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30903��NM „ ; 3���3 I Addendum to "Hydrology and Hydraulic Calculations, Washington Park Retail Center" This addendum serves as an update to the approved drainage report addressing conceptual design changes for Retention Areas Nos. 1 and 2 and final hydrology and storm drain pipe flow hydraulics to accompany Phase 4 Precise Grading and Strom Drain Plans. Phase 4'of the project encompasses the southwest quarter of the site and proposes a continuation of retail shops and sub -major tenants. The original drainage concept was to have two open air retention basins along the west and south side of the project adjacent to Washington St. and 47th St. As the site plan has evolved over time, an effort has been made to more efficiently make use of land area by using a single underground storage chamber to accomplish retention in lieu of the open. air retention basins. In sizing the underground basin a percolation rate of 2 in /hr was used. This figure is backed up by testing percolation in the area of the proposed basin and at the proposed depth. A report for this has been prepared by Sladden Engineering and is submitted herewith under separate cover. An additional design consideration was that the underground basin be completely evacuated within 72 hours of the termination of the design rainfall event. The proposed underground basin does accomplish this with a combination of area percolation and a Maxwell Plus Drywell and is emptied by hour 60. .1 Calculations and Tables included herein are listed as follows: 1. Cross Section and Volumetric Data for (Underground) Basin No. 1 2. Retention Basin Summary Table (Revised to Combine Basin Areas Nos. 1 and 2 3. Effective Rainfall for Area Tributary to Basin No. 1 (Revised to Combine Basin Areas Nos. 1 and 2) ' 4. 5. Underground Basin No. 1 Evacuation Calculations Catch Basin Sizing Calculations (Phase 4) 6. Hydrology Calculations (Phase 4) 10 -yr Storm 7. 8. Hydrology Calculations (Phase 4) 100 -yr Storm Storm Drain Pipe Flow Hydraulics (Phase 4) 9. Hydrology Map (Phase 4) 1 .1 I e a CROSS SECTION and VOLUMETRIC DATA for UNDERGROUND BASIN No. 1 (Phase 4) r r rr r r� rr r r r■� rr �r �r r r� r r �r VOLUME @ 198 FT LENGTH DEPTH OF FLOW CROSS SECTIONAL AREA 60,873.12 CF 16.5 FT 307.44 SF 60, 407.82 CF 16 FT 305.09 SF 58, 491.18 CF 15 FT 295.41 SF 55, 814.22 CF 14 FT 281.89 SF 52, 602.66 CF 13 FT 265.67 SF 48,975.30 CF 12 FT 247.35 SF 45, 019.26 CF 11 FT 227.37 SF 40, 791.96 CF 10 FT 206.02 SF 36, 348.84 CF 9 FT 183.58 SF 31, 733.46 CF 8 FT 160.27 SF 26, 981.46 CF 7 FT 136.27 -SF 22,134.42 CF 6 FT 111.79 SF 17,220.06 CF 5 FT 86.97 SF 12, 276.00 CF - 4 FT ' ` -62.00 SF 8,712.00 CF- 3.5' � 2' 3 FT 3.5 - 44.00 SF 5,148.00 CF- 2 FT -26.00 SF 2,178.00 CF- 1 FT 1 -11.00 SF 0.00 CF- 2 - 0.00 Sr 2' 7' 4.5' 9' 4.5' 7' CROSS SECTION - UNDERGROUND BASIN TOTAL DEPTH OF FLOW 16.5 FT TOTAL CROSS SECTIONAL AREA: . 307.44 SF TOTAL VOLUME ® 198 FT LENGTH: 60,873.12 CF 'Washington Park Retail Center RETENTION BASIN DATA: Pond No. 1 (Revised 5 -16 -07 to combine Basin Areas Nos. 1 and 2) DEPTH (FT) ELEVATION STORAGE (CF) STORAGE (AC -FT) BASE AREA (SF)" OUTFLOW (CFS)' 0 59 0 0.000 3564.00 0.000 1 60 2,178 0.050 3564.00 0.165 ' 2 61 5,148 0.118 3564.00 0.165 3 62 8,712 0.200 3564.00 0.165 4 63 12,276 0.282 3564.00 0.165 5 64 17,220 0.395 3564.00 0.165 6 65 22,134 0.508 3564.00 0.165 1 7 66 26,985 0.619 3564.00 0.165 8 67 31,734 0.729 3564.00 0.165 9 68 36,349 0.834 3564.00 0.165 10 69 40,792 0.936 3564.00 0.165 11 70 45,019 1.033 3564.00 0.165 12 13 71 72 48,975 52,603 1.124 1.208 3564.00 3564.00 0.165 0.165 14 73 55,814 1.281 3564.00 0.165 15 74 58,491 1.343 3564.00 0.165 ' 16 75 60,408 1.387 3564.00 0.165 16.5 76 60,873 1.397 3564.00 0.165 1 I* based on 2 in per hour (typical throughout) Retention Basin Summary Table (Revised 5 -16 -07 to combine Basin Areas Nos. 1 and 2) RETENTION BASIN SUMMARY (revised) Rational Method 100 yr peak flow * Multiple sub basins, see detailed map "Retention Basin 6 Hydrology" With freeboard included i it Tributary Max. Basin Max Area Peak Flow Storage Depth Bottom 3 -Hr 6 -Hr 24 -Hr WS Basin No. (acre) (cfs)* (ac -ft) (ft) * ** Elev WSEL WSEL WSEL Depth ' 1 8.61 25.88 . 1.40 2 (Revised 5 -16 -07 to combine Basin Areas Nos. 1 and 2) 3 24.69 83.93 3.95 6 58.00 62.35 62.11 62.23 4.23 4 28.98 124.72 4.61 12 57.00 66.17 65.65 66.55 9.55 5 4.22 13.35 0.80 6 55.00 58.50 59.30 60.00 5.00 ' 6 0.77 2.52 0.09 3.5 ** ** *• •• *• Rational Method 100 yr peak flow * Multiple sub basins, see detailed map "Retention Basin 6 Hydrology" With freeboard included i it EFFECTIVE RAINFALL for Basin No. 1 (Revised 5 -16 -07 to combine Basin Areas Nos. 1 and 2) r r r r r� r r r ■r rr rr � r �r rr r r rr POND No. 1r (Revised 5 -16 -07 to combine Basin Areas Nos. 1 and 2) 100 yr 3 -hr Unit Time Pattern Period Percent` 1.00 2.600 2.00 2.600 3.00 3.300 4.00 3.300 5.00 3.300 6.00 3.400 7.00 4.400 8.00 4.200 9.00 5.300 10.00 5.100 11.00 6.400 12.00 5.900 13.00 7.300 14.00 8.500 15.00 14.100 16.00 14.100 17.00 3.800 18.00 2.400 Rainfall Loss rate. (in/hr) (in/hr) 0.343 0.200 0.343 0.200 0.436 0.200 0.436 0.200 0.436 0.200 0.449 0.200 0.581 0.200 0.554 0.200 0.700 0.200 0.673 0.200 0.845 0.200 0.779 0.200 0.964 0.200 1.122 0.200 1.861 0.200 1.861 0.200 0.502 0.200 0.317 0.200 Total Adjusted Rainfall (in) = 2.200 Unit time (min) = 10.000 Catchment Area (ac) = 8.610 "RCFC & WCD Hyd Manual Plate E -5.9 Total Volume: 1.139 0.061 1.077 Note net volume less than basin capacity of 1.397 ac -ft Efective Outflow Net Rain Volume Volume Volume (in/hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.151 0.143 1.233 0.017 0.165 0.003 0.014 0.151 0.143 1.233 0.017 0.165 0.003 0.014 0.191 0.236 2.029 0.028 0.165 0.003 0.025 0.191 0.236 2.029 0.028 0.165 0.003 0.025 0.191 0.236 2.029 0.028 0.165 0.003 0.025 0.197 0.249 2.142 0.030 0.165 0.003 0.026 0.255 0.381 3.279 0.045 0.165 0.003 0.042 0.243 0.354 3.051 0.042 0.165 0.003 0.039 0.307 0.500 4.302 0.059 0.165 0.003 0.056 0.296 0.473 4.074 0.056 0.165 0.003 0.053 0.371 0.645 5.552 0.076 0.165 0.003 0.073 0.342 0.579 4.983 0.069 0.165 0.003 0.065 0.423 0.764 6.575 0.091 0.165 0.003 0.087 0.493 0.922 7.938 0.109 0.165 0.003 0.106 0.817 1.661 14.303 0.197 0.165 0.003 0.194 0.817 1.661 14.303 0.197 0.165 0.003 0.194 0.220 0.302 2.597 0.036 0.165 0.003 0.032 0.139 0.117 1.006 0.014 0.165 0.003 0.010 Total Volume: 1.139 0.061 1.077 Note net volume less than basin capacity of 1.397 ac -ft ar rr rr r r r r r r r r r r ■r r r rr �r �r POND No. 1r (Revised 5 -16 -07 to combine Basin Areas Nos. 1 and 2) 100 yr 6 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in/hr) (in/hr) 1.00 1.700 0.170 0.200 2.00 1.900 0.190 0.200 3.00 2.100 0.210 0.200 4.00 2.200 0.220 0.200 5.00 2.400 0.240 0.200 6.00 2.400 0.240 0.200 7.00 2.400 0.240 0.200 8.00 2.500 0.250 0.200 9.00 2.600 0.260 0.200 10.00 2.700 0.270 0.200 11.00 2.800 0.280 0.200 12.00 3.000 0.300 0.200 13.00 3.200 0.320 0.200 14.00 3.600 0.360 0.200 15.00 4.300 0.430 0.200 16.00 4.700 0.470 0.200 17.00 5.400 0.540 0.200 18.00 6.200 0.620 0.200 19.00 6.900 0.690 0.200 20.00 7.500 0.750 0.200 21.00 10.600 1.060 0.200 22.00 14.500 1.450 0.200 23.00 3.400 0.340 0.200 24.00 1.000 0.100 0.200 Total Adjusted Rainfall (in) = 0.140 2.500 Unit time (min) = 0.032 15.000 Catchment Area (ac) = 0.029 8.610 Total Volume: 1.185 0.082 1.062 Note net volume less than basin capacity of 1.397 ac -ft Efective Inflow Outflow Net Rain Volume Volume Volume (in/hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.075 0.095 0.821 0.017 0.165 0.003 0.014 0.083 0.107 0.918 0.019 0.165 0.003 0.016 0.092 0.118 1.014 0.021 0.165 0.003 0.018 0.097 0.123 1.063 0.022 0.165 0.003 0.019 0.105 0.135 1.159 0.024 0.165 0.003 0.021 0.105 0.135 1.159 0.024 0.165 0.003 0.021 0.105 0.135 1.159 0.024 0.165 0.003 -0.021 0.110 0.140 1.208 0.025 0.165 0.003 0.022 0.114 0.146 1.256 0.026 0.165 0.003 0.023 0.119 0.151 1.304 0.027 0.165 0.003 0.024 0.123 0.157 1.352 0.028 0.165 0.003 0.025 0.132 0.168 1.449 0.030 0.165 0.003 0.027 0.140 0.180 1.546 0.032 0.165 0.003 0.029 0.158 0.202 1.739 0.036 0.165 0.003 0.033 0.189 0.241 2.077 0.043 0.165 0.003 0.040 0.206 0.270 2.325 0.048 0.165 0.003 0.045 0.237 0.340 2.927 0.060 0.165 0.003 0.057 0.272 0.420 3.616 0.075 0.165 0.003 0.071 0.303 0.490 4.219 0.087 0.165 0.003 0.084 0.329 0.550 4.736 0.098 0.165 0.003 0.094 0.465 0.860 7.405 0.153 0.165 0.003 0.150 0.637 1.250 10.763 0.222 0.165. 0.003 0.219 0.149 0.191 1.642 0.034 0.165 0.003 0.031 0.044 0.056 0.483 0.010 0.165 0.003 0.007 Total Volume: 1.185 0.082 1.062 Note net volume less than basin capacity of 1.397 ac -ft POND No. 1r (Revised_ 5 -16 -07 to combine Basin Areas Nos. 1 and 2) 100 yr 24 -hr Efective Inflow Outflow Net Unit Time Pattern Rainfall Loss rate Ram Volume Volume Volume Period Percent* (in/hr) ( in/hr) (in/hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.200 0.054 0.200 0.024 0.030 0.258 0.021 0.165 0.014 0.008 2.00 1.300 0.059 0.200 0.026 0.033 0.280 0.023 0.165 0.014 0.009 3.00 1.800 0.081 0.200 0.036 0.045 0.387 0.032 0.165 0.014 0.018 4.00 2.100 0.095 0.200 0.042 0.053 0.452 0.037 0.165 0.014 0.024 5.00 2.800 0.126 0.200 0.056 0.070 0.603 0.050 0.165 0.014 0.036 6.00 2.900 0.131 0.200 0.058 0.073 0.624 0.052 0.165 0.014 0.038 7.00 3.800 0.171 0.200 0.076 0.095 0.818 0.068 0.165 0.014 0.054 8.00 4.600 0.207 0.200 0.092 0.115 0.990 0.082 0.165 0.014 0.068 9.00 6.300 0.284 0.200 0.126 0.158 1.356 0.112 0.165 0.014 0.098 10.00 8.200 0.369 0.200 0.164 0.205 1.765 0.146 0.165 0.014 0.132 11.00 7.000 0.315 0.200 0.140 0.175 1.507 0.125 0.165 0.014 0.111 12.00 7.300 0.329 0.200 0.146 0.183 1.571 0.130 0.165 0.014 0.116 13.00 10.800 0.486 0.200 0.216 0.270 2.325 0.192 0.165 0.014 0.178 14.00 11.400 0.513 0.200 0.228 0.285 2.454 0.203 0.165 0.014 0.189 15.00 10.400 0.468 0.200 0.208 0.260 2.239 0.185 0.165 0.014 0.171 16.00 8.500 0.383 0.200 0.170 0.213 1.830 0.151 0.165 0.014 0.138 17.00 1.400 0.063 0.200 0.028 0.035 0.301 0.025 0.165 0.014 0.000 18.00 1.900 0.086 0.200 0.038 0.048 0.409. 0.034 0.165 0.014 0.000 19.00 1.300 0.059 0.200 0.026 0.033 0.280 0.023 0.165 0.014 0.000 20.00 1.200 0.054 0.200 0.024 0.030 0.258 0.021 0.165 0.014 0.000 21.00 1.100 0.050 0.200 0.022 0.028 0.237 0.020 0.165 0.014 0.000 22.00 1.000 0.045 0.200 0.020 0.025 0.215 0.018 0.165 0.014 0.000 23.00 0.900 0.041 0.200 0.018 0.023 0.194 0.016 0.165 0.014 0.002 24.00 0.800 0.036 0.200 0.016 0.020 0.172 0.014 0.165 0.014 0.001 Total Volume: 1.779 0.327 1.393 Total Adjusted Rainfall (in) = 4.500 Unit time (min) = 60.000 Note net volume less than basin capacity of 1.397 ac -ft Catchment Area (ac) = 8.610 1 POND No. l EVACUATION CALCULATIONS L 11 Washington Park Retail Center RETENTION BASIN EVACUATION: Pond No. 1 (Revised 5 -16 -07 to combine Basin Areas Nos. 1 and 2) OUTFLOW OUTFLOW POST STORM (CFS) DIRECT (CF /HR) DIRECT OUTFLOW (CF /HR) OUTFLOW (CF /HR) BASIN VOLUME PERIOD (HR) INFILTRATION INFILTRATION DRYWELL* COMBINED (CF) *' 1 0.165 594 450 1044 60,766 ' 2 3 0.165 0.165 594 594 450 450 1044 1044 59,722 58,678 4 0.165 594 450 1044 57,634 5 0.165 594 450 1044 56,590 ' 6 0.165 594 450 1044 55,546 7 0.165 594 450 1044 54,502 ' 8 0.165 594 450 1044 53,458 9 0.165 594 450 1044 52,414 10 0.165 594 450 1044 51,370 ' 11 0.165 594 450 1044 50,326 12 0.165 594 450 1044 49,282 13 0.165 594 450 1044 48,238 14 0.165 594 450 1044 47,194. 