TABLE 12. Soil and water features 0sence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such terms as "rare," "brief," and "perched." The symbol < means less than; > means greater than) Hydro- Flooding High water table Bedrock Soil name and logic map symbol group Frequency Duration Months Depth Kind Months Depth Hardness Fe in Badland: BA. Borrow pits: B P. Bull Trail: BtE----------- - - - - -- B Caton: Ca1'on Variant: A Cb D----------- - - - - -- Carrizo CcC----------- - - - - -- A Carsitas• CdC, CdE, ChC, CkB. A CfB------------ - - - - -- A Carsitas Variant: C m B, C m E___________ C Chuckawalla: o B, Co D, C nC, C n E. r B chella: 'CpA, - CpB, CsA______ B CrA----------------- B Fluvaquents: Fa------------- - -- - -- D Fluvents: Fe------------- - - - - -- A/D Gilman: GaBIGbA,GbB,GeA. B GcA, GdA, GFA______ B GravPel pits and dumps: Imperial: "D IeA------------ - - - - -- IfA------------ - - - - -- D ImC I: Imperial part_ _ _ _ _ _ _ Gullied land part. D Imperial: 10C 1: Imperial part _ _ _ _ _ _ _ GM- ed land part. D Indio Ir, It---------- - - - - -- B Lithic Torripsamments: LR1: Lithic •Torripsamments part. D Rock outcrop part. None ------ None ------ None ------ Rare------ - I None______ None______ None ------ None______ None______ None ------ Frequent___ Occasional__ Rare ------- None ------ -------- - - - - -- -------- - - - - -- ------ -- - - - - -- Very long_____ Very brief _ _ _ _ None - - - - -- ----- =-------- None --------------- ------ None------ -------- - - - - -- I None ------ I-------------- None______ None______ ------ - - - - -- >6.0 -------- - - - - -- ------------ >6.0 -------- - - - - -- ------------ >6.0 -------- - - - - -- ------------ >6.0 -------- - - - - -- ------------ >6.0 _ ------- - - - - -- ------------ 2.0 -4.0 Apparent-- - -- ------------ >6.0 -------- - - - - -- ------------ >6.0 -------- - --- -- ------------ >6.0 _ - ------ - - - - -- ------------ 3.0 -5.0 Apparent---- - Apr-Sep- _ _ _ 0.5 -2.0 Apparent----- Jan - Dec - - -- >6.0 -------- - - - - -- ------------ >6.0 -------- - - - - -- ------------ 3.0-5. 0 Apparent - - - -- ------ - - - - -- >6.0 - ----- - - - - -- 1.05.0 ------ - - - - -- >6.0 None---- -- I-------- ------ I------ - - - - -- Apparent - - - -- Jan - Dec___ _ Jan- Dec___ _ Jan- pec ---- Apr - Oct_ _ _ _ >00 >60 ---- ---- -- >60 ---- - - - - -- >60 ---- --- --- > 60 ---- - - - - -- > 60 ---- -- - - -- 6-20 Rippable. >60 -- -- - - - - -- >60 ---- - - - - -- > 60 ---- -- - - -- >60 ---- - - - - -- >60 ---- - - - - -- >60 ---- -- - - -- >60 ---- - - -- -- ------ - - - - -- >60 ---- - - - - -- Jan-Dec___- >60 ---- - - - - -- ------------ >60 ---- - - - - -- 1 1.55.0 I Apparent - ----I Jan-Dec - - -_I >60 I -------- -- > 6.0 1 -------- - - - - -- --- - - - - -- >� ---- - - - - -- 3.0-5.0 Apparent_____ Jan- Dec____ > 60 __________ >6.0 I-------------- I------- - - - - -I 1 -10 I Hard. • • 100 -YEAR PRECIPITATION ISOHYETAL MAPS D•'l `D� : ��' '' Tw_! r'lT- ..' -i''; • .. �. - _ • Yw•.. vJaer•• _ _ _. � _. � � _ _ � _ r _ _.- - � � - _ - - -� • ::f'r�.� ,,�. \,ti -�•_ - '•'1. _ '� V,t �... •�*'� / yJabo Tree r �� _. -•. -' .:_L _y.. �'� � _ ...•.` ._'_ \.:_ l• yn:- :•1 -__- • 1T I' _ .. �+�.'�. } INR'u+ S �..1„DunIR Ec.an :. • ` s ji v.w vau.r y .o. 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' � � - . ` ___ ' { � '' ,TALM -W7k � `� l : ^ +.I , al.•n No LE .R2E ..R.3F f Sd V W AE)oioNa AH • ,: • M STORM DRAIN HYDRAULICS REPORT For Property Located In t " A Portion of Section 22, T6S., RM, SBM ` } La Quinta, California Pic,� os-Zry Capistrano ' I Tract Map No. 31910.j. (SEE APPROVED HYDROLOGYREPORT) December S, 2005 , ' r r ' .. ] . • . • a . � i ' f 'Prepared for.. 'Desert Elite �) P'. ®ES'0 "q� + . ' 78 -401 Highway 111, Suite G La Quinta, CA 92253 z r NO 43880 � JN: 1712 - srgl c1V1�- "OF CALW " `~ MSA CONSULTING, INC. MAwmw, SmrrH & ASSOCIATES, INC. . . PLAmwo ■ Crim EmDmm ro ■ LAm Souvamo, 34200 BoB HOPE DmE ■ RANCHO MmAOB ■ CA 92270 a]' i • 'I mmHoNE (760) 320 -9811 ■ FAx (760) 323 -7893 ` CB 4 PIPE 12 CB 3 PIPE 11 BEND PIP 10 BEND 6 PIPE 9 PIPE 4 BEND 2 PIPE 5 CB 2--, I I � I BEND 5 PIPE 8 BEN 4 PIPE 7 I BEND 3 PIPE 6 iP BEND PIP 2 CB 1 PIPE 1��� r „ LINE 104 OUTLET STORM DRAIN STRUCTURE INDEXs MAP NT MSA CONSULTING, INC. DESIGN BY MP MAINIERO, SMITH & ASSOCIATES, INC. DRAWN BY - PLANNING ■ CIVIL ENGINEERING ■ LAND SURVEYING SMS 0R 34200 BOB HOPE DRIVE • RANCHO MIRAGE ■ CA 92270 CHECK BY TELEPHONE (760) 320 -9811 ■ FAx (760) 323 -7893 JAD T LINE 104 User Name: mpompa Date: 08 -11 -05 Project: 1712 ON -SITE STORM DRAIN ALIGNMENTAND ANNO Time: 15:35:27 Network: 01 - LINE 104 Page: 1 Storm Sewers Summary Report -------------------------------------------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Junction cfs in ft ft ft Invert Up Downstream ft Pipe 1 55.13 36.00 438.0000 438.2498 428.3000 432.2300 Outfall Pipe 2 33.04 36.00 439.0252* 439.2402* 432.3400 433.5700 CB 1 Pipe 3 33.04 36.00 439.2547* 439.7971 433.5700 436.9300 BEND 1 Pipe 4 10.04 24.00 440.0562* 440.0734* 437.9300 437.9800 MH 1 Pipe 5 10.04 24.00 440.1291* 440.1786* 437.9800 438.0300 BEND 2 Pipe 6 15.00 24.00 440.0562* 440.1259* 437.6800 437.7592 MH 1 Pipe 7 15.00 24.00 440.2496* 440.5464* 437.7592 438.0965 BEND 3 Pipe 8 15.00 24.00 440.6701* 440.7339* 438.0965 438.1692 BEND 4 Pipe 9 15.00 24.00 440.8576* 441.5759* 438.1692 438.9856 BEND 5 Pipe 10 15.00 24.00 441.6996* 441.7645* 438.9856 439.0595 BEND 6 Pipe 11 15.00 24.00 441.8882* 441.9785* 439.0595 439.1621 BEND 7 Pipe 12 7.50 24.00 442.2875* 442.3375* 439.2600 439.7100 CB 3 Storm -------------------------------------------------------------------------------- Sewers Detail Report -------------------------------------------------------------------------------- PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 36.5536 ft Plan Length = 37.8417 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 218.60 cfs Invert Elevation Downstream = 428.3000 ft Invert Elevation Upstream = 432.2300 ft Invert Slope = 10.81% Invert Slope (Plan Length) = 10.39% Rim Elevation Downstream = 433.3000 ft Rim Elevation Upstream = 440.1300 ft Natural Ground Slope = 18.68% Crown Elevation Downstream = 431.3000 ft Crown Elevation Upstream = 435.2300 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 55.13 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.51 min Total Intensity = 11.47 in /hr Total Rational Flow = 0.00 cfs Total Flow = 55.13 cfs Uniform Capacity = 218.60 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd I i - - -- HYDRAULIC INFORMATION - - -- HGL Elevation Downstream = 438.0000 ft HGL Elevation Upstream = 438.2498 ft HGL Slope = 0.69 % EGL Elevation Downstream = 438.9458 ft EGL Elevation Upstream = 439.1956 ft EGL.Slope = 0.69 % Critical Depth = 28.9188 in ,Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 7.80 ft /s Velocity Upstream = 7.80 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 7.07 ft^2 Area Upstream = 7.07 ft°2 Kj (JLC) = NA Calculated Junction Loss = 0.775 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in 'Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 87.5805 ft Plan Length = 89.5737 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 79.01 cfs Invert Elevation Downstream = 432.3400 ft Invert Elevation Upstream = 433.5700 ft Invert Slope = 1.40% Invert Slope (Plan Length) = 1.37% Rim Elevation Downstream = 440.1300 ft Rim Elevation Upstream = 440.9048 ft Natural Ground Slope = 0.88% a Crown Elevation Downstream = 435.3400 ft Crown Elevation Upstream = 436.5700 ft - -- -FLOW INFORMATION--- - = 439.2402 ft Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 33.04 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 2.19 min Total Intensity = 11.66 in /hr Total Rational Flow = 0.00 cfs Total Flow = 33.04 cfs Uniform Capacity = 79.01 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 439.0252 ft HGL Elevation Upstream = 439.2402 ft HGL Slope = 0.25 % EGL Elevation Downstream = 439.3649 ft EGL Elevation Upstream = 439.5798 ft EGL Slope = 0.25 % Critical Depth = 22.3956 in Depth Downstream = 36.0000 in Depth Upstream = 36.0000 in Velocity Downstream = 4.67 ft /s Velocity Upstream = 4.67 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 7.07 ft "2 Area Upstream =.7.07 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.014 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 ft Intercept Efficiency = * 9, Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 3 �Y 1 - - -- RAINFALL INFORMATION--- - = BEND 1 Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = Sag Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE ` Pipe Length = 241.2479 ft Plan Length = 243.2245 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 78.68 cfs Invert Elevation Downstream = 433.5700 ft Invert Elevation Upstream = 436.9300 ft Invert Slope = 1.39% Invert Slope (Plan Length) = 1.38% Rim Elevation Downstream = 440.9048 ft Rim.Elevation Upstream = 442.0233 ft Natural Ground Slope = 0.46% Crown Elevation Downstream = 436.5700 ft Crown Elevation Upstream = 439.9300 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 33.04 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.33 min Total Intensity = 12.18 in /hr Total Rational Flow = 0.00 cfs Total Flow = 33.04 cfs Uniform Capacity = 78.68 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 439.2547 ft HGL Elevation Upstream = 439.7971 ft HGL Slope = 0.22 % EGL Elevation Downstream = 439.5943 ft EGL Elevation Upstream = 440.1477 ft EGL Slope = 0.23 % Critical Depth = 22.3956 in Depth Downstream = 36.0000 in Depth Upstream = 34.4054 in Velocity Downstream = 4.67 ft /s Velocity Upstream = 4.75 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 7.07 ft^2 Area Upstream = 6.96 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.259 ft - -- -INLET INFORMATION - - -- Downstream Inlet = BEND 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in I. Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 16 Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 8.7259 ft Plan Length = 10.7258 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 17.12 cfs Invert Elevation Downstream = 437.9300 ft Invert Elevation Upstream = 437.9800 ft Invert Slope = 0.57% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 442.0233 ft Rim Elevation Upstream = 441.8158 ft Natural Ground Slope = -2.38% Crown Elevation Downstream = 439.9300 ft Crown Elevation Upstream = 439.9800 ft - -- -FLOW INFORMATION--- - HYDRAULIC Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 10.04 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.06 min Total Intensity = 13.08 .in /hr Total Rational Flow = 0.00 cfs Total Flow = 10.04 cfs Uniform Capacity = 17.12 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 440.0562 ft HGL Elevation Upstream = 440.0734 ft HGL Slope = 0.20 % EGL Elevation Downstream = 440.2150 ft ,EGL Elevation Upstream = 440.2322 ft EGL Slope = 0.20 % Critical Depth = 13.6104 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 3.20 ft /s Velocity Upstream = 3.20 ft /s. Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ft ^2 Kj (JLC) = NA = * 96 Calculated Junction Loss = 0.056 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 9, Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material = HDPE Pipe Length = 9.1067 ft Plan Length = 10.6066 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 16.76 cfs Invert Elevation Downstream = 437.9800 ft Invert Elevation Upstream = 438.0300 ft Invert Slope = 0.55% Invert Slope (Plan Length) = 0.47% Rim Elevation Downstream = 441.8158 ft Rim Elevation Upstream = 442.0300 ft Natural Ground Slope = 2.35% Crown Elevation Downstream = 439.9800 ft Crown Elevation Upstream = 440.0300 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr E Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 10.04 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area ='0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 10.04 cfs Uniform Capacity = 16.76 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 440.1291 ft HGL Elevation Upstream = 440.1786 ft HGL Slope = 0.54 % EGL Elevation Downstream = 440.2879 ft EGL Elevation Upstream = 440.3374 ft EGL Slope = 0.54 % Critical Depth = 13.6104 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 3.20 ft /s Velocity Upstream = 3.20 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft "2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.199 ft - -- - INLET INFORMATION--- - Downstream Inlet = BEND 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs . Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * 9 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 6 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 15.8372 ft Plan Length = 17.8570 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.99 cfs Invert Elevation Downstream = 437.6800 ft Invert Elevation Upstream = 437.7592 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.44% Rim Elevation Downstream = 442.0233 ft Rim Elevation Upstream = 441.8443 ft Natural Ground Slope = -1.13% Crown Elevation Downstream = 439.6800 ft Crown Elevation Upstream = 439.7592 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.27 min Total Intensity = 12.22 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 15.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 440.0562 ft HGL Elevation Upstream = 440.1259 ft HGL Slope = 0.44 % EGL Elevation Downstream = 440.4106 ft EGL Elevation Upstream = 440.4803 ft EGL Slope = 0.44 % Critical Depth = 16.7544 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.124 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 9 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 7 = 12.38 in /hr - - -- RAINFALL INFORMATION--- - = 0.00 cfs Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 cfs Current Pipe = Pipe 7 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length = 67.4723 ft Plan Length = 67.4714 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.99 cfs Invert Elevation Downstream = 437.7592 ft Invert Elevation Upstream = 438.0965 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.50W Rim Elevation Downstream = 441.8443 ft Rim Elevation Upstream = 442.1674 ft Natural Ground Slope = 0.48% Crown Elevation Downstream = 439.7592 ft Crown Elevation Upstream = 440.0965 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 1.04 min Total Intensity = 12.38 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 15.99 cfs' Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 440.2496 ft HGL Elevation Upstream = 440.5464 ft HGL Slope = 0.44 % EGL Elevation Downstream = 440.6040 ft EGL Elevation Upstream = 440.9008 ft EGL Slope = 0.44 % Critical Depth = 16.7544 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.124 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 3 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft/s. Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 W PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 8 ac Downstream Pipe = Pipe 7 Pipe Material = HDPE min Pipe Length = 14.5238 ft Plan. Length = 14.5236 ft Pipe Type = Circular cfs Pipe Dimensions = 24.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 15.99 cfs Invert Elevation Downstream = 438.0965 ft Invert Elevation Upstream = 438.1692 ft Invert Slope = 0.50% cfs Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 442.1674 ft Rim Elevation Upstream = 442.0189 ft Natural Ground Slope = -1.02% Crown Elevation Downstream = 440.0965 ft Crown Elevation Upstream = 440.1692 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.99 min Total Intensity = 12.41 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 15.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = Sag HGL Elevation Downstream = 440.6701 ft HGL Elevation Upstream = 440.7339 ft HGL Slope = 0.44 % EGL Elevation Downstream = 441.0245 ft EGL Elevation Upstream = 441.0884 ft EGL Slope = 0.44 % Critical Depth = 16.7544 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /s Velocity Upstream = 4.77 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft'2 Kj (JLC) = NA .Calculated Junction Loss = 0.124 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 4 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 163.2917 ft Plan Length = 163.2897 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.99 cfs Invert Elevation Downstream = 438.1692 ft Invert Elevation Upstream = 438.9856 ft Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream r - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow -•Infiltration - - -- HYDRAULIC INFORMATION---- HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION---- Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread,' Gutter Velocity Curb Efficiency = 0.50% = 0.50% = 442.0189 ft = 443.0012 ft = 0.60% = 440.1692 ft = 440.9856 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 15.00 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.42 min = 12.81 in /hr = 0.00 cfs = 15.00 cfs = 15.99 cfs = 0.00 cfs = 0.00 gpd = 440.8576 ft = 441.5759 ft = 0.44 % = 441.2121 ft = 441.9303 ft = 0.44 % = 16.7544 in = 24.0000 in = 24.0000 in = 4.77 ft /s = 4.77 ft /s = 0.00 ft /s = 0.00 ft /s = 3.14 ft "2 = 3.14 ft "2 = NA = 0.124 ft = BEND 5 = <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s _ * 96 i o, Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 10 = 0.00 min - - -- RAINFALL INFORMATION--- - = 0.00 in /hr Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.00 cfs Current Pipe = Pipe 10 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 14.7753 ft Plan Length = 14.7751 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.99 cfs Invert Elevation Downstream' = 438.9856 ft Invert Elevation Upstream = 439.0595 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 443.0012 ft Rim Elevation Upstream = 442.7931 ft Natural Ground Slope = -1.41% Crown Elevation Downstream = 440.9856 ft Crown Elevation Upstream = 441.0595 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.36 min Total. Intensity = 12.85 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 15.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 441.6996 ft HGL Elevation Upstream = 441.7645 ft HGL Slope = 0.44 % EGL Elevation Downstream = 442.0540 ft EGL Elevation Upstream = 442.1190 ft EGL Slope = 0.44 % Critical Depth = 16.7544 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.77 ft /a Velocity Upstream = 4.77 -ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.14 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.124 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 6 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft 'Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- =PIPE INFORMATION - - -- Current Pipe = Pipe 11 Downstream Pipe = Pipe 10 Pipe Material = HDPE Pipe Length = 20.5218 ft Plan Length = 25.0215 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.99 cfs Invert Elevation Downstream = 439.0595 ft Invert Elevation Upstream = 439.1621 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.41% Rim Elevation Downstream = 442.7931 ft Rim Elevation Upstream = 443.5800 ft Natural Ground Slope = 3.83% Crown Elevation Downstream = 441.0595 ft Crown Elevation Upstream = 441.1621 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.000 Total Time of Concentration = 0.28 min Total Intensity = 12.91 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.00 cfs Uniform Capacity = 15.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 441.8882 ft HGL Elevation Upstream = 441.9785 ft HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 12 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream = 0.44 % = 442.2427 ft = 442.3330 ft = 0.44 % = 16.7544 in = 24.0000 in = 24.0000 in = 4.77 ft /s 4.77 ft /s 0.00 ft /s = 0.00 ft /s = 3.14 ft"2 3.14 ft"2 = NA = 0.309 ft = BEND 7 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * % 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs 0.0000 in = 0.0000 in 0.0000 ft 0.0000 ft 0.00 ft /s _ * % * % 0.00 % = 100 Year = Tutorial = Pipe 12 = Pipe 11 = HDPE = 36.5495 ft = 39.5669 ft = Circular = 24.00 in = 0.013 = 25.09 cfs = 439.2600 ft = 439.7100 ft = 1.23% 1.14% 443.5800 ft 443.7100 ft 0.36% = 441.2600 ft 441.7100 ft - -- -FLOW INFORMATION---- Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION---- HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency. Total Efficiency = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 7.50 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 7.50 cfs = 25.09 cfs = 0.00 cfs = 0.00 gpd = 442.2875 ft = 442.3375 ft = 0.14 % = 442.3761 ft = 442.4261 ft = 0.14 % = 11.6832 in = 24.0000 in = 24.0000 in = 2.39 ft /s = 2.39 ft /s = 0.00 ft /s = 0.00 ft /s = 3.14 ft^2 = 3.14 ft°2 = NA = 0.111 ft = CB 3 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft _ * 96 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft =0.00 ft /s * $ _ * 96 _ * 96 = 0.00 0 ti CB 2 \PIPE 4 -4 PIPE 3 DEk 1 DEF/L 1. DEFL 2 A\�OUTLET ' STRUCTURE ij PIPE 1 LINE 111 � EQUALIZER ce 1 LINE - P#E 2 - -]LIN E 211 - - - - -' � 1 PIPE 1 / I OUTLET \ 1 I STRUCTURE LINE 111 AND 211 STORM DRAIN INDEX MAP NTS MSA CONSULTING, INC. DESMNN BY MAINIERO, SMITH & ASSOCIATES, INC. DRAWN