15 0.165 594 450 1044 46,150 ' 16 17 0.165 0.165 594 594 450 450 1044 1044 45,106 44,062 18 0.165 594 450 1044 43,018 19 0.165 594 450 1044 41,974 ' 20 0.165 594 450 1044 40,930 21 0.165 594 450 1044 39,886 22 0.165 594 450 1044 38,842 23 0.165 594 450 1044 37,798 24 0.165 594 450 1044 36,754 25 0.165 594 450 1044 35,710 26 0.165 594 450 1044 34,666 27 0.165 594 450 1044 33,622 28 0.165 594 450 1044 32,578 29 0.165 594 450 1044 31,534 I31 30 0.165 0.165 594 594 450 450 1044 1044 30,490 29,446 32 0.165 594 450 1044 28,402 33 0.165 594 450 1044 27,358 34 0.165 594 450 1044 26,314 35 0.165 594 450 1044 25,270 36 0.165 594 450 1044 24,226 37 0.165 594 450 1044 23,182 38 0.165 594 450 1044 22,138 t 11, 1 Outflow from Maxwell Plus Drywell is fixed at 0.125 cfs (450 CF /HR) I— A conservative assumption that the basin is full at the end of the 24 -hr storm OUTFLOW OUTFLOW POST STORM (CFS) DIRECT (CF /HR) DIRECT OUTFLOW (CF /HR) OUTFLOW (CF /HR) BASIN VOLUME PERIOD (HR) INFILTRATION INFILTRATION DRYWELL COMBINED (CF)" 39 0.165 594 450 1044 21,094 40 0.165 594 450 1044 20,050 41 0.165 594 450 1044 19,006 42 0.165 594 450 1044 17,962 ' 43 0.165 594 450 1044 16,918 44 0.165 594 450 1044 15,874 ' 45 46 0.165 0.165 594 594 450 450 1044 1044 14,830 13,786 47 0.165 594 450 1044 12,742 48 0.165 594 450 1044 11,698 ' 49 0.165 594 450 1044 10,654 50 0.165 594 450 1044 9,610 ' 51 0.165 594 450 1044 8,566 52 0.165 594 450 .1044 1 7,522 53 0.165 594 450 1044 6,478 54 0.165 594 450 1044 ' 5,434. 55 0.165 594 450 1044 4,390 56 0.165 594 450 1044 3,346 ' . 57 0.165 594 450 1044 2,302 58 0.165 594 450 1044 1,258 ' 59 60 0.165 0.165 594 594 450 450 1044 1044 214 0 61 62 ' 63 64 65 66 67 68 69 70 ' 71 72 1 Outflow from Maxwell Plus Drywell is fixed at 0.125 cfs (450 CF /HR) I— A conservative assumption that the basin is full at the end of the 24 -hr storm a CATCH BASIN SIZING CALULATIONS Phase 4 PROJECT: JACK TARR PREPARED BY: J.V.SALUMBIDES JR „P.E. CHECKED BY: J. CONTRERAS JOB NOS. 7002 DATE; 09 -06 -07 CB NUMBER CB TYPE INLET CFS C�'ATCH BAS;ZNSUMM ;ARC CAi!CULsAe�N FLOW STREET CB °d` FLOW CARRY -OVER TOTAL SLOPE W DEPTH INTER. EFF. BY-PASS CFS FROM CFS % FT. FT. CFS % CFS TO CB REMARK CB NOS.5 SUMP 14.44 0.00 N/A 14.44 2.00 14,00 0.19 1 14.44 100 0.00 N/A CB NOS.6 SUMP 19.77 0.00 N/A 19.77 2.00 14.00 0.32 19,77 100 p,pp N/A 7OB33 � ­— **.— "qwv • SEE CITY OF L.A. EXP£REMENTAL GRAPH LL -14 AND LL -15 TO DETERMINE CB INTERCEPTED' FLOW, (d') DEPTH OF FLOW AND CB EFFICIENCY C'g W-C Hydrology Calculations 10 Yr Storm Phase 4 D 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.770(AC.) ' Runoff from this stream = 4.718(CFS) Time of concentration = 8.87 min. Rainfall intensity = 3.000(In /Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** 1 Areaa10 Page d Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2004 Version 7.0 ' Rational Hydrology study Date_ 07/27/07 File:AREAA10.OUt - - - - -- - ------------------- * * * * * * * ** Hyydrology Study Control information English (in -lb) units used in input data file ------------------------ ------------------------------------- Tarr - washington Park - La Quinta Job No. 7002 Proposed condition Prepared By: ).Contreras Chk By:J.Salumbides Jr. P.E. July 27, 2007 ------------------------------------------------------------------------ Adkan Engineers, Riverside, Ca - S/N 561 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture condition = 2 2 year, 1 hour precipitation = 0.500(in.) 100 year, 1 hour precipitation = 1.600(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.953(In /Hr) ' Slope of intensity duration curve = 0.6000 ' ++++++++++++++++++++++++......+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 INITIAL AREA EVALUATION * =* Initial area flow distance = 364.000(Ft.) Top (of initial area) elevation = 66.100(Ft.) Bottom (of initial area) elevation = 63.960.(Ft.) Difference in elevation = 2.140(Ft.). Slope = 0.00588 s(percent)= 0.59 TC = k(0.300) *[(lengthA3) /(elevation change)]A0:2 Initial area time of concentration = 8.865 min. Rainfall intensity = 3.000(in /Hr) for a 10.0 year storm COMMERCIAL subarea type ' Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 ' RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100, Impervious fraction = 0.900 Initial subarea runoff = 4- 718'(CF�S,) ,- ' ' Total initial stream area Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.770(AC.) ' Runoff from this stream = 4.718(CFS) Time of concentration = 8.87 min. Rainfall intensity = 3.000(In /Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** 1 Areaa10 Page d 1 Initial area flow distance = 334.000(Ft.) Top (of initial area) elevation = 69.500(Ft.) Bottom (of initial area) elevation = 63.960(Ft.) Difference in elevation = 5.540(Ft.) Slope = 0.01659 s(percent)= 1.66 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.961 min. Rainfall intensity = 3.469(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.833(CFS) Total initial stream area = 1.890(AC.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.890(AC.) Runoff from this stream = 5.833(CFS) Time of concentration = 6.96 min. Rainfall intensity = 3.469(In /Hr) Process from Point /Station 4.000 to Point /Station 2.000 * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 184.000(Ft.) Top (of initial area) elevation = 65.860(Ft.) Bottom (of initial area) elevation = 63.960(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.01033 s(percent)= 1.03 TC = k(0.300) *[(len thA3) /(elevation change)]A0:2 Initial area time of concentration = 6.029 min. Rainfall intensity = 3.781(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff coefficient = 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.323(CFS) Total initial stream area = 0.690(AC.) Pervious area fraction = 0.100 + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number ' Stream flow area = 0.690(AC.) Runoff from this stream = 2.323(CFS) Time of concentration = 6.03 min. Rainfall intensity = 3.781(In /Hr) Areaa 10 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) Page 12 tAreaa10 Page 13 1 4.718 8.87 3.000 2 5.833 6.96 3 2.323 6.03 3.469 3.781 ' Largest stream flow has longer or shorter time of concentration Qp = 5.833 + sum of Qa Tb /Ta 4.718 0.785 = 3.704 ' Qb Ia /Ib 2.323 = 0.917 = 2.131 Qp = 11.669 Total of 3 streams to confluence: ' Flow rates before confluence point: 4.718 5.833 2.323 Area of streams before confluence: 1.770 1.890 0.690 Results of confluence: ' Total flow rate = 11.669(CFS) Time of concentration = 6.961 min. Effective stream area after confluence = 4.350(AC.) End of computations, total study area = 4.35 (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'= 75.0 tAreaa10 Page 13 Riverside County Rational Hydrology Program ' CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2004 Version 7.0 - - - - -- Rational Hydrology Study -- - - -- Date_ 07127107 File:AREAB10.out ---------------------------- * * * * * * * ** Hyydrology Study Control Information English (in -lb) Units used in input data file ----------------------------------------------------------------- Tarr - Washington Park - La Quinta Job No. 7002 Proposed Condition Prepared By: J.Contreras Ch By:J.Salumbides Jr. P.E. July 27, 2007 ' Adkan- Engineers, - Riverside, - CaS /N- 561 - _ --- -------------- ------------ - - - - -- 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 ' 2 year, 1 hour precipitation = 0.500(In.) 100 year, 1 hour precipitation = 1.600(in.)- Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.953(In /Hr) Slope of intensity duration curve = 0.6000 ++++++++++++++++++++++++++++++=++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 5.000 * *** INITIAL AREA EVALUATION * * *= ' Initial area flow distance = 223.000(Ft.) Top (of initial area) elevation = 65.850(Ft.). Bottom (of initial area) elevation = 63.570(Ft.) Difference in elevation = 2.280(Ft.) Slope = 0.01022 s(percent)= 1.02 TC = k(0.300) *[(lengthA3) /(elevation change)]A0:2 Initial area time of concentration = 6.524 min. Rainfall intensity = 3.606(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.440(CFS) Total initial stream area = 0.760(AC.) Pervious area fraction = 0.100 - ++++++++++++++++++++++++++++++=++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 5.000 to Point /Station 5.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 0.760(AC.) Runoff from this stream = 2.440(CFS) Time of concentration = 6.52 min. Rainfall intensity = 3.606(In /Hr) ' ++++++++++++++++++++++++++++++=++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 5.000 * * ** INITIAL AREA EVALUATION * * ** ' teab10 Pagell 1 ............................... ++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 5.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 65.970(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 ' Initial area time of concentration = 7.715 min. Rainfall intensity = 3.261(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.889 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.320(CFS) Total initial stream area = 0.800(AC.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.800(AC.) Runoff from this stream = 2.320(CFS) Time of concentration = 7.72 min. ' Rainfall intensity = 3.261(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ teab 10 Page 12 Initial area flow distance = 2.830(Ft.) Top (of initial area) elevation = 69.500(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) ' Difference in elevation = 5.930(Ft.) Slope = 2.09541 s(percent)= 209.54 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 ' warningg TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.231(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.734(CFS) Total initial stream area = 0.990(AC.) ' Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: 1 in normal stream number. 2 Stream flow area = 0.990(AC.) Runoff from this stream = 3.734(CFS) Time of concentration = 5.00 min. ' Rainfall intensity = 4.231(In /Hr) 1 ............................... ++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /Station 5.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 65.970(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 ' Initial area time of concentration = 7.715 min. Rainfall intensity = 3.261(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.889 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.320(CFS) Total initial stream area = 0.800(AC.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.800(AC.) Runoff from this stream = 2.320(CFS) Time of concentration = 7.72 min. ' Rainfall intensity = 3.261(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ teab 10 Page 12 Aab10 Page 13 Process from Point /Station 7.000 to Point /Station 5.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 302.000(Ft.) ' Top (of initial area) elevation = 69.500(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) Difference in elevation = 5.930(Ft.) slope = 0.01964 s(percent)= 1.96 ' TC = k(0.300) *[(len thA3) /(elevation change)]A0.2 Initial area time of concentration = 6.464 min. Rainfall intensity = 3.626(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.840(CFS) Total initial stream area = 0.570(AC.) ' Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 * *" ** CONFLUENCE OF MINOR STREAMS ** ** ' Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.570(AC.) Runoff from this stream = 1.840(CFS) Time of concentration = 6.46 min. ' Rainfall intensity = 3.626(In /Hr) Summary of stream data: Stream Flow rate TC 'Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.440 6.52 3.606 2 3.734 5.00 4.231 ' 3 2.320 7.72 3.261 4 1.840 6.46 3.626 Largest stream flow has longer or shorter time of concentration Qp = 3.734 + sum of Qa Tb /Ta 2.440* 0.766 = 1.870 Qa Tb /Ta 2.320 * 0.648 = 1.503 Qa Tb /Ta 1.840 * 0.773 = 1.423 Qp = 8.530 Total of 4 streams to confluence: Flow rates before confluence point: 2.440 3.734 2.320 1.840 Area of streams before confluence: 0.760 0.990 0.800 0.570 Results of confluence: Total flow rate = 8.530(CFS) ' Time of concentration = 5.000 min. Effective stream area after confluence = 3.120(AC.) End of computations, total study area = 3.12 (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 = 75.0 Aab10 Page 13 Hydrology Calculations 100 Yr Storm (Phase 4) r Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering software, (c) 1989 - 2004 Version 7.0 Rational Hydrology Study Date: 07127107 File:AREAA.out ------------------------------------------------------------------------ * * * * *** ** Hydrology study Control Information English (in -lb) Units used in input data file ------------------------------------------------------------------------ Tarr - Washington Park - La Quinta Job No. 7002 Proposed Condition Prepared By: 7.Contreras Chk By:7.Salumbides Jr. P.E. July 27, 2007 AdkanEngineers,Riverside,Ca- _ S /N561 - - - - - ---------------------- - - - - -- - Rational Method Hydrology Program based on Riverside County Flood Control & water conservation District 1978 hydrology manual storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.500(In.) 100 year, 1 hour precipitation = 1.600(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) slope of intensity duration curve = 0.6000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** initial area flow distance = 364.000(Ft.) Top (of initial area) elevation = 66.100(Ft.) Bottom (of initial area) elevation = 63.960(Ft.) Difference in elevation = 2.140(Ft.) Slope = 0.00588 s (percent) = 0.59 TC = k (0.300) *[(lengthA3) / (elevation change)] A0.2 Initial area time of concentration = 8.865 min. Rainfall intensity = 5.040(In /Hr) for a 100.0 COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 1.000 RI index for soil (AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = Initial subarea runoff = 8.000(CFS) Total initial stream area = 1.770(AC.) Pervious area fraction = 0.100 year storm 0.900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 1.770(AC.) Runoff from this stream = 8.000(CFS) Time of concentration = 8.87 min. Rainfall intensity = 5.040(In /Hr) ' +++++++++++++++ ++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** 1 areaa Page I 1 1 Initial area flow distance = 334.000(Ft.) Top (of initial area) elevation = 69.500(Ft.) Bottom (of initial area) elevation = 63.960(Ft.) ' Difference in elevation = 5.540(Ft.) Slope = 0.01659 s(ppercent)= 1.66 TC = k(0.300) *[(lengthA3)/ (elevation change)]A0:2 ' Initial area time of concentration = 6.961 min. Rainfall intensity = 5.827(In /Hr) for a 100.0 year storm ' COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group a =0.000 ' Decimal fraction soil group C = 0.000 Top (of initial area) elevation = 65.860(Ft.) Decimal fraction soil group D = 1.000 Bottom (of initial area) elevation = 63.960(Ft.) RI index for soil(AMC 3) = 88.00 Difference in elevation = 1.900(Ft.) Pervious area fraction = 0.100; Impervious fraction = 0.900 Slope = 0.01033 s(percent)= 1.03 Initial subarea runoff = 9.881(CFS) ' Total initial stream area = 1.890(AC.) Initial area time of concentration = 6.029 min. Pervious area fraction = 0.100 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 ' Stream flow area = 1.890(AC.) Runoff from this stream = 9.881(CFS) Time of concentration = 6.96 min. Rainfall intensity = 5.827(In /Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 184.000(Ft.) Top (of initial area) elevation = 65.860(Ft.) Bottom (of initial area) elevation = 63.960(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.01033 s(percent)= 1.03 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 6.029 min. Rainfall intensity = 6.351(In /Hr) for a 100.0 year storm COMMERCIAL subarea type 1 Runoff coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.933(CFS) Total initial stream area = 0.690(AC.) ' Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 2.000 1 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.690(AC.) Runoff from this stream = 3.933(CFS) Time of concentration = 6.03 min. Rainfall intensity = 6.351(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 areaa Page 12 Iareaa Page 13 �i 1 8.000 8.87 5.040 2 9.881 6.96 5.827 3 3.933 6.03 6.351 ' Largest stream flow has longer or shorter time of concentration Qp = 9.881 + sum of Qa Tb /Ta ' 8.000 * 0.785 = 6.281 Qb ra /ib 3.933 * 0.917 = 3.608 Qp = 19.771 Total of 3 streams to confluence: ' Flow rates before confluence point: 8.000 9.881 3.933 Area of streams before confluence: 1.770 1.890 0.690 Results of confluence: ' Total flow rate = 19.771(CFS) Time of concentration = 6.961 min. Effective stream area after confluence = 4.350(AC.) ' End of computations, total study area = The following figures may 4.35 (AC.) be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 ' Area averaged RI index number = 75.0 Iareaa Page 13 �i I Storm Drain Pipe Flow Hydraulics Phase 4 F1 e T1 TARR JOB NO 7002 0 T2 STORM DRAIN LINE 4 T3 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. SO 1000.000 56.040 1 60.000 ' R 1004.500 56.500 1 .013 .000 .000 0 R 1039.460 59.960 1 .013 .000 .000 0 SH 1039.460 59.960 1 59.960 CD Q 1 4 1 .000 18.190 2.000 .000 .000 .000 .0 .00 e = M = = = M M r = = = M M M M M FILE: 7002L4.WSW W S P G W -'EDIT LISTING - Version 14.01 Date: 7 -27 -2007 Time: 3:35:56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TARR JOB NO 7002 HEADING LINE NO 2 IS - STORM DRAIN LINE 4 HEADING LINE NO 3 IS - PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 56.040 1 60.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1004.500 56.500 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1039.460 59.960 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1039.460 59.960 1 59.960 M MM = = =M.= mm = = = = = = M M = FILE: 7002L4.wsw W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 3:35:59 TARR JOB NO 7002 STORM DRAIN LINE 4 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. IDES* J: P.E. trrtrt: ttrtrtrrtrttrrtrtfrtrtrtrtrtrtrrttrrtrttr+ trtrtrtrrtrtfr: trt: ttert::: rtrrttrrt: ttr: t: trttrrttrtrrt::::rttrrrtrtfrrt:txstUMB trttrrtrtrtrttrrrttrfrrt: ttrrtrttrr: trtrrtrtxtrrt: trtfrtrr .:rtrtrtr:trrxtr�etxt:t:irtrtr rtfrtr ^rtrtt;t: I Invert I Depth I water I Q I Vel vel I EnergyY I Super ICriticallFlOW ToplHeight /IBase Wtl INO wth Station I Elev -I- I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem ICh Slope -I- I I -I- -I- I I -I- -I- SF Ave] -I- HF -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I X -Fa11I -I- ZR -I IType Ch rtkAAAAArtrt I AAAAAArtrtrt I I rtkAAAAArt I'.rkAAAAAAA I I I rtAAAAAAkrt ] I I AkAAAAA I kkkkAAA l'.rrtkkrtkAArt ] I rtrtAAAArt I I rtkAAArtAk l I ArtkkAA..AI lI kkAAAirrt 1 Air it it irrt': I :r t stkrt I ",t it irk rt'.r 1000.000 -I- 56.040 -I- 3.960 -I- 60.000 -I- 18.19 -I- 5.79 -I- .52 60.52 .00 1.54 .00 I 2.000 I .000 I .00 I 1 .0 4.500 .1022 I I I I I -I- .0065 I -I- .03 -I- 3.96 -I- .00 -I- .68 -I- .013 -I- .00 .00 1- PIPE 1004.500 -I- 56.500 -I- 3.529 -I- 60.029 -I- 18.19 -I- 5.79 -I- .52 -I- 60.55 I .00 I 1.54 I .00 I I 2.000 I .000 .00 I 1 .0 8.895 .0990 I I I I I .0065 I -I- .06 -I- 3.53' -I- .00 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1013.395 S7.380 2.705 60.085 18.19 5.79 .52 60.61 I .00 I 1.54 I .00 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1013.395 -I- I I 57.380 -l- I .841 -I- 58.221 -I- I I 18.19 -I- 14.51 -I- I 3.27 -I- 61.49 ] .00 I 1.54 I 1.97 I 2.000 I I .000 .00 I 1 .0 .922 I I .0990 I I I .0469 I -I- .04 -I- .84 -I- 3.21 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1014.317 -I- 57.472 -I- .846 -I- 58.318 -I- 18.19 -I- 14.37 -I- 3.21 -I- 61.52 I .00 I 1.54 I 1.98 I I 2.000 I .000 .00 I 1 .0 4.673 I I .0990 I I I .0435 -I- .20 -I- .85 -I- 3.16 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1018.990 -I- 57.934 -I- .878 -I- 58.812 -I- 18.19 -I- 13.70 -I- I 2.91 61.73 I .00 I 1.54 I 1.99 I I 2.000 I .000 .00 I 1 .0 3.833 .0990 I I I I I -I- .0382 I -I- .15 -I- .88 -I- 2.95 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1022.823 -I- 58.313 -I- .910 59.223 -I- 18.19 13.06 2.65 61.87 I .00 I 1.54 I 1.99 I I 2.000 I .000 .00 I 1 .0 3.163 .0990 I I -I- I -I- I I -I- -I- .0336 I -I- .11 -I- .91 -I- 2.75 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1025.986 -I- 58.626 -I- .944 -I- 59.571 -I- 18.19 -1- 12.45 -I- 2.41 61.98 I .00 I 1.54 I 2.00 I I 2.000 I .000 .00 I 1 .0 2.635 I .0990 I I I I -I- .0295 I -I- .08 -I- .94 I -I- 2.57 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1028.621 -I- 58.887 -I- .980 -I- 59.867 -I- 18.19 -I- 11.88 -I- 2.19 -I- 62.06 .00 I 1.54 I 2.00 I I 2.000 I .000 .00 I 1 .0 2.221 .0990 .0260 -I- .06 -I- .98 -I- 2.39 -I- .69 -I- .013 -I- .00 .00 1- PIPE FILE: 7002L4.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 3:35:59 TARR JOB NO 7002 STORM DRAIN LINE 4 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. xa: rttr�a• �rafrtrte:: t. trznrtafrftrt��datrtrtertat�fot�rr�rr��rr. qtr::::: qtr, t�rtrtrtr�: �: trtrrrttr�trxr. t�rtrstsrse::::: tt, t�traa�tet, tsr: t: ttrtrr�t+ sttr�r: t�tttr�x :tr�rt,t�:txtt:tstxr.tctr:t :::r:tst�•:tx:t I Invert I Depth I water I Q I Vel Vel I Energyy I SuFer ICriticallFloW TOplHeight /IBase wtI INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I l I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch ,trrtrretrttrt � I a�•�a•,r:ttrtetr I I t<s�a +�a:r I I rr,rtrt:r rarr I I I �sttrtr�tr� *� I I try t::a::t I t f tr,ttr,tr: I I :t�te�ntr�� � I ktettbfr�'s I I tt•t�t<t �t I I t.:.,ttra•trtr: I tt•:t�ktrt I,t�.';a+ztr I t,ts:t:� I,tx::+et:: 1030.842 -I- 59.107 -I- 1.017 -I- 60.124 -I- 18.19 -I- 11.32 -I- 1.99 -I- 62.11 .00 1.54 I 2.00 I 2.000 I .000 I .00 I 1 .0 1.853 .0990 I I I I I .0229 -I- .04 -I- 1.02 -I- 2.23 .69 -I- -I- .013 -I- .00 .00 1- PIPE 1032.695 -I- 59.290 -I- 1.057 -I- 60.348 -I- 18.19 -I- 10.80 -I- I 1.81 -I- 62.16 I .00 I 1.54 I 2.00 I 2.000 I I .000 .00 I 1 .0 1.568 .0990 I I I I I .0202 -I- .03 -I- 1.06 -I- 2.07 .69 -I- -I- .013 -I- .00 .00 1- PIPE 1034.263 -I- 59.446 -I- 1.098 -I- 60.544 -I- 18.19 -I- 10.29 -I- I 1.65 -I- 62.19 I .00 I I 1.54 1.99 I I 2.000 I .000 .00 I 1 .0 1.313 .0990 I I I I I .0178 -I- .02 -I- 1.10 -I- 1.93 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1035.576 -I- 59.576 -I- 1.141 -I- 60.717 -I- 18.19 -I- 9.81 -I- I 1.50 62.21 I .00 I I 1.54 1.98 I I 2.000 I .000 .00 I 1 .0 1.081 .0990 I I I I I -I- .0157 I -I- .02 -I- 1.14 -I- 1.79 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1036.657 -I- 59.683 -I- 1.187 -I- 60.870 -I- 18.19 -I- 9.36 -I- 1.36 -I- 62.23 I .00 I I 1.54 1.96 I I 2.000 I .000 .00 I 1 .0 .877 .0990 I I I I I .0139 I -I- .01 -I- 1.19 -I- 1.66 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1037.535 -I- 59.769 -I- 1.236 -I- 61.006 -I- 18.19 -I- 8.92 -I- 1.24 -I- 62.24 I .00 I I 1.54 1.94 I I 2.000 I .000 .00 I 1 .0 .708 I .0990 I I I I .0123 I -I- .01 -I- 1.24 -I- 1.54 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1038.243 -I- 59.840 -I- 1.287 -I- 61.127 -I- 18.19 -I- 8.51 -I- 1.12 -I- 62.25 I .00 I I 1.54 1.92 I I 2.000 I .000 .00 I 1 .0 .536 I .0990 I I I I .0110 I -I- .01 -I- 1.29 -I- 1.42 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1038.779 -I- 59.893 -I- 1.342 -I- 61.235 -I- 18.19 -I- 8.11 -I- 1.02 -I- 62.26 I I .00 I 1.54 1.88 I I 2.000 I .000. .00 I 1 .0 .380 I .0990 I I I I .0098 I -I- .00 -I- 1.34 -I- 1.31 -I- .69 -I- .013 -I- .00 .00 1- PIPE 1039.159 -I- 59.930 -I- 1.401 -I- 61.331 -I- 18.19 -I- 7.73 -I- .93 -I- 62.26 -I- I I .00 I 1.54 1.83 I I 2.000 I .000 .00 I 1 .0 .226 .0990 .0087 .00 -I- 1.40 -I- 1.20 -I- .69 -I- .013 -I- .00 .00 1- PIPE FILE: 7002L4.WSw W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 3:35:59 TARR JOB NO 7002 STORM DRAIN LINE 4 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. tr: r�t�r�rftrtrtr, tt�, tr. x: t�:+ trrtr, ttrtr, r, t, rtr�xrrtrtrtrt: tr�tr�tr: t�: t�tr: rtr: r, rA :r:t +:rtrtrtrtrn:r,r:txx�rtr�: tit; xtr, �::: tt:; ���tr, r�':: �:: ttrtrtrx::t r: tt: t:: t: rx: r: t�: �::,t'r,rtrirxxt+r.:tx:t'r:r +:t �,rt:t�:�:�r,t I Invert I Depth I water I Q I Vel Vel I Energy I Super ICriticallFloW ToplHeight /IBase wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.Ey.