BY I; PLANNING ■ CIVIL ENGINEERING ■ LAND SURVEYING SMS vO R•�`� 34200 BOB HOPE DRIVE ■ RANcxo MIRAGE ■ CA 92270 CHECK BY TELEPHONE (760) 320 -9811 ■ FAx (760) 323 -7893 1 JAD LINE 111 .User Name: mpompa Date: 08 -11 -05 Project: 1712 ON -SITE STORM DRAIN ALIGNMENTAND ANNO Time: 15:36:25 Network: 02 - LINE 111 Page: 1 Storm Sewers -------------------------------------------------------------------------------- Summary Report -------------------------------------------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream Junction cfs in ft ft ft ft Pipe 1 1.63 18.00 438.0000 438.0024 428.8000 429.0000 Outfall Pipe 2 1.63 18.00 438.0070* 438.0142* 429.0000 433.5200 DEFL 1 Storm Sewers -------------------------------------------------------------------------------- Detail Report -------------------------------------------------------------------------------- PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 10.0020 ft Plan Length = 10.0000 ft -Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 14.85 cfs Invert Elevation Downstream = 428.8000 ft Invert Elevation Upstream = 429.0000 ft Invert Slope = 2.00% Invert Slope (Plan Length) = 2.00% Rim Elevation Downstream = 433.3000 ft Rim Elevation Upstream = 433.4000 ft Natural Ground Slope = 1.00% Crown Elevation Downstream = 43.0.3000 ft Crown Elevation Upstream = 430.5000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 1.63 cfs" Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.55 min Total Intensity = 12.72 in /hr Total Rational Flow = 0.00 cfs Total Flow = 1.63 cfs Uniform Capacity = 14.85 cfs Skipped flow = 0.00 cfs :Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.0000 ft HGL Elevation Upstream = 438.0024 ft HGL Slope = 0.02 W EGL Elevation Downstream = 438.0132 ft EGL Elevation Upstream = 438.0156 ft EGL Slope = 0.02 $ Critical Depth = 5.7546 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.92 ft /s Velocity Upstream = 0.92 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 5.52 ft /s Area Downstream = 1.77 ft"2 Area Upstream = 1.77 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.005 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - = 0.00 ac Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 29.1536 ft Plan Length = 30.3011 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 41.34 cfs Invert Elevation Downstream = 429.0000 ft Invert Elevation Upstream = 433.5200 ft Invert Slope = 15.69% Invert Slope (Plan Length) = 14.92% Rim Elevation Downstream = 433.4000 ft Rim Elevation Upstream = 441.0200 ft Natural Ground Slope = 26.1496 Crown Elevation Downstream = 430.5000 ft Crown Elevation Upstream = 435.0200 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 1.63 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 1.63 cfs Uniform Capacity = 41.34 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.0070 ft HGL Elevation Upstream = 438.0142 ft HGL Slope = 0.03 % EGL Elevation Downstream = 438.0202 ft EGL Elevation Upstream = 438.0275 ft EGL Slope = 0.03 W Critical Depth = 5.7546 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in. Velocity Downstream = 0.92 ft /s Velocity Upstream = 0.92 ft /s Uniform Velocity Downstream = 11.36 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.016 ft - -- -INLET INFORMATION--- - Downstream Inlet = DEFL 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 9 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 8 Slot Efficiency = * 96 Total Efficiency = 0.00 LINE 211 User Name: mpompa Date: 08 -11 -05 Project: 1712 ON -SITE STORM DRAIN ALIGNMENTAND ANNO Time: 15:37:25 Network: 03 - LINE 211 Page: 1 Storm Sewers Summary Report Pipe Name Total Flow Pipe Dim HGL Down HGL Up invert Down Invert Up Junction cfs in ft ft ft ft Pipe 1 1.43 18.00 438.0000 438.0019 428.3000 428.5000 Pipe 2 1.43 18.00 438.0029* 438.0082* 428.5000 433.4500 Pipe 3 0.00 18.00 433.5100 434.5100 433.5100 434.5100 Pipe .4 0.00 18.00 434.5100 433.5800 434.5100 433.5800 Storm Sewers Detail Report PIPE DESCRIPTION: - Pipe = i_________________________ _______________________________ - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION - - - -' Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe. Length = 10.0020 ft Plan Length_ = 10.0000 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 14.85 cfs Invert Elevation Downstream = 428.3000 ft Invert Elevation Upstream = 428.5000 ft Invert Slope = 2.00% Invert Slope (Plan Length) = 2.008 Rim Elevation Downstream = 432.8000 ft Rim Elevation Upstream = 433.3000 ft Natural Ground Slope = 5.00% Crown Elevation Downstream = 429.8000 ft Crown Elevation Upstream = 430.0000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 1.43 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted Coefficient = 0.000 Total Time of Concentration = 5.61 min Total Intensity = 9.98 in /hr . Total Rational Flow = 0.00 cfs Total Flow = 1.43 cfs Uniform Capacity = 14.85 cfs Downstream Outfall DEFL 1 CB 1 DEFL 2 Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - = <None> HGL Elevation Downstream = 438.0000 ft HGL Elevation Upstream = 438.0019 ft HGL Slope = 0.02 % EGL Elevation Downstream = 438.0102 ft EGL Elevation Upstream = 438.0121 ft EGL Slope = 0.02 % Critical Depth = 5.3820 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.81 ft /s Velocity Upstream = 0.81 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 5.32 ft /s Area Downstream = 1.77 ft'2 Area Upstream = 1.77 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.001 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 28.7011 ft Plan Length = 29.7711 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 43.60 cfs Invert Elevation Downstream = 428.5000 ft Invert Elevation Upstream = 433.4500 ft Invert Slope = 17.51% Invert Slope (Plan Length) = 16.63% Rim Elevation Downstream = 433.3000 ft Rim Elevation Upstream = 440.9500 ft Natural Ground Slope = 26.65% Crown Elevation Downstream = 430.0000 ft Crown Elevation Upstream = 434.9500 ft - -- -FLOW INFORMATION--- - = 438.0184 ft Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 1.43 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 1.43 cfs Uniform Capacity = 43.60 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.0029 ft HGL Elevation Upstream = 438.0082 ft HGL Slope = 0.02 % EGL Elevation Downstream = 438.0131 ft EGL Elevation Upstream = 438.0184 ft EGL Slope = 0.02 % Critical Depth = 5.3820 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 0.81 ft /s Velocity Upstream = 0.81 ft /s Uniform Velocity Downstream = 11.34 ft /s Uniform Velocity Upstream = 11.34 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = DEFL 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot' Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION - - -- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 0.500 Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 46.4731 ft Plan Length = 47.9635 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 15.40 cfs Invert Elevation Downstream = 433.5100 ft Invert Elevation Upstream = 434.5100 ft Invert Slope = 2.15% Invert Slope (Plan Length) = 2.08% Rim Elevation Downstream = 440.9500 ft Rim Elevation Upstream = 440.9500 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 435.0100 ft Crown Elevation Upstream = 436.0100 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.00 cfs Uniform Capacity = 15.40 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 433.5100 ft HGL Elevation Upstream = 434.5100 ft HGL Slope = 2.15 % EGL Elevation Downstream = 433.5100 ft EGL Elevation Upstream = 434.5100 ft EGL Slope = 2.15 % Critical Depth = 0.0018 in Depth Downstream = 0.0000 in Depth Upstream = 0.0000 in Velocity Downstream = 0.00 ft /s Velocity Upstream = 0.00 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.00 ft "2 Area Upstream = 0.00 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal. Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 8 Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Catchment Area Current Pipe = Pipe 4 = 0.500 Downstream Pipe = Pipe 3 Inlet Intensity Pipe Material = HDPE = 0.00 cfs Pipe Length = 46.4728 ft Plan Length = 47.9635 ft Pipe Type = Circular Total Time of Concentration Pipe Dimensions = 18.00 in = 10.24 in /hr Pipe Manning's "n" = 0.013 Total Flow Pipe Capacity at Invert Slope = Undefined Invert Elevation Downstream = 434.5100 ft Invert Elevation Upstream = 433.5800 ft Invert Slope = -2.00% = 434.5100 ft Invert Slope (Plan Length) _ -1.94% HGL Slope Rim Elevation Downstream = 440.9500 ft Rim Elevation Upstream = 441.0200 ft Natural Ground Slope = 0.15W Crown Elevation Downstream = 436.0100 ft Crown Elevation Upstream = 435.0800 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 0.00 cfs Uniform Capacity = Undefined Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 434.5100 ft HGL Elevation'Upstream = 433.5800 ft HGL Slope = -2.00 % EGL Elevation Downstream = 434.5100 ft EGL Elevation Upstream ,EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope - Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total.Efficiency 433.5800 ft -2.00 % 0.0018 in 0.0000 in 0.0000 in 0.00 ft /s 0.00 ft /s 0.00 ft /s 0.00 ft /s 0.00 ft"2 0.00 ft "2 NA 0.100 ft = DEFL 2 _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft * 96 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs 0.0000 in 0.0000 in = 0.0000 ft = 0.0000 ft 0.00 ft /s * 9, _ * 96 = 0.00 % \ OUTLET \ STRUCTUR�\ \\ \ BEND 1 \ \ \ DEFL 1 \ . PIPE 1 PIPE\ 2 -� PIPE 3// / CB 1 , \ / / co / LINE 202 STORM DRAIN INDEXs MAP NT MSA CONSULTING, INC. DESIGN BY MP MAINIERO, SMITH & ASSOCIATES, INC. DRAWN BY PLANNING ■ CIVII. ENGINEERING ■ LAND SURvEm SMS 34200 BOB HOPE DRIVE ■ RANCHO MIRAGE ■ CA 92270 CHECK BY TELEPHONE (760) 320 -9811 ■ FAx (760) 323 -7893 JAD LINE 202 User Name: mpompa Project: 1712 ON -SITE STORM DRAIN ALIGNMENTAND ANNO Network: 04 - LINE 202 Storm Sewers Summary Report ----------------------------------------------------- ----------------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down Junction cfs in ft Pipe 1 12.68 24.00 439.3000 Pipe 2 12.68 24.00 439.3361* Pipe 3 12.68 24.00 439.3822* Pipe 4 12.68 24.00 439.4804* ------------------------------------------------------- 429.4700 Storm Sewers Detail Report ------------------------------------------------------- PIPE DESCRIPTION: Pipe 1 429.6000 433.1000 - - -- RAINFALL INFORMATION--- - Return Period 433.1000 INV OUT = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Date: 08 -11 -05 Time: 15:39:47 Page: 1 HGL Up Invert Down Invert Up Downstream ft ft ft 439.3107 429.4000 429.4700 Outfall 439.3568* 429.4700 429.6000 BEND 1 439.4804* 429.6000 433.1000 DEFL 1 439.5606* 433.1000 433.1000 INV OUT = Pipe 1 = Outfall = HDPE = 3.4127 ft = 3.4120 ft = Circular = 24.00 in = 0.013 = 32.39 cfs = 429.4000 ft = 429.4700 ft = 2.05% = 2.05% = 434.4000 ft = 434.4000 ft = 0.00% = 431.4000 ft = 431.4700 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 12.68 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.16 min = 13.00 in /hr = 0.00 cfs = 12.68 cfs = 32.39 cfs = 0.00 cfs = 0.00 gpd = 439.3000 ft = 439.3107 ft = 0.31 %1 = 439.5534 ft = 439.5642 ft = 0.31 % = 15.3720 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.04 ft /s Velocity Upstream = 4.04 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 9.68 ft /s Area Downstream = 3.14 ft "2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Intercept Efficiency Calculated Junction Loss = 0.025 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 6.5913 ft Plan Length = 6.5900 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 31.76 cfs Invert Elevation Downstream = 429.4700 ft Invert Elevation Upstream = 429.6000 ft Invert Slope = 1.97% Invert Slope (Plan Length) = 1.97% Rim Elevation Downstream = 434.4000 ft Rim Elevation Upstream = 434.4000 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 431.4700 ft Crown Elevation Upstream = 431.6000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 12.68 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.13 min Total Intensity = 13.02 in /hr Total Rational Flow = 0.00 cfs Total Flow = 12.68 cfs Uniform Capacity = 31.76 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 439.3361 ft HGL Elevation Upstream = 439.3568 ft HGL Slope = 0.31 % EGL Elevation Downstream = 439.5895 ft EGL Elevation Upstream = 439.6102 ft EGL Slope = 0.31 % Critical Depth = 15.3720 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream = 4.04 ft /s Velocity Upstream = 4.04 ft /s Uniform Velocity Downstream = 9.54 ft /s Uniform Velocity Upstream = 9.54 ft /s Area Downstream = 3.14 ft "2 Area Upstream = 3.14 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.025 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency _ * 9, Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9 Grate Efficiency = * 9d Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 31.2464 ft Plan Length = 31.0498 ft Pipe Type = Circular Inlet Intensity Pipe Dimensions = 24.00 in = 0.00 cfs Pipe Manning's "n" = 0.013 Inlet Hydrograph Flow Pipe Capacity at Invert Slope = 75.68 cfs = 0.00 ac Invert Elevation Downstream = 429.6000 ft Invert Elevation Upstream = 433.1000 ft Invert Slope = 11.27% Total Flow Invert Slope (Plan Length) = 11.27% = 75.68 cfs Rim Elevation Downstream = 434.4000 ft Rim Elevation Upstream = 441.0500 ft Natural Ground Slope = 21.28% Crown Elevation Downstream = 431.6000 ft Crown Elevation Upstream = 435.1000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 12.68 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.01 min Total Intensity = 13.12 in /hr Total Rational Flow = 0.00 cfs Total Flow = 12.68 cfs Uniform Capacity = 75.68 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 439.3822 ft HGL Elevation Upstream = 439.4804 ft HGL Slope = 0.32 % EGL Elevation Downstream = 439.6354 ft EGL Elevation Upstream = 439.7336 ft EGL Slope = 0.32 % Critical Depth = 15.3696 in Depth Downstream = 24.0000 in Depth Upstream = 24.0000 in Velocity Downstream- = 4.04 ft /s Velocity Upstream = 4.04 ft /s Uniform Velocity Downstream = 17.89 ft /s Uniform Velocity Upstream = 4.04 