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh slope I I I I I SF Avel HF ISE D thlFroude NINOrm D -I- -I- -I- -I P P p l "N" I x -Fall) zR IType Ch kkkkkkkkk I kkkkkk�kk I kkkkkkkk I'.:kkitkkkkk I kkkkkkkkk I kkkkkkk I '.: ::kkkkk I itkkkkkkkk I kkkk'.:kk I kkkkkkkk I kkkki: kir :: I :: ':kkk:: :: I kkk;:kkk I k•: '; ':k I kkkkk'.:k I I I I I I I 1039.385 59.953 1.465 61.418 18.19 7.37 .84 62.26 .00 I 1.54 I 1.77 I 2.000 I .000 I .00 I 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .075 I I I .0990 .0078 .00 1.47 1.10 .69 .013 .00 .00 PIPE I I I I I I I I I I 1039.460 59.960 1.536 61.496 18.19 7.03 .77 62.26 .00 1.54 1.69 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 TARR JOB NO 7002 T2 ,STORM DRAIN LINE 4 T3 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. SO 1000.000 56.060 1 56.060 R 1004.500 56.500 1 .013 R 1039.460 59.960 1 .013 SH 1039.460 59.960 1 59.960 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 11.670 .0 IC 040 1 I FILE: 7002L410.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 7 -27 -2007 Time: 4:15:41 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TARR JOB NO 7002 HEADING LINE NO 2 IS - STORM DRAIN LINE 4 HEADING LINE NO 3 IS - PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 56.060 1 56.060 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1004.500 56.500 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1039.460 59.960 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1039.460 59.960 1 59.960 M M i M r = == M r M= M M r M M r FILE: 7002L410.WSW W S.P G W - CIVILDESIGN version 14.01 PAGE 1 Program Package Serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 4:15:43 TARR JOB NO 7002 STORM DRAIN LINE 4 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. nrttt, tr, trtart, rana: rr: z: ra��tst, rrttaattrt, rart�t�tr�, r,+ trtttttt, r: rst ,r�r�t +:taa:tk:t+rx�+r+rr�r++r astir,r,trtrtr; matt: rat: ttta, ��: r�: r��ttttt, rxr. �rt�ar. �::: xrt�ritfr: t�rt:r,ritit:;•:r:��t��::�r.�:i .t..- •xt:tt�t:t Invert I Depth I Water I Q I Vel Vel I Energyy I Supper ICriticalIFloW TOPIHeight /IBase wtl INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS). Head I Grd.E1.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh slope I P I I I -I SF Avel HF ISE D thIFroude P NINorm D P I "N" I X -Fa111 I ZR -I ITYPe Ch aaaaaaaaalaaaaaaa'. talaaaaaaaalaaaaaaaaalaaaaaaaaalaaaaaaalaaaaaaal4aaaaaaaalaaaaaaalaaaaaaaalaaaaaaaalaaaaaaalaa I I I I I I I I '.taaaalaaaaa Iaa'.ta kaa 1000.000 56.060 -I- .601 -I- 56.661 -I- 11.67 14.69 -I- 3.35 60.01 .00 1.23 I 1.83 I 2.000 I .000 I .00 I 1 .0 -I- 4.500 .0978 I I I -I- I I -I- .0669 I -I- .30 -I- .60 I -I- 3.93 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1004.500 -I- 56.500 -I- .611 -I- 57.111 -I- 11.67 -I- 14.36 -I- 3.20 -I- 60.31 .00 I 1.23 I 1.84 I 2.000 I I .000 .00 I 1 .0 .567 .0990 I I I I I .0644 I -I- .04 -I- .61 -I- 3.81 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1005.067 -I- 56.556 -I- .612 -I- 57.168 -I- 11.67 -I- 14.30 -I- 3.18 -I- 60.35 -I- I .00 I 1.23 I 1.84 I 2.000 I .000 I .00 I 1 .0 6.854 .0990 I I I I I .0600 I .41 -I- .61 -I- 3.79 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1011.921 -I- 57.234 -I- .634 -I- 57.869 -I- 11.67 -I- 13.64 -I- 2.89 -I- 60.76 I .00 I 1.23 I 1.86 I 2.000 I .000 I .00 I 1 .0 5.187 .0990 I I I I I .0526 I -I- .27 -I- .63 I -I- 3.54 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1017.108 -I- 57.748 -I- .656 -I- 58.404 -I- 11.67 -I- 13.00 -I- 2.63 -I- 61.03 .00 I I 1.23 1.88 I 2.000 I I .000 .00 I 1 .0 4.077 .0990 I I I I I .0461 I -I- .19• -I- .66 -I- 3.32 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1021.184 -I- 58.151 -I- .679 -I- 58.830 -I- 11.67 -I- 12.40 -I- 2.39 -I- 61.22 -I- I .00 I I 1.23 1.89 I 2.000 I I .000 .00 I 1 .0 3.292 .0990 I I I I I .0403 I .13 -I- .68 I -I- 3.10 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1024.477 -I- 58.477 -I- .703 -I- 59.180 -I- 11.67 -I- 11.82 -I- 2.17 -I- 61.35 .00 I I 1.23 1.91 I 2.000 I I .000 .00 I 1 .0 2.708 .0990 I I I I I .0354 I -I- .10 -I- .70 I -I- 2.90 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1027.185 -I- 58.745 -I- .728 -I- 59.473 -I- 11.67 -I- 11.27 -I- 1.97 -I- 61.45 .00 I I 1.23 1.92 I 2.000 I I .000 .00 I 1 .0 2.242 .0990 I I I I I .0310 I -I- .07 -I- .73 -I- 2.71 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1029.427 -I- 58.967 -I- .755 -I- 59.722 -I- 11.67 -I- 10.75 -I- 1.79 -I- 61.52 -I- I .00 I I 1.23 1.94 I 2.000 I I .000 .00 I 1 .0 1.896 .0990 .0272 .05 -I- .76 -I- 2.53 -I- .55 -I- .013 -I- .00 .00 1- PIPE FILE: 7002L410.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 4:15:43 TARR JOB NO 7002 STORM DRAIN LINE 4 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. AAAAAAAAAAAAAAAA�AAAkAkst irAAAAAA# AAAAAAAAkAAAAAAAkAAAAAAAAA'.: AAAAAAAAAAAAAwk:: AAAAAAAAAkAAAAAAAAA ::kAAAAAA::AAisAAAAAAAAA ?A��:: irA AAAAAA•: :`• I Invert I Depth I water I Q I Vel Vel I Energyy 1 Super ICriticallFlow ToplHeight /lBase wtl INO wth Station Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch AAAAAAAAAIAAAAAAAAAIAAAAAAAAIAAkAAAAAAIAAk4ktAAAI�AAAirAkIAAAAA:` I I I I I AIAAAkAAAAAIAAAAAAAIAA^.: I I AAAAAIAAAAAAkAIAAirAAkAIAAA I '.rAkk1A:;A;lA IkitA Y:AAk 1031.323 -I- 59.155 -I- .782 59.937 -I- 11.67 -I- 10.25 -I- 1.63 61.57 .00 1.23 I 1.95 I 2.000 I .000 I .00 I 1 .0 1.601 .0990 I -I- I -I- .0239 -I- .04 -I- .78 -I- 2.36 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1032.924 -I- I 59.313 -I- I .810 -I- I 60.123 -I- 11.67 -I- 9.77 -I- I 1.48 61.61 I .00 I 1.23 I 1.96 I I 2.000 I .000 .00 I 1 .0 1.343 .0990 I I I -I- .0210 -I- .03 -I- .81 -I- 2.21 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1034.267 -I- I 59.446 -I- I .840 -I- 60.286 -I- 11.67 -I- 9.32 -I- I 1.35 -I- 61.63 I .00 I 1.23 I 1.97 I I 2.000 .000 I .00 I 1 .0 1.136 .0990 I I I I I .0184 -I- .02 -I- .84 -I- 2.06 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1035.402 -I- 59.558 -I- .871 -I- 60.430 -I- 11.67 -I- 8.88 -I- I 1.22 61.65 I .00 I I 1.23 1.98 I I 2.000 .000 I .00 I 1 .0 .958 .0990 I I I I I -I- .0162 I -I- .02 -I- .87 -I- 1.92 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1036.361 -I- 59.653 -I- .903 -I- 60.556 -I- 11.67 -I- 8.47 -I- 1.11 -1- 61.67 I .00 I I 1.23 1.99 I I 2.000 .000 I .00 I 1 .0 .793 .0990 I I I I I .0142 I -I- .01 -I- .90 -I- 1.79 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1037.154 -I- 59.732 -I- .937 -I- 60.669 -I- 11.67 -I- 8.07 -I- 1.01 -I- 61.68 I .00 I I 1.23 2.00 I I 2.000 I .000 .00 I 1 .0 .660 .0990 I I I I I .0125 I -I- .01 -I- .94 I -I- 1.67 I -I- .55 -I- .013 -I- .00 .00 1- PIPE 1037.814 59.797 -I- .972 60.769 -I- 11.67 -I- 7.70 -I- .92 61.69 .00 I 1.23 2.00 I I 2.000 I .000 .00 I 1 .0 -I- .531 .0990 I I -I- I I I -I- .0110 I -I- .01 -I- .97 -I- 1.56 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1038.344 -I- 59.850 -I- 1.009 -I- 60.859 -I- 11.67 -I- 7.34 -I- .84 61.70 I .00 I I 1.23 2.00 I I 2.000 I .000 .00 I 1 .0 .415 .0990 I I I I I -I- .0097 I -I- .00 -I- 1.01 -I- 1.45 -I- .55 -I- .013 -I- .00 .00 1- PIPE 1038.760 -I- 59.891 -I- 1.048 -I- 60.939 -I- 11.67 -I- 7.00 -I- .76 -I- 61.70 -I- I .00 -I- I I 1.23 2.00 I I 2.000 I .000 .00 I 1 .0 .311 .0990 .0085 .00 1.05 -I- 1.35 -I- .55 -I- .013 -I- .00 .00 1- PIPE M r M= M r M M M M M M=1 M M M M M M FILE: 7002L410.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package serial Number: 1297 TARR JOB NO 7002 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 4:15:43 STORM DRAIN LINE 4 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. kkkktitkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkki:: t: YL'.:'. :'si(i:i:i:iti:i:i:ie:YA'.ri::r ttkki:itit:2 ie it it't kit'.: it it it':i:kd:r it it it it ki:'.:i: Yt it i:i:'.:'.: it it is :t is 't': '.r :r is :: '.: •: •: it {: w. �'r keY'.: I Invert I Depth I water I Q I Vel vel I Energyy 1 Super IcriticallFlow ToplHeight /IBase Wtl INO wth station I E1ev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh slope I I I I -I SF Avel HF ISE D thlFroude NINorm D I "N" I X -Fall) ZR -I P P p I (Type Ch kkkkkkkkklkkkkkkkkklkkkkkkkklkkkkkkkkklkkkkkkkkklkitkkkkklkkkkkkklkkkkkkkkklkkkkirkklkkkkkitkklkkk'. r iskkklkkkkkkitlkkk'.rkkklkkkkk Ikkkkkkk I I I I I I I I I I 1039.071 59.921 1.089 61.011 11.67 6.67 .69 61.70 .00 1.23 1.99 2.000 I .000 I .00 I 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .217 .0990 .0075 .00 1.09 1.26 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 1039.288 59.943 1.132 61.075 11.67 6.36 .63 61.70 .00 1.23 1.98 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .132 .0990 .0067 .00 1.13 1.17 .55 .013 .00 .00 PIPE I I I I I I I I I I 1039.420 59.956 1.177 61.133 11.67 6.07 .57 61.70 .00 1.23 1.97 I 2.000 I .000 I .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .040 .0990 .0059 .00 1.18 1.08 .55 .013 .00 .00 PIPE I I I I I I I I I I I I I 1039.460 59.960 1.226 61.186 11.67 5.78 .52 61.70 .00 1.23 1.95 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 TARR JOB NO 7002 0 T2 STORM DRAIN LINE 5 T3 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. SO 1000.000 56.060 1 60.000 R 1004.500 56.500 1 .013 .000 .000 0 R 1035.440 59.570 1 .013 .000 .000 0 SH ' 1035.440 59.570 1 59.570 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 14.440 .0 FILE: 7002L5.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 7 -27 -2007 Time: 4:10:20 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TARR JOB NO 7002 HEADING LINE NO 2 IS - STORM DRAIN LINE 5 HEADING LINE NO 3 IS - PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 56.060 1 60.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1004.500 56.500 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.440 59.570 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1035.440 59.570 1 59.570 M M E M M M r IM IM M M IM M M= r M M FILE: 7002L5.wSw W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 4:10:21 TARR JOB NO 7002 STORM DRAIN LINE 5 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. Invert I Depth I water I Q I vel vel I EnergyY 1 super IcriticallFloW ToplHeight /IBase Wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I width IDia. -FTlor I.D.I ZL IPrs /Pip -I- L /Elem -I- ICh Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NlNorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch Yr it .. :4'k3Air it I it bir Yr it�ir :4'.r 1 to it it it fr it O fr I:: I t :Y Ye sY Atr it it I #fr i`kir it it :: Yr I I I iz it�:tt'r it I:: t. �Yr4 it it I I it it it sk�fr A'k Yr I irk h'k'k�:r I :k irk it :t fr trAl I it ;}hk:: :: .. it I I4ir� hR'e i!' I it kirb'.r :: :4I ;y ;; !; ;; s4 I'.; it ir's :: 'r{ 1000.000 I I 56.060 3.940 60.000 14.44 4.60 .33 60.33 I .00 1.37 .00 I 2.000 I I .000 .00 I 1 .0 -I- 4.500 -I- .0978 -I- -I- -I- -I- -I- .0041 -I- .02 -I- 3.94 -I- .00 -I- .61 -I- .013 -I- .00 .00 1- PIPE 1004.50U I I 56.500 I 3.518 60.018 I I 14.44 4.60 I .33 60.35 I .00 I I 1.37 .00 I 2.000 I I .000 .00 I 1 .0 -I- 12.929 -I- .0992 -I- -I- -I- -I- -I- .0041 -I- .05 -I- 3.52 -I- .00 -I- .61 -I- .013 -I- .00 .00 1- PIPE 1017.429 I I 57.783 I 2.287 60.070 I I 14.44 4.60 I .33 60.40 I .00 I I 1.37 .00 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1017.429 I I 57.783 I .772 58.555 I I 14.44 12.90 I 2.59 61.14 I .00 I I 1.37 1.95 I I 2.000 I .000 .00 I 1 .0 -I- 2.824 -I- .0992 -I- -I- -I- -I- -I- .0383 -I- .11 -I- .77 -I- 3.00 -I- .61 -I- .013 -I- .00 .00 1- PIPE 1020.253 I I 58.063 I .800 58.863 I I 14.44 12.29 I 2.34 61.21 I .00 I I 1.37 1.96 I 2.000 I I .000 .00 I 1 .0 -I- 2.804 -I- .0992 -I- -I- -I- -I- -I- .0335 -I- .09 -I- .80 -I- 2.80 -I- .61 -I- .013 -I- .00 .00 1- PIPE 1023.057 I I 58.341 I .829 59.170 I I 14.44 11.72 I 2.13 61.30 I .00 I I 1.37 1.97 I I 2.000 I .000 .00 I 1 .0 -I- 2.333 -I- .0992 -I- -I- -I- -I- -I- .0295 -I- .07 -I- .83 -I- 2.61 -I- .61 -I- .013 -I- .00 .00 1- PIPE 1025.390 I I 58.573 I .860 59.433 I I 14.44 11.17 I 1.94 61.37 I .00 I I 1.37 1.98 I I 2.000 I .000 .00 I 1 .0 1.966 .0992 I I .0259 I .05 .86 2.44 .61 .013 .00 .00 PIPE 1027.356 I I 58.768 I .892 59.660 14.44 10.65 -I- 1.76 61.42 I .00 I I 1.37 1.99 I I 2.000 I .000 .00 I 1 .0 -I- 1.663 -I- .0992 -I- -I- -I- -I- .0227 -I- .04 -I- .89 -I- 2.27 -I- .61 -I- .013 -I- .00 .00 1- PIPE 1029.019 I I 58.933 I .925 59.858 I I 14.44 10.16 I 1.60 61.46 I .00 I I 1.37 1.99 I I 2.000 I .000 .00 I 1 .0 -I- 1.396 -I- .0992 -I- -I- -I- -I- -I- .0200 -I- .03 -I- .93 -I- 2.12 -I- .61 -I- .013 -I- .00 .00 I- PIPE r r r r rr r rr r rr r r ■■� rr rr �r rr r r r FILE: 7002L5.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 4 :10:21 TARR JOB NO 7002 STORM DRAIN LINE 5 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. rrrrrrrrrrrrrrrr -rrrr rrrr��t :t��:r;r:::::�r:rr;:raa�t;�, rrrr;:;: rsr� ;,rr,r,r��:,r�•ax +�:���.,r��� x�a�r +t;t �A�:::rx�::r�t A:rr:x�r::::r,•,r� tr;r:�:r;,r�:r::: � + +�,tf;�;:: xa.r. +�:r:r: :: x +,rA:r�;;; I Invert I Depth I water I Q I Vel Vel I Energyy 1 SuFer ICriticallFlOw ToplHeight /IBase wt1 INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I width IDia. -FTlor I.D.1 ZL 1Prs /Pip _I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch rrrrrrrrrlrrrrrrrrrlrrrrrrrrlrrrrrrrrrlrrrrrrrrrlrrrrrrrlrrrrrrrlr: 1 I I I 1 rrrrrrrrlrrrrrrrlrrrrrrrrlrrrrrrrrrlrrrrrrrrlx I I I :rrrrrr : tlrrrerr lrrrrrrr 1030.415 1 59.071 .960 60.032 14.44 9.68 1.46 61.49 .00 1.37 2.00 I 2.000 I I .000 .00 I 1 .0 -I- 1.181 -I- .0992 -I- -I- -I- -I- -I- .0176 -I- .02 -I- .96 -I- 1.98 .61 -I- -I- .013 -I- .00 .00 1- PIPE 1031.596 I 59.189 I I .996 60.185 I I 14.44 -I- 9.23 I 1.32 61.51 I .00 I 1.37 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- .983 -I- .0992 -I- -I- I -I- -I- .0155 -I- .02 -I- 1.00 -I- 1.84 .61 -I- -I- .013 -I- .00 .00 1- PIPE 1032.579 I I 59.286 I 1.034 -I- I 60.320 -I- 14.44 -I- 8.80 -I- I 1.20 -I- 61.52 -I- I .00 -I- I 1.37 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- .811 -I- .0992 .0137 .01 1.03 -I- 1.71 .61 -I- -I- .013 -I- .00 .00 1- PIPE 1033.390 I I 59.367 I 1.074 I 60.441 -I- I 14.44 -I- 8.39 I 1.09 -I- 61.53 I .00 I 1.37 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- .648 -I- .0992 -I- -I- .0120 -I- .01 -I- 1.07 -I- 1.59 .61 -I- -I- .013 -I- .00 .00 1- PIPE 1034.038 I I 59.431 I 1.117 -I- I 60.548 -I- I 14.44 -I- 8.00 -I- I .99 -I- 61.54 -I- I .00 -I- I 1.37 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- .524 -I- .0992 .0106 .01 1.12 -I- 1.48 .61 -I- -I- .013 -I- .00 .00 1- PIPE 1034.562 I I 59.483 I 1.161 -I- I 60.644 -I- I 14.44 -I- 7.63 -I- I .90 -I- 61.55 I .00 I 1.37 I 1.97 I 2.000 I I .000 .00 I 1 .0 -I- .392 -I- .0992 I I .0094 I -I- .00 -I- 1.16 -I- 1.37 .61 -I- -I- .013 -I- .00 .00 1- PIPE 1034.953 I I 59.522 I 1.208 60.730 -I- 14.44 -I- 7.28 .82 -I- 61.55 I .00 I 1.37 I 1.96 I 2.000 I I .000 .00 I 1 .0 -I- .272 -I- .0992 -I- I -I- .0083 I -I- .00 -I- 1.21 -I- 1.27 .61 -I- -I- .013 -I- .00 .00 1- PIPE 1035.225 I I 59.549 I 1.258 I 60.807 14.44 6.94 .75 61.55 I .00 I I 1.37 1.93 I 2.000 I I .000 .00 I 1 .0 .162 .0992 .0074 .00 1.26 1.18 .61 .013 .00 .00 PIPE 1035.388 I I 59.565 I 1.311 -I- I 60.876 -I- I 14.44 -I- 6.61 -I- I .68 -I- 61.56 I .00 I I 1.37 1.90 I 2.000 I I .000 .00 I 1 .0 -I- .052 -I- .0992 .0066 -I- .00 -I- 1.31 -I- 1.09 .61 -I- -I- .013 -I- .00 .00 1- PIPE M = M M M r M IMI M = M M r = = = = FILE: 7002L5.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 4:10:21 TARR JOB NO 7002 . STORM DRAIN LINE 5 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. E. �a �A P.�:t,r:t:rt I Invert I Depth I water I Q I vel vel I Energy 1 Super ICriticallFlOW ToplHeight /1Base Wtl ]NO wth Station I Elev 1 (FT) I Elev I (CFS) I (FPS) Head I Grd.E .1 Elev I Depth I width 1Dia. -FTIor I.D.1 ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch I I I I I I I 1035.440 59.570 1.369 60.939 14.44 6.30 .62 61.56 I .00 I 1.37 I 1.86 I 2.000 .000 I .00 I 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- � I T1 TARR JOB NO 7002 0 T2 STORM DRAIN LINE 5 T3 PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. SO 1000.000 56.060 1 56.060 R 1004.500 56.500 1 .013 .000 .000 0 R 1035.440 59.570 1 .013 .000 .000 0 SH 1035.440 59.570 1 59.570 CD 1 4 1 .000 2.000 .000 .000 .000 .00 ' Q 8.530 .0 � I FILE: 7002L510.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 7 -27 -2007 Time: 4:16: 9 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN 'NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TARR JOB NO 7002 HEADING LINE NO 2 IS - STORM DRAIN LINE 5 HEADING LINE NO 3 IS - PREPARED BY:J.CONTRERAS CHK BY:J.SALUMBIDES JR. P.E. W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W 5 ELEV 1000.000 56.060 1 56.060 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1004.500 56.500 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.440 59.570 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W 5 ELEV 1035.440 59.570 1 59.570 FILE: 7002L510.wSw W S P G W- CIVILDESIGN version 14.01 PAGE 1 Program Package Serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 4:16:11 TARR JOB NO 7002 STORM DRAIN LINE 5 PREPARED BY:].CONTRERAS CHK BY:].SALUMBIDES JR. P.E. k': kkkhkkhhkhkkkkhkhkhhhhhkhhkhhkhkkhkkk': khhkhhkkkkkY :kkhkhhhkkkhhk:[hkhhkh hitkhkkhkhhkhkkhhkhk kit'.:hhkkhhkh tkkhhkkkhh4hkk',:h i; kkk :`': :: ^'.:bk'.r Invert I Depth I water I q I Vel Vel I Energyy I Super ICriticallFlow ToplHeight /IBase WtI INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) -I- Head I Grd.EI.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip -I- L /Elem -I- ICh Slope -I- I I -I- -I- I I -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fa11I ZR -I IType Ch kkkktt kkkirlkkkiikkkkklkirkkkitkklirkkkkkkkblkeYhkAkkkirlhkkitkkklkkkkkkhlkkkkkkkkklkkkkkkkl{ kkkhkktlkf :4kkithklkkhhkkklkkk',rk f.klkkkkk Ikkkkkkk 1000.000 I 56.060 I I .508 56.568 I I 8.53 13.59 I 2.87 59.44 I .00 I 1.04 I 1.74 I 2.000 I I .000 .00 { 1 .0 4.500 .0978 .0690 .31 S1 3.99 .47 .013 .00 .00 PIPE 1004.500 56.500 .516 57.016 8.53 13.28 2.74 59.75 .00 1.04 1.75 2.000 .000 .00 1 .0 -I- 5.249 -I- .0992 -I- -I- -I- -I- -I- .0633 -I- .33 -I- .52 -I- 3.86 -I- .47 -I- .013 -I- .00 .00 1- PIPE 1009.749 I 57.021 I I .530 57.551 I I 8.53 12.78 I 2.54 60.09 I .00 I I 1.04 1.77 I I 2.000 I .000 .00 I 1 .0 -I- 4.932 -I- .0992 -I- -I- -I- -I- -I- .0562 -I- .28 -I- .53 -I- 3.66 -I- .47 -I- .013 -I- .00 .00 1- PIPE 1014.681 I 57.510 I I .548 58.058 I I 8.53 12.18 I 2.30 60.36 I .00 I I 1.04 1.78 I I 2.000 I .000 .00 I 1 .0 -1- 3.802 -I- .0992 -I- -I- -I- -I- -I- .0491 I -I- .19 -i- .55 -I- 3.43 -I- .47 -I- -.013 -I- .00 .00 I- PIPE 1018.483 I 57.887 I I .567 58.455 I I 8.53 11.62 2.10 -I- 60.55 I .00 I I 1.04 1.80 I I 2.000 I .000 •.00 I 1 .0 -I- 3.031 -I- .0992 -I- -I- -I- -I- .0430 -I- .13 -I- .57 -I- 3.21 -I- .47 -I- .013 -I- .00 .00 1- PIPE 1021.515 I 58.188 I I .587 58.775 I I 8.53 11.08 I 1.90 -I- 60.68 I .00 I I 1.04 1.82 I I 2.000 I .000 .00 I 1 .0 -I- 2.471 -I- .0992 -I- -I- -I- -I- .0377 -I- .09 -I- .59 -I- 3.00 -I- .47 -I- .013 -I- .00 .00 1- PIPE 1023.986 I 58.433 I I .608 59.042 I I 8.53 10.56 I 1.73 60.77 I ..00 I I 1.04 1.84 I I 2.000 I .000. .00 I 1 .0 -I- 2.059 -I- .0992 -I- -I- -I- -I- -I- .0330 I -I- .07 -I- .61 I -I- 2.81 -I- .47 -I- .013 -I- .00 .00 1- PIPE 1026.045 I I 58.638 I .629 59.267 I I 8.53 10.07 1.57 60.84 .00 I I 1.04' 1.86 I I 2.000 I .000 .00 I 1 .0 -I- 1.721• -I- .0992 -I- -I- -I- -I- -I- .0289 -I- .05 -I- .63 -I- 2.63 -I- .47 -I- .013 -I- .00 .00 1- PIPE 1027.766 i I 58.809 I .651 59.460 I I 8.53 9.60 I 1.43 60.89 I .00 I I 1.04 1.87 I I 2.000 I .000 .00 I 1 .0 -I- 1.448 -I- .0992 -I- -I- -I- -I- -i- .0253 -I- .04 -I- .65 -I- 2.46 -I- .47 -I- .013 -I- .00 .00 1- PIPE I rr rr rr rr �r r rr r� r r� rr it it rr rr r it r r FILE: 7002L510.WSw W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1297 WATER SURFACE PROFILE LISTING Date: 7 -27 -2007 Time: 4:16:11 TARR ]OB NO 7002 STORM DRAIN LINE 5 PREPARED BY:J.CONTRERAS CHK BY:].SALUMBIDES ]R. 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July 27, 2007 Adkan Engineers, ---- -- -------------------------- - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 ' 2 year, 1 hour precipitation = 0.500(in.) 100 year, 1 hour precipitation = 1.600(In Storm event year = 100.0 Calculated rainfall intensity data: ' 1 hour intensity = 1.600(In /Hr) slope of intensity duration curve = 0.6000 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 5.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 223.000(Ft.) Top (of initial area) elevation = 65.850(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) Difference in elevation = 2.280(Ft.) slope = 0.01022 s(percent)= 1.02 TC = k(0.300) *[(len thA3) /(elevation change)]AO :2 Initial area time of concentration = 6.524 min. Rainfall intensity = 6.058(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.131(CFS) ' Total initial stream area = 0.760(AC.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 ' '* CONFLUENCE OF MINOR STREAMS * * * * Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.760(AC.) Runoff from this stream = 4.131(CFS) ' Time of concentration = 6.52 min. Rainfall intensity = 6.058(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 7.000 to Point /Station 5.000 * * ** INITIAL AREA EVALUATION *�* areab L Page I 1 fl ' +++++++++++++++++f+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /station 5.000 * * ** INITIAL AREA EVALUATION * *** Initial area flow distance = 300.000(Ft.) ' Top (of initial area) elevation = 65.970(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.715 min. ' Rainfall intensity = 5.478(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.931(CFS) Total initial stream area = 0.800(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++ +++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.800(Ac.) Runoff from this stream = 3.931(CFS) Time of concentration = 7.72 min. ' Rainfall intensity = 5.478(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ areab Page 12 Initial area flow distance = 2.830(Ft.) Top (of initial area) elevation = 69.500(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) ' Difference in elevation = 5.930(Ft.) slope = 2.09541 s(percent)= 209.54 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 Warningg TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 7.106(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff coefficient = 0.898 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.316(CFS) Total initial stream area = 0.990(AC.) ' Pervious area-fraction = 0.100 ++++++++++++++++++++++ +++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 ' * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream 1 in 2 number: normal stream number Stream flow area = 0.990(AC.) Runoff from this stream = 