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = DEFL 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION---- HGL Elevation Downstream ,HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream = 0.00 cfs = 0.00 cfs = 0.0000 in = 0.0000 in = 0.0000 ft = 0.0000 ft = 0.00 ft /s * % _ * 96 * 96 = 0.00 = 100 Year = Tutorial = Pipe 4 = Pipe 3 = HDPE = 0.0000 ft = 1.5000 ft = Circular = 24.00 in = 0.013 = Undefined = 433.1000 ft = 433.1000 ft = 0.00% = 0.00% = 441.0500 ft = 441.0500 ft = 0.00% = 435.1000 ft = 435.1000 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 12.68 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 12.68 cfs = Undefined = 0.00 cfs = 0.00 gpd = 439.4804 ft = 439.5606 ft = 1015340058.16 = 439.7336 ft = 439.8139 ft = 1015340058.16 $ = 15.3696 in = 24.0000 in = 24.0000 in = 4.04 ft /s = 4.04 ft /s = 5.97 ft /s = 0.00 ft /s = 3.14 ft^2 = 3.14 ft "2 f Kj (JLC) = NA Calculated Junction Loss = 0.317 ft - -- -INLET INFORMATION--- - Downstream Inlet = INV OUT Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft • Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 r / VALCROWN LEY COURT / CB 1 ' OOR't \ PIPE 3 / i D E FL 1 BEND 1 i PIPE 2 i PIPE 1 OUTLET STRUCTURE i- - - - -- LINE 203 STORM DRAIN INDEXs MAP NT MSA CONSULTING, INC. DESMNN BY MAINIERO, SMITH & ASSOCIATES, INC. DRAWN BY PLANNING ■ CIVIL ENGINEERING ■ LAND SURVEYING SMS ID 34200 BOB HOPE DRrvE ■ RANCHO MIRAGE ■ CA 92270 CHECK BY TELEPHONE (760) 320 -9811 ■ FAx (760) 323 -7893 JAD LINE 203 User Name: mpompa Date: 08 -11 -05 Project: 1712 ON -SITE STORM DRAIN ALIGNMENTAND ANNO Time: 15:40:44 Network: 05 - LINE 203 Page: 1 Storm Sewers -------------------------------------------------------------------------------- Summary Report Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream Junction cfs in ft ft ft ft Pipe 1 15.98 30.00 438.0000 438.0076 427.3000 427.4000 Outfall Pipe 2 15.98 30.00 438.0650* 438.0802* 427.4000 427.6000 BEND 1 Pipe 3 15.98 30.00 438.1204* 438.2877* 427.6000 431.6200 DEFL 1 Storm Sewers Detail Report -------------------------------------------------------------------------------- PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 5.0010 ft Plan Length = 5.0000 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 57.98 cfs Invert Elevation Downstream = 427.3000 ft Invert Elevation Upstream = 427.4000 ft Invert Slope = 2.00% Invert Slope (Plan Length) = 2.00% Rim Elevation Downstream = 432.8000 ft Rim Elevation Upstream = 432.8000 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 429.8000 ft Crown Elevation Upstream = 429.9000 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.98 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.51 min Total Intensity = 12.74 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.98 cfs Uniform Capacity = 57.98 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.0000 ft HGL Elevation Upstream = 438.0076 ft HGL Slope = 0.15 % EGL Elevation Downstream = 438.1647 ft EGL Elevation Upstream = 438.1723 ft EGL Slope = 0.15 % Critical Depth = 16.2000 in Depth Downstream = 30.0000 in Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow = 30.0000 in = 3.25 ft /s = 3.25 ft /s. = 0.00 ft /s = 10.09 ft /s = 4.91 ft ^2 = 4.91 ft'2 = NA = 0.057 ft = Outfall _ <None> = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft = 0.00 ft /ft = 0.0000 in = 0.0000 ft = 0.0000 ft _ * % = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.0000 in = 0.0000 in 0.0000 ft 0.0000 ft = 0.00 ft /s * % * % _ * % = 0.00 = 100 Year = Tutorial = Pipe 2 = Pipe 1 = HDPE 10.0020 ft = 10.0000 ft = Circular = 30.00 in = 0.013 = 57.98 cfs 427.4000 ft 427.6000 ft 2.00% = 2.00% 432.8000 ft 432.8000 ft 0.00% 429.9000 ft = 430.1000 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs Inlet Input Flow = 15.98 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.46 min Total Intensity = 12.78 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.98 cfs Uniform Capacity = 57.98 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.0650 ft HGL Elevation Upstream = 438.0802 ft HGL Slope = 0.15 % EGL Elevation Downstream = 438.2297 ft EGL Elevation Upstream = 438.2448 ft EGL Slope = 0.15 % Critical Depth = 16.2000 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 3.25 ft /s Velocity Upstream = 3.25 ft /s Uniform Velocity Downstream = 10.09 ft /s Uniform Velocity Upstream = 10.09 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft'2 Kj •(JLC) = NA Calculated Junction Loss = 0.040 ft --- -INLET INFORMATION--- - Downstream Inlet = BEND 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter'Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity _ = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 87.9988 ft J a Plan Length = 89.4069 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 87.63 cfs Invert Elevation Downstream = 427.6000 ft Invert Elevation Upstream = 431.6200 ft Invert Slope = 4.57% Invert Slope (Plan Length) = 4.50% Rim Elevation Downstream = 432.8000 ft Rim Elevation Upstream = 439.5700 ft Natural Ground Slope = 7.69% Crown Elevation Downstream = 430.1000 ft Crown Elevation Upstream = 434.1200 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 15.98 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity I = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 15.98 cfs Uniform Capacity = 87.63 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.1204 ft HGL Elevation Upstream = 438.2877 ft HGL Slope = 0.19 % EGL Elevation Downstream = 438.2850 ft EGL Elevation Upstream = 438.4523 ft EGL Slope = 0.19 % Critical Depth = 16.2000 in Depth Downstream = 30.0000 in Depth Upstream = 30.0000 in Velocity Downstream = 3.25 ft /s Velocity Upstream = 3.25 ft /s Uniform Velocity Downstream = 13.58 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.205 ft - -- -INLET INFORMATION--- - Downstream Inlet = DEFL 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000.in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * 8 Total Efficiency = 0.00 % For Property Located In - A Portion of Section 22, T. 6 S., R. 7'E., SBM y " • ,. La Quinta, California V i Capistrano . - 1 osayq Tract Ma 'No. 31910 " -(SEE APPROVED HYDROLOGYREPORT) � .. . ;' 4t December 5, 2005 ®.E qll, x Prepared for. Desert Elite ` 78 -401 Highway 111, Suite G J . NO. 4 3880 ` ' La Quin ta, CA 92253 ` y - _ sl CIVIL �P .