6.316(CFS) Time of concentration = 5.00 min. Rainfall intensity = 7.106(In /Hr) ' +++++++++++++++++f+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point /station 5.000 * * ** INITIAL AREA EVALUATION * *** Initial area flow distance = 300.000(Ft.) ' Top (of initial area) elevation = 65.970(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.300) *[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.715 min. ' Rainfall intensity = 5.478(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.931(CFS) Total initial stream area = 0.800(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++ +++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.800(Ac.) Runoff from this stream = 3.931(CFS) Time of concentration = 7.72 min. ' Rainfall intensity = 5.478(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ areab Page 12 1 L lJ 1 ii areab Process from Point /Station 7.000 to Point /Station 5.000 **** INITIAL AREA EVALUATION * ** Initial area flow di.stance = 302.000(Ft.) Top (of initial area) elevation = 69.500(Ft.) Bottom (of initial area) elevation = 63.570(Ft.) Difference in elevation = 5.930(Ft.) Slope = 0.01964 s(percent)= 1.96 TC = k(0.300) *[(len thA3) /(elevation change)]A0.2 Initial area time of concentration = 6.464 min. Rainfall intensity = 6.091(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 initial subarea runoff = 3.116(CFS) Total initial stream area = 0.570(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++= ++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 5.000 * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.570(AC.) Runoff from this stream = 3.116(CFS) Time of concentration = 6.46 min. Rainfall intensity = 6.091(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (C FS) (min) (In /Hr) 1 4.131 6.52 2 6.316 5.00 3. 3.931 7.72 4 3.116 6.46 Largest stream flow has longer or Qp = 6.316 + sum of Qa Tb /Ta 4.131 * 0.766 = Qa Tb /Ta 3.931 * 0.648 = Qa Tb /Ta 3.116 * 0.773 = Qp = 14.440 6.058 7.106 5.478 6.091 shorter time of concentration 3.166 2.548 2.410 Total of 4 streams to confluence: Flow rates before confluence point: 4.131 6.316 3.931 3.116 Area of streams before confluence: 0.760 0.990 0.800 0.570 Results of confluence: Total flow rate = 14.440(CFS) Time of concentration = 5.000 min. Effective stream area after confluence = 3.120(AC.) End of computations, total study area = 3.12 (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 = 75.0 Page 13 Hydrology Map a 0 • PARDUE, CORNWELL & ASSOCIATES, INC. PLANNING • ENGINEERING • SURVEYING Updated HYDROLOGYAND HYDRAULIC CAL CULA TIONS WASHINGTON PARK RETAIL CENTER PHASES I & II (Final Hydrology and Hydraulics Previously Approved) P.M. No. 30903 Parcel 3 (Final Hydrology and Hydraulics) Remainder (Preliminary Hydrology) d � LA QUINTA, CA PREPARED FOR: WASHINGTON 111, Ltd. qESS /®' - rt", I� NO.42758 I No 3 -31-07 Prepared under the supervision of: J ES HAYWARD PARDUE, P.E. 6/09/2006 1 51 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 SPEER Civil CONSULTING ENGINEERS June 15. 2006 LA QUINTA PUBLIC WORKS DEPARTMENT 78495 Calle Tampico La Quinta, CA 92253 Gentlemen: ... geepiny you create de community asset you envision Washington Park Revised Hydrology Study The revised hydrology calculations enclosed herewith are provided because..... Retention Basin #4, located in construction Phase 3B of the Washington Park commercial development, had to be reshaped (bottom lowered and enlarged via retaining walls) to make the hydraulic grade line in the storm drain line draining the Phase 3B area stay in the ground. The pipe could not be enlarged because it is already in the ground, being installed just prior to opening the Trader Joes store. The enclosed calculations were prepared by Pardue, Cornwell & Associates, Inc. The original hydrology report was approved by the City in late January, 2006. The enclosed calculations are replacement sections for Sections 1, 2, 13, and 19 in their entirety. Additionally, a new section was been created (identified as Section26) to provide appropriate calculations for the catch basin, and parkways drains, that are being installed on Washington Street and Adams Street. Along with the enclosed calculations, please also find a revised Hydrology Map. If you have any questions, or need additional information, please call or email me at sspeer@speercivil.net Sin rely, Steven D. 4e , P.E. Principal 50855. WASHINGTON ST ♦ SUITE C -280 ♦ LA QUINTA ♦ CALIFORNIA 92253 Office: 760.285.7335 Fax: 760.269.3580 www.speercivil.net PARDUE, CORNWELL & ASSOCIATES, INC. PLANNING • ENGINEERING • SURVEYING Updated HYDROLOGY AND HYDRAULIC CALCULATIONS WASHINGTON, PARK RETAIL CENTER PHASES.I & II (Final Hydrology and Hydraulics Previously Approved) P.M. No. 30903 Parcel 3 (Final Hydrology and Hydraulics) . Remainder (Preliminary Hydrology) LA QUINTA, CA PREPARED FOR: WASHINGTON 111, Ltd. u, N0. 4 758 rn r" EXP 3 -31 -03 CO VIV VP C Prepared under the supervision of: ES HAYWARD PARDOE, P.E. 1 -24 -06 151 KALMUS DRIVE SUITE M -2 • COSTA MESA, CA 92626 • PHONE (71 4) 241 -3400 • FAX (71 4) 241 -3432 1 1 1, IAJ Washington Park Retail nter RETENTION BASIN D A: Pond No. 4 FAs tfJ a0-cypl> �ry S`7 DEPTH (FT) /ATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW CFS 0 59 0.00 8067.00 0.000 1 60 0.21 9291.00 0.430 2 61 0.46 10635.00 0.492 3 62 0.73 12048.00 0.558 63 1.05 13890.00 0.643 5 64 1.41 15655.00 0.725 6 65 1.85 19191.00 0.888 7 66 . 2.35 21472.00 0.994 8 67 2.85 22061.00 1.021; 9 68 3.37 22520.00 1..042 10 69 3.91 23740.00 1.099 jIVashingto rk Retail Center RETENTION BAST XI: Pond No 5 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)" 0 55 0.00 1626.90 0.000 1 56 0.06 2451.40 0.113 2 57 0.14 3442.50 0.159 3 58 0.24 4598.50 0.213 4 59 0.38 5917.70 0.274 5 60 0.56 7964.50 0.369 6 61 0.80 10490.70 0.486 based on 2 in per hour (typical throughout) • 0 Table of Contents • 9 INTRODUCTION and DISCUSSION r �1 RETENTION BASIN SUMMARY TABLE II HYDROLOGY REFERENCE DATA 4 SOILS REFERENCE DATA RATIONAL METHOD HYDROLOGY (100 Yr) PHASES 1 and 2 I �'''` RATIONAL METHOD HYDROLOGY (20 Yr) WASHINGTON ST. 1 ■ n0 AVERY' READY INDEX° INDEXING SYSTEM 600020 PIPE FLOW HYDRAULICS PHASES 1 and 2 CATCH BASIN and CHANNEL CALCULATIONS PHASES land 2 DRY WELL NUISANCE WATER CAPACITY PHASES 1 and 2 1 HYDROGRAPH and BASIN CAPACITY BASIN No. 1 HYDROGRAPH and BASIN CAPACITY BASIN No. 2 r HYDROGRAPH and BASIN CAPACITY BASIN No. 3 HYDROGRAPH and BASIN CAPACITY BASIN No. 4 ■ HYDROGRAPH and BASIN CAPACITY BASIN No. 5 HYDROGRAPH and BASIN CAPACITY BASIN No. 6 HYDROLOGY REPORT PHASE 3 TRADER 70ES ■ RATIONAL METHOD HYDROLOGY (100 Yr) PHASE 3 I RATIONAL METHOD HYDROLOGY (10 Yr) PHASES 3 F PIPE FLOW HYDRAULICS and CATCH BASIN CALC PHASE 3 PHASE 3 SOILS and PRECIPITATION DATA HYDROLOGY REPORT PHASE 38 l _ CATCH BASIN CALCULATIONS PHASE 38 a RAT ZONAL METHOD HYDROLOGY (10 Yr) PHASE 3B RATIONAL METHOD HYDROLOGY (100 Yr) PHASE 3B ■ 1 ■ n0 AVERY' READY INDEX° INDEXING SYSTEM 600020 M t.`_ • DISCUSSION: Washington Park is a multi - phased retail project in the City of La Quinta. As of this date certain portions of the project are constructed and in use by various retail tenants. In the following these previously constructed areas shall be referred to as Phases 1 and 2. Additionally a portion of the original Phase 3 is constructed and is referred to herein as "Parcel 3 Trader Joes." The remainder of Phase 3 is referred to as "PM 30903 Parcel 3" or "Phase 36 ". The plans for which are currently under review. Previous versions of this report undertook to tie together the various stand -alone drainage reports originally done as the project phases progressed. This updated report proposes certain revisions and refinements at this time. The depth of Retention basin No. 4 has been lowered to elevation 57.0 to accommodate Washington St. runoff and lower the maximum 100 -yr water surface to prevent backup into the "PM 30903 Parcel 3" storm drain system. Additionally, revisions are proposed to the Washington St. and Adams St. Street Improvement Plans to construct a catch basin and three parkway culverts to more effectively de -water the streets. These involve revisions to the following sections of the last approved report. Section 1 Introduction and Discussion • Section 2 Retention Basin Summary Tables Section 13 Hydrograph and Basin Capacity Basin No. 4 Section 25 Pipe flow Hydraulics Phase 3B (Note this also included an analysis for establishing an HGL starting point at Retention Basin No. 4 for pipe flow hydraulics) Section 26 (New Section) Catch Basin and Parkway Calculations for Revision No. 1 to Washington St. and Adams St. Street Imp. Plans • Washington Park Phase I & II consists of multiple general use retail buildings situated on approximately 41 acres of commercial zoned land. The site is located in the area bounded by Simon Dr. and Highway 111. The site is currently in use with an existing Lowe's Home Improvement store on site. Sewer, water, and storm drain facilities exist adjacent to the site. The drainage concept is to direct surface drainage to existing and proposed catch basins. These basins are in turn connected to various storm drain systems which direct flows to existing and proposed retention basins at various locations throughout the site. Please note that the retention basin sizes and related flood routing calculations were submitted and approved as part of the Mass Grading plan review and are included herein with a comparison indicating the tributary areas as they are currently designed versus the original assumptions at the time of mass grading. P A R D U E, C O R N W E L L & ASSOCIATES, I N C. 151 KALMUS DRIVE SUITE M'-2 • COSTA MESA, CA 92626 • PHONE (714) 241 -3400 -FAX(714)241-3432 • The onsite study is based on a 100 -year recurrence interval storm event. This report calculates the runoff expected to occur as a result of this event. The study is based on Riverside County Hydrology Rational Method calculations for hydrology and performed using AES Software. Pipe hydraulics were analyzed utilizing the Storm Cad hydraulics program by Haestad Methods. Note per agreement with the City of La Quinta, the project will accept the 20 year storm runoff at Washington St. north of the bus turnout, which includes runoff from the Champion Motors Dealership. As this runoff will then be tributary to Retention Basin No. 4, this area was then added to hydrograph development for this basin as a portion of the total area based on the ratio of 20 yr to 100 yr runoff peak flows as follows. Originally tributary to Basin No. 4: 26.04 Ares Additional area from Washington and Champion Motors: 5.73 Acres 100 yr Peak flow at Washington CB: 8.52 cfs 20 yr Peak Flow at Washington CB: 5.99 cfs Area to be added to Basin 4 = (5.99/B.52) *5.73 = 4.03 Acres Adjusted area for Basin 4 Hydrograph = 24.95 + 4.03 = 28.98 Acres Area to be added to Basin No. 5 = 5.73 -4.03 = 1.70 Adjusted area for Basin 5 Hydrograph = 0.97 + 0.82 + 0.73 + 1.70 = 4.22 Acres Included in this report are the following for Phases 1 and 2 and the future development area ; • . Retention Basin Summary Table Hydrology Reference Data Hydrology Calculations Phases 1 and 2 Hydrology Calculations for 20 year storm at Washington St. Pipe Hydraulics Phases 1 and 2 Catch Basin & Channel Sizing Calculations Phases 1 and 2 Dry Well Nuisance Water Capacity Phases 1 and 2 Hydrology Map Retention Basin Calculations for Basins 1 - 6 a) Storage Calculations b) Water Surface Calculations (per basin) • Included in this report are the following for PM 30903 Parcel 3 Trader Joes, cover sheets for revised appendix sheets are color orange: • Hydrology Calculations 10 Yr Storm • Hydrology Calculations 100 Yr Storm • Catch Basin Calculations • Storm Drain Pipe Flow Hydraulics • Soils Data P A R D U E, C O R N W E L L & ASSOCIATES, INC. 151 KALMus DRIVE SUITE M -2 • COSTA MESA, CA 92626 • PHONE (714) 241-3400 • FAx (714) 241 -3432 • Included in this report are the fol lowing for PM 30903 Parcel 3 excluding Trader Joes • • Hydrology Calculations 10 Yr Storm • Hydrology Calculations 100 Yr Storm • Catch Basin Calculations • Storm Drain Pipe Flow Hydraulics P A R D U E, C O R N W E L L & ASSOCIATES, I N C. 151 KALMUS DRIVE SUITE M -2 • COSTA MESA, CA 92626 • PHONE (714) 241 -3400 • FAX (714) 241 -3432 DISCUSSE®N o Washington Park is a multi -phased retail project in the City of La Quintao As of this date certain portions of the project are constructed and in use by various retail tenants. in the following this shall be referred to as Phases Z and 20 Other portions of the site hare apprd ved improvement plans and construction is underway. This shall be rreferred to as PM 30903 ® Parcel 3 Trader foes Site. A related area is PM .3090.3.' Parcel 3 Remainder is in plan check for on -site improvements and finally there are some portions of the projects deemed future development phases. This updated Drainage Report undertakes to tie together the various drainage reports previously approved and those remaining to be finally reviewed and approved The Drainage Report for Phases .1 and 2 was previous /.y approved is essentially re- printed herein with certain refinements made as a result of a/ ecussion and requests of City staff to c%rify the original report, A retention basin summary table has also been added to the text. Addition //y numerous c/ariricat ons have been added the accompanying Hydrology Map to more clearly illustrate which areas are tributary to the individual retention basirrso.An analysis and detailed map of the Pad I Area and retention. Basin No. 6 is included in the Phase 1 and 2 portion as are calculations to quantify the 20 year flow along Washington 3t, to be captured and brought on site through as agreed to between the developer and City of La Quinta. Washington Park" Phase I & II consists of multiple general use retail buildings situated on approximately 41 acres of commercial zoned land. The site is located in the area bounded by Simon Dr. and Hi" hway 111. The site is currently in use with an existing Lowe's Home Improvement store on site. Sewer, water, and storm drain facilities exist adjacent to the site. The drainage concept is to direct surface drainage. to existing and proposed catch basins. These basins are in turn connected to various storm drain systems which direct flows to existing and proposed retention basins at various locations throughout the site. Please note that the retention basin sizes and related flood routing calculations were submitted and approved as part of the Mass Grading plan review and are included herein with a comparison indicating the tributary areas as they are currently designed versus the original assumptions at the time of mass grading. The onsite study is based on a 100 -year recurrence interval storm event. This report calculates the runoff expected to occur as a result of this event. The study is based on PARDUE, CORNWELL & ASSOCIATES, INC. 1 51 KALMUB DRIVE= SUITE M -2 0 COBTA MEGA, CA 92626 0 PHONE (71 4) 241-3400 0 FAX (71 4) 241-3432 • Riverside County Hydrology Rational Method calculations for hydrology and performed using AES Software. Pipe hydraulics were analyzed utilizing the Storm Cad hydraulics program by Haestad Methods. Note per agreement with the City of La Quinta, the project will accept the 20 year storm runoff at Washington St. north of the bus turnout, which includes runoff from the'Champion Motors Dealership. As this runoff will then be tributary to Retention Basin No. 4, this area was then added to hydrograph development for this basin as a portion of the total area based on the ratio of 20 yr to 100 yr runoff peak flows as follows. Originally tributary to Basin No. 3: 26.04 Ares Additional area from Washington and Champion Motors: 5.73 Acres 100 yr Peak flow at Washington CB: 8.52 cfs 20 yr Peak Flow at Washington CB: 5.99 cfs Area used for Hydrograph = 24.95 + (5.99/8.52) *5.73 = 28.98 Acres Included in this report are the following for Phases 1 and 2 and the future development area (Note bolded italics indicates a change or addition from the previously approved report, also cover sheets for revised appendix sheets are color green); 1. Retention Basin Summary Table 2. Hydrology Reference Data 3. Hydrology Calculations Phases 1 and 2 4, Hydrology Calculations for 20 year storm at Washington St. • 5. Pipe Hydraulics Phases 1 and 2 6. Catch Basin & Channel Sizing Calculations Phases 1 and 2 7. Dry Well Nuisance Water Capacity Phases 1 and 2 S. Hydrology Map 9. Retention Basin Calculations for Basins 1 - 6 a) Storage Calculations b) Water Surface Calculations (per basin) Included in this report are the following for PM 30.903 Parcel 3 Traderloes, cover sheets for revised appendix sheets are color orange: 1. Hydrology Calculations 10 Yr Storm 2. Hydrology Calculations 100 Yr Storm 3. Catch Basin Calculations 4, Storm Drain Pipe Flow Hydraulics S. Soils Data Included in this report are the following for PM 30903 Parcel 3 excluding Trader toes, cover sheets for revised appendix sheets are color gray; ,i• 6. Hydrology Calculations 10 Yr Storm P A R D U E, C O R N W E L L & ASSOCIATES, INC. 151 KALMUs DRIVE SUITE M-2 • CosTA ME8A, CA 92626 • PHONE (71 4) 241-3400 • FAx (71 4) 241 -3432 N© C RETENTION BASIN SUMMARY * Rational Method 100 yr peak flow ** Multiple sub basins, see detailed map "Retention Basin 6 Hydrology" * ** With freeboard included • a Max 6 -Hr 24 -Hr WS WSEL WSEL Depth 60.00 Tributary 5.00 Max. Basin 4.30 62.11 62.23 Area Peak Flow Storage Depth Bottom 3 -Hr Basin No. (acre) (cfs)* (ac -ft) (ft) * ** Elev WSEL 1 2.94 8.84 0.63 6 56.00 59.50 2 5.67 17.15 0.90 6 57.00 59.80 3 24.69 83.93 3.95 6 58.00 62.35 4 28.98 124.72 4.61 12 57.00 66.17 5 4.22 13.35 0.80 6 55.00 58.50 6 0.77 2.52 0.09 3.5 ** ** * Rational Method 100 yr peak flow ** Multiple sub basins, see detailed map "Retention Basin 6 Hydrology" * ** With freeboard included • a Max 6 -Hr 24 -Hr WS WSEL WSEL Depth 60.00 61.00 5.00 60.40 61.30 4.30 62.11 62.23 4.23 65.65 66.55 9.55 59.30 ** 60.00 ** 5.00 ** • Washington Park Retail Center RETENTION BASIN DATA: Pond No. 1 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)* 0 56 0.00 671.34 0.000 1 57 0.03 1422.84 0.039 2 58 0.09 2411.48 0.067 3 59 0.17 3587.16 0.099 4 60 0.29 5035.05 0.140 5 61 0.44 6502.98 0.180 6 62 0.63 8281.53 0.230 " based on 2 in per hour (typical throughout) Washington Park Retail Center RETENTION BASIN DATA: Pond No. 2 • DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)* 0 57 0.00 2830.00 0.000 1 58 0.10 4402.00 0.204 2 59 0.24 5898.00 0.273 3 60 0.41 7489.00 0.347 4 61 0.62 9379.00 0.434 5 62 0.89 11463.00 0.531 6 63 1.20 13600.00 0.630 Washington Park Retail Center RETENTION BASIN DATA: Pond No. 3 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)` 0 58 0.00 19533.36 0.000 1 59 0.51 22016.28 0.772 2 60 1.07 24583.68 0.862 3 61 1.69 27232.92 0.955 4 62 2.38 29964.00 1.051 5 63 3.14 32770.32 1.149 6 64 3.95 35651.88 1.250 • • i` Washington Park Retail Center RETENTION BASIN DATA: Pond No. 4 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE-AREA(SF) OUTFLOW (CFS)* 0 57 0.00 5680.00 0.000 1 58 0.20 8633.00 0.430 2 59 0.43 9893.00 0.450 3 60 0.68 11215.00 0.490 4 61 0.97 12690.00 0.560 5 62 1.30 14168.00 0.640 6 63 1.66 15733.00 0.730 7 64 2.09 17308.00 0.890 8 65 2.54 20932.00 0.990 9 66 3.03 21599.00 1.020 10 67 3.55 22274.00 1.040 11 68 4.07 22902.00 1.100 12 69 4.61 23608.00 1.230 • RETENTION BASIN DATA: Pond No. 5 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)* 0 55 0.00 1626.90 0.000 1 56 0.06 2451.40 0.113 2 57 0.14 3442.50 0.159 3 58 0.24 4598.50 0.213 4 59 0.38 5917.70 0.274 5 60 0.56 7964.50 0.369 6 61 0.80 10490.70 0.486 * based on 2 in per hour (typical throughout) �J • Washington Park Retail Center RETENTION BASIN DATA: Pond No. 6 -A, B and C Pond A . DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTEL2EJCFS )' 0 68 0.000 2.00 0.000 1 69 0.003 141.90 0.006 .2 70 0.015 573.10 0.024 Pond B DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)" 0 70 0.000 0.00 0.000 1 71 0.002 73.00 0.003 2 72 0.012 430.00 0.020 2 73 0.032 907.00 0.042 • Pond C DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)" 0 65 0.000 0.00 0.000 1 66 0.002 105.00 0.005 2 67 0.017 657.00 0.030 2.5 67.5 0.040 971.00 0.039 TOTAL 0.087 0.105 " Based on 2 in. per hr 40 • C. • ;M ]PURPOSE AND SCOPE The purpose of this report is to provide a hydrology and hydraulic analysis for the proposed 5-acre commercial development (Washington Park Phase 3B), located in the City of La Quinta, California. The site is located adjacent to the east side of Washington Street between Simon Drive and 47th Street. This repoit summarizes theHydrology andhydraulics calcul4:tiohs for the site. Theproposed stom! drain system consists of $6 (!,iA6s' "A". "B" and Each line conveys the on�site flows into stjj4 pp drain line h. .i1 c. 'h l.; runs tk . - through the he mid d * I e of the site and outlets into an ' stiig reteiition baM 0 iii iii southeast paii of file site. Per City of La Quints rebiremeft", sizing of the storm. Or system and catch basins were q Orson based on the I 00=.year st 61.rffi event. b *d.ds: 1) f bfbfi�igltd dtaihage area's as identified on the This report V includes; 0. 0 ogy.'MV for the ;"' ` A 2) th rates using :the .Rational versi 0. -puny ��ql..,,.,,., .,on Methd y. - vi di. inati _pjgn; of st6rift j�e sizes u i., i h y_xaj i* c s' o.,.. ar DESIGN CRITERIA The following kiVdside C6uhtv Flood Control District (RCFCD) parameters were used in ttfq ptep.,g4fio, if a the Aiial .. .. . analyses: , yses, o Antecedent W�tpre:COdition =100 year 3 . .1 PIWO".. 2 year -- I h,6-Uf* Wddi0kAfi6h 0.597 Plate D-4.3 100y.oat =1 h!"i" P." slope of WO AY * ve 040A 6.59 A 4 2 year hour Fkedjp# on 0.7" 100 year — 3 hour Precipitation * 2:09) Mae E �--;5.2 ® 2 year — 6 hour Pr6cipitati oh OXI Plate 8 -53 ® 100 year — 6h.out Precip#Ation 2.5" Plate -E 5.4 2 year =- 24 hour Preci'pi tati . o . n Plate E -5.4 100 Year — 24 h6ut Pi6cip'It"Mi tat 4.599 Plate E -;5.6 Runoff Coefficient 0.90 Plate 0-5.6 Hydrologic Soil Type "A" ERD '12 ORION -7M xi� �I�Mffl7�jr 4i-- 1 X 3'a NO' MaD I. MI INNO -AN 4g. 'R 'Cl pi :70 -MaD RN S', OAK E, y 1, rg, All . . . . . . . . . . M,18- 4 F. . 