-s. 9TE OF CAl1F��� JN:1712 ..MSA CONSULTING, INC. ' 1VL imm, Sturm & Assocums, INN PLAMMa ■ CrvR. IWWMM M ■ LAM SURV"MG 34200 BoB Hope DRm ■ Rmmo MmAm ■ CA 92270 T asmorxa (760) 320 M ■ F" (760) 323 -7893 CAMINO SAN JUAN W w cn w z 0 2 I I OUTLET STRUCT�RE L_ ___�, BEND 11 LINE 2 LINE 3 j LINE 1 I \ I 1 C. C. 1 LINE 221 CB 1 STORM DRAIN INDEXs MA NIT MSA CONSULTING, INC. DESIIGGNN BY MAINIERO, SMITH & ASSOCIATES, INC. DRAWN BY PLANNING ■ ClvEL ENGINEERING ■ LAND SURVEYING - NIP 34200 BOB HOPE DRrvE ■ RANCHO MIRAGE ■ CA 92270 CHECK BY TELEPHONE (760) 320 -9811 ■ FAx (760) 323 -7893 JAD LINE 221 User Name: mpompa -Date: 10 -03 -05 Project: 1712 OFF -SITE STORM DRAIN ALIGNMENT AND ANNO Time: 11:31:17 Network: 01 - LINE 221 Page: 1 Storm Sewers Summary Report -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream Junction cfs in ft ft ft ft Pipe 1 2.61 18.00 438.0000 438.0062 429.3000 Pipe 2 2.61 18.00 438.0181* 438.0429* 429.3500 Pipe 3 2.61 18.00 438.0446* 438.0598* 431.1900 Storm Sewers Detail Report PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - HGL Elevation Downstream Current Pipe = Pipe 1 ac. Downstream Pipe = Outfall EGL Elevation Downstream Pipe Material = HDPE min Pipe Length = 10.0001 ft Plan Length = 10.0000 ft Pipe Type = Circular Inlet Input Flow Pipe Dimensions = 18.00 in Inlet Hydrograph Flow Pipe Manning's "n" = 0.013 Total Area Pipe Capacity at Invert Slope = 7.42 cfs Weighted Coefficient Invert Elevation Downstream = 429.3000 ft Invert Elevation Upstream = 429.3500 ft Invert Slope = 0.50% Total Rational Flow Invert Slope (Plan Length) = 0.50% Total Flow Rim Elevation Downstream = 432.8000 ft Rim Elevation Upstream = 432.8000 ft Natural Ground Slope = 0.008 Infiltration Crown Elevation Downstream = 430.8000 ft Crown Elevation Upstream = 430.8500 ft - -- -FLOW INFORMATION--- - HGL Elevation Downstream Catchment Area = 0.00 ac. Runoff Coefficient = 0.000 EGL Elevation Downstream Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 2.61 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0..00 ac Weighted Coefficient = 0.000 = 1.77 ft^2 Total Time of Concentration =-0.72 min Total Intensity = 12.60 in /hr Total Rational Flow = 0.00 cfs Total Flow = 2.61 cfs Uniform Capacity = 7.42 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.0000 ft HGL Elevation Upstream = 438.0062 ft HGL Slope = 0'.06 % EGL Elevation Downstream = 438.0340 ft EGL Elevation Upstream = 438.0402 ft EGL Slope = 0.06 % Critical Depth = 7.3548 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 1.48 ft /s Velocity Upstream = 1.48 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 3.84 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1,.77 ft°2 Kj (JLC) = NA Calculated Junction Loss = 0.012 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = <None> 429.3500 Outfall 431.1900 BEND 1 432.1900 C.C. 1 Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross- Slope 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency _ * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 40.0423 ft Plan Length = 40.0000 ft Pipe Type = Circular Pipe DimenE ions = 18.00 in Pipe Mannirg's "n" = 0.013 Pipe Capacity at Invert Slope = 22.51 cfs Invert Elevation Downstream = 429.3500 ft Invert Elevation Upstream = 431.1900 ft Invert Slope = 4.60% Invert Slope (Plan Length) = 4.60% Rim Elevation Downstream = 432.8000 ft Rim Elevation Upstream = 440.4000 ft Natural Ground Slope = 18.98W Crown Elevation Downstream = 430.8500 ft Crown Elevation Upstream = 432.6900 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 2.61 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0,.000 Total Time of Concentration = 0.27 min Total Intensity = 12.92 in /hr Total Rational Flow = 0.00 cfs Total Flow = 2.61 cfs Uniform Capacity = 22.51 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevat -on Downstream = 438.0181 ft HGL Elevat =on Upstream = 438.0429 ft HGL Slope = 0.06 % EGL Elevation Downstream = 438.0521 ft EGL Elevation Upstream = 438.0769 ft EGL Slope = 0.06 % Critical Depth = 7.3548 in Depth Downstream = 18.0000 in Depth Upst =eam = 18.0000 in Velocity Downstream = 1.48 ft /s Velocity Upstream = 1.48 ft /s Uniform Velocity Downstream = 8.51 ft /s Uniform Velocity Upstream 8.51 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.002 ft - -- -INLET INFORMATION--- - ,Downstream Inlet = BEND 1 Inlet Description = <None> Inlet.Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter.Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0'.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs .Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 96 Grate Efficiency = * 96 Slot Efficiency = * ?c Total Efficiency = 0.00 96 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 ac Downstream Pipe = Pipe 2 Pipe Material = RCP min Pipe Length = 22.3082 ft in /hr Plan Length = 23.7857 ft cfs Pipe Type = Circular cfs Pipe Dimensions = 18.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 22.23 cfs Invert Elevation Downstream = 431.1900 ft Invert Elevation Upstream = 432.1900 ft Invert Slope = 4.49% cfs Invert Slope (Plan Length) = 4.20% cfs Rim Elevation Downstream = 440.4000 ft Rim Elevation Upstream = 439.6900 ft Natural Ground Slope = -3.18% gpd Crown Elevation Downstream = 432.6900 ft Crown Elevation Upstream = 433.6900 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 2.61 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0 -.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Flow = 2.61 cfs Uniform Capacity = 22.23 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.0446 ft HGL Elevation Upstream = 438.0598 ft HGL Slope = 0.07 W EGL Elevation Downstream = 438.0786 ft EGL Elevation Upstream = 438.0938 ft EGL Slope = 0.07 % Critical Depth = 7.3548 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 1.48 ft /s Velocity Upstream = 1.48 ft /s Uniform Velocity Downstream = 8.43 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.043 ft - -- -INLET INFORMATION--- - Downstream Inlet = C.C. 1 Inlet Description. _ <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross - Slope 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0'.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * & Grate Efficiency = * 96 Slot Efficiency = * 8 Total Efficiency = 0.00 8 CB 1 LINE 3 e i H �I W W i� cc C. C. 1 — LINE 2 W 1 0 c i i I Z LINE'\\ � I � I � � I ` OUTLET STRUCTURE I \ I I � \ LINE 121 STORM DRAIN INDEX MAP NT8 MSA CONSULTING, INC. DESMNN BY MAINIERO, SMITH & ASSOCIATES, INC. DRAWN BY PLANNING ■ Crvm ENGINEERING ■ LAND SURVEYING MP _ 34200 BOB HOPE DRIvE • RANCHO MIRAGE ■ CA 92270 CHECK BY . TELEPHONE (760) 320 -9811 ■ FAx (760) 323 -7893 1 JAD LINE 121 User Name: mpompa Date: 10 -03 -05 Project: 1712 OFF -SITE STORM DRAIN ALIGNMENT AND ANNO Time: 11:32 :34 Network: 02 - LINE 121 Page: 1 Storm Sewers Summary Report -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up cfs in ft ft ft ft Pipe 1 6.19 18.00 438.0000 438.1736 429.8000 431.1100 Pipe 2 6.19 18.00 438.1831* 438.4191* 431.1100 432.8900 Pipe.3 6.19 18.00 438.4191* 438.4690* 432.8900 432.9800 Storm Sewers Detail Report -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss ----INLET-INFORMATION---- Downstream Inlet = Pipe 1 = Outfall = HDPE = 50.0172 ft = 50.0000 ft = Circular = 18.00 in = 0.013 = 16.99 cfs = 429.8000 ft = 431.1100 ft = 2.62% = 2.62% = 433.1000 ft = 441.6000 ft = 16.99% = 431.3000 ft = 432.6100 ft = 0.00 ac = 0.000 = 0_00 min = 0.00 in /hr = 0.00 cfs = 6.19 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.34 min = 12.87 in /hr = 0.00 cfs = 6.19 cfs = 16.99 cfs = 0.00 cfs = 0'.00 gpd = 438.0000 ft = 438.1736 ft = 0.35 8 = 438.1905 ft = 438.3641 ft = 0.35 % = 11.5362 in = 18.0000 in = 18.0000 in = 3,.50 ft /s = 3.50 ft /s = 0.00 ft /s = 0.00 ft /s = 1.77 ft"2 = 1.77 ft"2 = NA = 0.010 ft = Outfall Downstream Junction Outfall C. C. 1 INV OUT Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * 9, Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0..0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = Grate Efficiency = * 96 Slot Efficiency = * 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 2 = 434.3900 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 ac Downstream Pipe = Pipe 1 ft Pipe Material = HDPE min Pipe Length = 68.0050 ft Plan Length = 67.9817 ft Pipe Type = Circular cfs Pipe Dimensions = 18.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 16.99 cfs in Invert Elevation Downstream = 431.1100 ft Invert Elevation Upstream = 432.8900 ft Invert Slope = 2.62% cfs Invert Slope (Plan Length) = 2.62% cfs Rim Elevation Downstream = 441.6000 ft Rim Elevation Upstream = 440.3900 ft Natural Ground Slope = -1.78W gpd Crown Elevation Downstream = 432.6100 ft Crown Elevation Upstream = 434.3900 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 ft Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 6.19 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 in Total Time of Concentration = 0.01 min Total Intensity = 13.11 in /hr Total Rational Flow = 0.00 cfs Total Flow = 6.19 cfs Uniform Capacity = 16.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 438.1831 ft HGL Elevation Upstream = 438.4191 ft HGL Slope = 0.35 % EGL Elevation Downstream = 438.3736 ft EGL Elevation Upstream = 438.6096 ft EGL Slope = 0.35 % Critical Depth = 11.5362 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.50 ft /s Velocity Upstream = 3.50 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft^2 Area Upstream = 1.77 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0.000 ft - -- -INLET INFORMATION--- - Downstream Inlet = C.C. 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = 0.0000 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow intercepted by Current Inlet = 0.00 cfs By Flow = 0.00 cfs Pavement Flow 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0..0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 ac Downstream Pipe = Pipe 2 Pipe Material = HDPE min Pipe Length = 1.3315 ft in /hr Plan Length = 2.8284 ft cfs Pipe Type = Circular cfs Pipe Dimensions = 18.00 in cfs Pipe Manning's "n" = 0.013 ac Pipe Capacity at Invert Slope = 27.30 cfs Invert Elevation Downstream = 432.8900 ft Invert Elevation Upstream = 432.9800 ft Invert Slope = 6.778 cfs Invert Slope (Plan Length) = 3.18% cfs Rim Elevation Downstream = 440.3900 ft Rim Elevation Upstream = 440.3900 ft Natural Ground Slope = 0.00% gpd Crown Elevation Downstream = 434.3900 ft Crown Elevation Upstream = 434.4800 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0•.00 cfs Inlet Input Flow = 6.19 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.00 min Total Intensity' = 0.00 in /hr Total Rational Flow =,0.00 cfs Total Flow = 6.19 cfs Uniform Capacity = 27.30 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- i 4 -1 t I HGL Elevation Downstream = 438.4191 ft -HGL Elevation Upstream = 438.4690 ft HGL Slope = 3.76 % EGL Elevation Downstream = 438.6096 ft EGL Elevation Upstream = 438.6595 ft EGL Slope = 3.76 Critical Depth = 11.5362 in Depth Downstream = 18.0000 in Depth Upstream = 18.0000 in Velocity Downstream = 3.50 ft /s Velocity Upstream = 3.50 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft°2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.238 ft -r- -INLET INFORMATION--- - Downstream Inlet = INV OUT Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.0000 in Gutter Width = 0.0000 ft Ponding Width = .0.0000 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement-Flaw = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.0000 in Depth at Pavement /Gutter Joint = 0.0000 in Pavement Spread = 0.0000 ft Total Spread = 0.0000 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 .Slot Efficiency = * 96 Total Efficiency I = 0.00 % E- M f 7 i 4 -1 t I 1 i I I! !1 1� 7 t 1 I 14 ii fR o SCALE .. .a i I I W T, — MT H 3ASiN .u� uc IA E p .. IN TION 80VTH -- . -. Ot ROE 87EET - �C G V AREA (AC) AVENUE 51 RESIDENTIAL 23.162 G PARK /RETENTION 0 0.055 STREET 1.768 0.292 i-uJ z X�-- 5.672 0.654 AC —FT TOTAL 25.598 3.070 AC —FT AVENUE 52 TOTAL 9.287 RETENTION BASIN 1 1.087 AC —FT RETENTION BASIN CAPACITY (4.7' DEEP) Ld 100 —YEAR WATER SURFACE ELEVATION AVENUE 55 BASIN INTERCONNECTED AND EQUALIZED WITH BASIN 2 RETENTION BASIN 2 ............................... w fy- w 2.962 .a i I I W T, — MT H 3ASiN .u� uc IA E p .. IN TION 80VTH -- . -. Ot ROE 87EET - �C G V 55 DRAINAGE AREA 1 AREA (AC) AVENUE 51 RESIDENTIAL 23.162 2.723 PARK /RETENTION 0 0.055 STREET 1.768 0.292 i-uJ z X�-- 5.672 0.654 AC —FT TOTAL 25.598 3.070 AC —FT AVENUE 52 TOTAL 9.287 RETENTION BASIN 1 1.087 AC —FT RETENTION BASIN CAPACITY (4.7' DEEP) Ld 100 —YEAR WATER SURFACE ELEVATION AVENUE 55 BASIN INTERCONNECTED AND EQUALIZED WITH BASIN 2 RETENTION BASIN 2 w fy- w 2.962 AC —FT 100 —YEAR WATER SURFACE ELEVATION N (n AVENUE 54 BASIN INTERCONNECTED AND EQUALIZED 0 1 fy- z 0 1 & 2 4.157 AC —FT V) Z 0 ci AVENUE o Q w AIRPORT BLVD cFn z 0 ITE Y 0 AVENUE 58 UNITY MAP NTS 55 DRAINAGE AREA 1 AREA (AC) 3 —HOUR STORM RUNOFF (AC —FT) RESIDENTIAL 23.162 2.723 PARK /RETENTION 0.668 0.055 STREET 1.768 0.292 0.097 5.672 0.654 AC —FT TOTAL 25.598 3.070 AC —FT RETENTION BASIN 3 TOTAL 9.287 RETENTION BASIN 1 1.087 AC —FT RETENTION BASIN CAPACITY (4.7' DEEP) 1.310 AC —FT 100 —YEAR WATER SURFACE ELEVATION 437.9 BASIN INTERCONNECTED AND EQUALIZED WITH BASIN 2 DRAINAGE AREA 2 AREA 3 —HOUR STORM (AC) RUNOFF (AC —FT) RESIDENTIAL 7.775 0.914 RESIDENTIAL _ PARK /RETENTION 0.926 PARK /RETENTION 0.076 0.029 STREET 0.586 0.097 5.672 0.654 AC —FT RETENTION BASIN 3 TOTAL 9.287 1.087 AC —FT RETENTION BASIN 2 RETENTION BASIN CAPACITY (5.2' DEEP) 2.962 AC —FT 100 —YEAR WATER SURFACE ELEVATION 437.9 BASIN INTERCONNECTED AND EQUALIZED WITH BASIN 1 TOTAL REQUIRED VOLUME FOR AREAS 1 & 2 4.157 AC —FT TOTAL CAPACITY OF RETENTION BASINS 1 & 2 4.272 AC —FT DRAINAGE AREA 3 AREA (AC) 3 —HOUR STORM RUNOFF (AC --FT) RESIDENTIAL 5.319 0.625 PARK /RETENTION 0.353 0.029 TOTAL 5.672 0.654 AC —FT RETENTION BASIN 3 RETENTION BASIN CAPACITY (5.0' DEEP) 0.667 AC —FT 100 —YEAR WATER SURFACE ELEVATION 439.3 LEGEND- DRAINAGE DIRECTION TRIBUTARY AREA BOUNDARY U C _C 0 V Q l J T l i 1 i 1 tt t 0' 100' 200' 300' 400' XX OR ;C SCALE 1"=100' c o 120 �t 9.7 FL =6.186 121 Q w= 55.133 Qio= 31.394 (PIPE FLOW!) 2.613 221 1.587 )VTH .:. REET u LEGEND ❑7 .6 gl A-1 L -234.5 A -6.789 DRAINAGE DIRECTION TRIBUTARY AREA BOUNDARY SUB -AREA BOUNDARY CATCH BASIN ID NODE NUMBER NODE ELEVATION SUB -AREA ID TRAVEL LENGTH (FT) AREA (AC) 55 0 U d AVENUE _51 o� Z z _ AVENUE 52 Lu AVENUE 53 ~ W w w (n c~n AVENUE 54 O cf) w p w o z V) AVENUE Q Lu AIRPORT of BLVD v~i z O Y ITE a AVENUE 58 CINITY MAP NTS LEGEND ❑7 .6 gl A-1 L -234.5 A -6.789 DRAINAGE DIRECTION TRIBUTARY AREA BOUNDARY SUB -AREA BOUNDARY CATCH BASIN ID NODE NUMBER NODE ELEVATION SUB -AREA ID TRAVEL LENGTH (FT) AREA (AC) 55 0 U d