12 .7 Mao nIF m a ;F. Mao 32 F Gift n4 Mail? All: • 1 RIVERSIDE COUNTY, CALIFORNIA `SABLE 12. —Soil and water features 77 41sence of an entry indicates the feature is not a concern. See text for descriptions of symbols' and such terns as "rare," "brief," and "perched." The symbol < means less than; > means greater than] Soil name and map symbol Hydro- logic group Flooding high water table Bedrock - Frequency Duration Months Depth Kind Monthn Depth Hardness ' �e pn Badland: BA. Borrow pits: B P. Bull Trail: BtE----------- - - - - -- B None - - - - -- -------- - - -- -- -- ---- - - - - -- >6.0 --- - - - - -- >60 Ca'on: �aD----------- - - - - -- A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 - ------ - - - - -- >60 Ca'on Variant: abD----------------- A None >6.0 - - - - -- -------- - - - - -- ------ - - - --- ----- - - - - -- >60 Carrizo: CCC-- - - - - -- -- - - - - -- A Rare - - - -- -- --- ----- - - - - -- ------ - - - - -- >6.0 ---- --- - - - - - -- - ----- - - - - -- >60 ---- - - -- -- Cisi81t89: ' CdC, CdE, ChC, CkB. A None - - - - -- -------- - - - - -- ------ - - - - -- >6:0 -------- - - - - -- ------ - - - - -- >60 09-----=------ -- - - -- A None- -- -- -- --- ----- - - - --- -- ---- - - - - -: 2.0 .0 Apparent - - -_ Jan- Dec - - -- >60 -- -- - - - - -- Carsitas Variant: CMB, C•M'E----------- C None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 - -- 6-20 Puppable. dbuckawalla: :. Co B, Co D, &C, CnE. B None______ _______ _ ___ ___ ____ ___ __ _ __ >6.0 r1oachella; pA, CPB CsA - - - -- None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------------- ------------ >60 - &A ------- - - - -- None ------ ---- ---- - - ---- --- -- - --- - -- 3.0 -5.6 Apparent -- - -- Jan-Dec___- > 60 - -- -- 1uvaquents: Fa--------- ---- - - - - -- D ' Frequent_ -- Very long =: - -- Apr - Sep - - -- 0.5 -2.0 Apparent - - - -- Jan= Pec - - -- >60 ---- - - - --- Fluvents: Fe ------------------- A/D Occasional__ Very brief____ Jan - Dec___- >6.0 Gilman GaB GbA G68, GeA. �B Rare- -- - - -- ------- - - - - -- - - - - - -- - -- >6.0 -------- - - - - -- ------ - - - - -- >60 -------- GcA . , GfA_- ___ None- - - - -- ---- ---- - - - --- -----= -- - - -- 3.0 -5.0 Apparent ----- Apr -0ot - - -- >60 -- -- -- - - -- Gravel pits and dumps: 6P_ Imperial: IeA---- -------- - - - - -- D None - - - - -- -- --- --- - - - - -- - ----- - - -- -- >6:0 -- --- -- - - -- >60 IfA________________ __ D. None -------------------- ------------ 1.0 -3.0 Apparent - - - -- Jan- Dec - - -- >60 ImCt: Im erial part- - - - - -- lied land D None - - - - -- -- ------ -- - - -- ------------ >6.0 --- ----- - - - - -= ---- __ -- - - -- >60 ---------- Gu part. Imppeerial: rM1: Impperial part- -- - - -- D None - - - - -- - ----- -- -- - - -- ------------- 1.5 -5.0 Apparent_____ Jan-Dec - - -- >60 - Gullied land part. Indio: IPA Is------ ---- - - - --- B None - - - - -- --- ---- - -- - --- ------ - - - --: >6.0 - ------ - - -- -- >60 Ir, It--- --- ---- - -- - -- B None - - - - -- ---- ---- - - -- -- --- --- - - - - -- 3.0 -5.0 Apparent—_ Jan- Dec - - -- >60 --- - - - --- Lithic Torripsamments: LRt: Lithic Torripsamments part. D None --- - -- ------ -- - - - - -- ------------ >6.0 . ____---- -- - - -- --- --- --- - -- 1 -10 Hard. Flock outcrop part. i • i i { : .4111% fl, a Maim op �Rmlwm i 0, a- - W.Ml � �, 6: MW Imlomm If ig-g-� 91 v'r �Q A RIVERSIDE, COUNTY FLOOD CONYR60F: AND WATER' CONSERVATION -DISTRICT 100-YEAR- I PRECIPIWOON g 3.5 �.� 2.5 ;..3 CL / a • e� ,5 } jo j 6 25 50 .100 . R E' URN PERIOD. � ( WOTE. .. B. ®P. gGiQQ.Bf Q�B ®9Q .P @BLN'l�i.: 109=.g•�v Ono ��ff •e� ®�io� 9P ®� c��S 964 @� �e����� pi§M�' @h,d PD ®d ®I a ®s ®$I" -I P0`iNIPPt oigldd.F ®P bsi®mp6@ '�B��r� 2 °q '7' ate? ho6v =:5® 66 IM— ye ®a Q ®Q up 925 � 66Q h6mv =IA RAWFALL DEPTH VERSUS RETURN PERIOD FOR: HYDROLOGY AMAN, UAL PARTML- DURATION SERIES 'PLATE the District uses -the f ollowing generalized definitions of AMC levels o AMC s Lougest r noff potential. The watershed soils are dry enough to allow satisfactory grading or cultivation to take place.. W-C 11 o Moderate runoff potential, an intermediate condition. AMC 1.11 o Highest r=unoff potential. The watershed is practically sat° urated•froii antecedent rains. in- rainfall based hydrology methods it is normally true that a low AMC index (high loss rates) should be used in developing short return period storms (2 m 5 year); and a moderate to high AMC index (Iowa loss rates) should be used in developing longer return period storms (10 100 year). for the .purpo I ses of. design hyd;�®logy' using District methods, AMC %l should normally be aitftii ed for both t, 10 yeas aged lOb' year fre= z: qaency stogtn, In the case. of pill ray ]g�rd�9 ogy for dazks or - ebris basins, y 's a condition betwseen AMC 1.1 aged . Nd houl.d : be a i;uaed depending on the degree of risk involved in failure of the structure.' � Igngservrsouas areas o Discussion isathe previ ous paragraphs has dealt en= tirely - with infiltration for pervious :surfaces. :In Analyzing - developed areas the- effect -of in►pervious 9v daces `oA--the .a�:tagq irafiltiation rate over the entire watershed must be Ohsi;dekedo. Estimated sieges -of.. lmpexo. .,_ vious percentages for various types of 'devie:lopiiient are give on Plate D-5,E ?' or E-6.3-(identical Plates). Values given are for the .actual percentage of area covered by i pervious surfaces; however, studies have shoraaa that effedti.ve impervious area -is genera11y smaller than aetu4 Impervious area. A m er of reasons "for this difference tiara be cited,: i.e*'.',- an impervious 3 surface discharging oa�to s. pervious surface where infiltgatien iWay take from loci I depression storage,, pendous 8 �� under the S overhang of 'rooftop eves, etc. Tae di,fferende betveeaa effective and actual s Coo m j% • - Sladden Engineering: 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 39-725 Garand Ln., Suite G, Palm Desert,, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 January 23, 2006 Project No. 544 -2106 06 -01 -063 Washington III, Limited 80-618 Declaration Avenue Indio, California 92201 Attention: - Mr. Bill Sanchez Project: Target Store Highway 111 & Adams Street La Quinta, California Subject: Supplemental Percolation Testing for Stormwater Retention As requested, we have performed additional percolation testing on the subject site in order to re- evaluate the infiltration potential of the surface soils within the existing retention basin. Infiltration testing was performed within the existing retention basin directly south of the Lowe's Store, Percolation testing was performed on January 20, 2006, with a double ring infiltrometer. Testing indicated relatively stable infiltration rate of approximately 3 inches per hour. If you have. questions regarding this letter, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. An{sonl` Principal Engineer Peres /pc AN 'n i m m M ZI t C No. C 45389 \ it Exp.9130106 s' CIVIL T P \� RTFCF CAL \F;�/ 1� Copies: . 2/Washington III, Limited • Double Ring Stormwater Percolation Data Sheet Project: Washington Park - Phase 3 (South of Lowes) Project No.: 544 -2106 Test Hole: E Date Excavated:1 -20 -06 Description of Test Area: Soil Classification: SM Percolation Tested by: Hogan Wright Date: 1 -20 -06 Reading Time Time Inner Change Outer Change Outer Inner Outer No. of Interval Ring Inner Ring Outer Ring Ring Ring Reading (min:) (in.) (in.) (in. ) (in.) Conversion (in. /hr.) (in. /hr.) 8:59 10.0 12.5 1 10 2_3 1_9 2;2 13.8 13.5 9:09 7.7 10.6 9:09 10.2 10.5 2 10 1_5 1_7 2_0 20 12.0 9:19 87 8.8 9:21 8.7 8.8 3 10 1_0 1_3 1_5 621 9.2 9:31 7.7 7.5 9:31 7.7 7.9 4 10 0.8 0.9 1.1 4.8 6.4 y 6_9 7_0 9:41 7.9 8.8 5 14 2.8 1_2 1_4 4_8 8_5 9:51 7_1 7_6 9:51 7.7 9.1 6 10 0_8 0.8 0._9 4`8 5_7 10:01 6.9 8;3 10:01 8_3 8.7 7 10 0_6 0_6 0 .77 3_6 4_2 10:11 7.7 8.1 10:11 8.1 8.5 8 10 0_5 9.6 L7. 3_0 4_2 10:21 7_6 7_9 10 21 7_8 9 20 1_0 1_0 1_2 3_0 3.5 10:41 6.8 7_4 10 :41 8.9 7.9 10 20 1_1 1_3 1`5 .3_3 4_6 11:01 7_8 lL.6 11:01 8_0 9'0 1 1 20 0.8 1.3 1.5 2.4 4.6 11:21 712 - 7.7 11:21 8_0 8 ^3 12 20 1_0 0_9 1�1 3_0 3,2 11:41 7.0 7.4 0 0 SPEER Civil CONSULTING ENGINEERS ... ?aeepiny you create tie convnunit asset you enuision Map for Test Location "E" Sladden Engineering did not provide a map, for Test Location "E ", however, Brett Anderson states in his January 23, 2006 letter that Test Location "E" was "performed within the existing retention basin directly south of the Lowe's Store ". The retention basin Mr. Anderson is referring to is - -- Retention Basin #4 - -- as identified on the PCA's Hydrology Map, or alternatively, a location similar to Test Location "A" as identified on the location map supplied by Sladden Engineering in conjunction with its January 21, 2003 test results. Comment by Steve Speer 50855 WASHINGTON ST ♦ SUITE C -280 ♦ LA QUINTA ' ♦ CALIFORNIA 92253 Office: 760.285.7335 Fax: 760.269.3580 www.speercivil.net • AdELON Sladden Engineering 6782 Stanton Ave., Suite A, Buena Paris, CA 90621 (714) 523-0952 Fax (714) 523 -1369 39 -725 Garand Ln., Suite G, Palm Desert,. CA 92211 (760) 772 -3893 Fax (760) 772 -3895 January 21, 2003 Washington III, LTD Dale Frank & Associates, Inc. 7825 Southwest 76'" Street Mercer Island, Washington 98040 Attention: Mr. Dale Frank Project: Proposed Target Store Highway 111 & Adams Street La Quinta, California Subject: Percolation Testing for Stormwater Retention Project No. 544 -2106 03 -01-041 As requested, we have performed percolation testing on the subject site in ordtr to determine the infiltration potential of the surface soils. The percolation rates determined, should be useful in assessing stormwater (or nuisance water) retention needs. It is our understanding that onsite stormwater /nuisance water retention is required. It is proposed to collect runoff within several shallow retention basins. Infiltration testing was performed within 4 test holes excavated with hand equipment. Percolation testing was performed on November 12, 2002. Testing indicated relatively stable infiltration rates of approximately 4 inches per hour or more. The test holes extended to a depth of approximately 5 feet below grade. It should be noted that the infiltration rates determined by testing are ultimate rates based upon short duration field test results in the specific test locations. An appropriate safety factor-should be applied prior to use in design to account for potential subsoil inconsistencies, and potential silting of the percolating soils. The safety factor should be determined with consideration to other factors in the stormwater retention system design, (particularly stormwater volume estimates) and the safety factors associated with those design components. If you have questions regarding this letter, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEE Brett L. Anderson Principal Engineer Peres/pc A 1. NO l , Z .Z m No. C 45389 z ExP.9 /30/06 FCAUF. %.•' . Copies: 2/Washington III, LTD Double Ring Stormwater Percolation Data Sheet Project: Washington Park - Phase 3 Project No.: 544 -2106 • . Test Hole: A Date Excavated:11 -12 -02 Description of Test Area: Soil Classification: SM Percolation Tested by: Hogan Wright Date: 11 -12-02 Reading Time Time In' ner Change Outer Change Outer Inner Outer No. of Interval Ring . Inner Ring Outer Ring Ring Ring Readino (min.) (in.) (in_) (in_) (in_) Conversion. (in-(hr.) fin-/hr.) • 8:50 18.5 28.6 1 73.2 11.2 64.$ 67.3 '. 9:00 7_7 15.4 9:00 18.3 15.4 2 10 9.4 11; 5 9_8 56.4 58- 9:10 3_9 9:10 8_9 28.5 3 1_Q 7Q 8_5 za 44.0. 43.4 1_9 20.0 9:20 18.6 20.0 i 4 10 5_5 6_8 5`8 32.0 34.7 9:30 13.1 13.2 lb 9:30 13.1 13.2 5 10 5_0 � 3 5_4 30.0 32.1 9:40 8_1 M 9:40 8_1 28.7 6 10 4 -8 6.0 285 30.6 9:50 3_3 22.7 9:50 8.4 23.7 7 10 4_5 5_7 4_8 27.0 29.1 1 '0 31_.9, 17.0 10:00 13.9 17.0 8 10 4_3 5_4 4.6 25,8 27.5 10:10 9_6 1,1_6 10:10 9.6 11.6 9 10 42 U 4A 253 26.5. 10:20 5_4 6_4 10:20 18,5 27:8 10 10 3_9 4.8 411 234 24.5 10:30 14.6 23.0 10:30 1_4.6 23.0 11 10 3.9 4.7 4.0 23.4 24.0 10:40 10.7. 18.3 10:40 8 18.3 12 1Q :4_0 9.4 24.0 24.0 10:50 6_7 13.8 . Double Ring Stonnwater Percolation Data Sheet Project: Washington Park - Phase 3 Project No.: 544 -2106 • Test Hole• F1 Date Excavated:11 -12-02 Description of Test Area: Soil Classification: SM Percolation Tested by: Hogan Wright Date: 11 -12 -02 Reading Time. ' Time Inner Change Outer Change Outer Inner 'Outer , No. of Interval Ring Inner Ring Outer Ring Ring Ring Readinn /min-1 [in _1 tin _1 tin 1 (in 1 Cnnvaminn fin /hr 1' fin /hr 1 • 1 0 11:45 18.5 1i 0.8 1 L U 7.6 Al-0 90.8 11:50 11.5 1-.� 11:51 10,,] 12.2 2 5 1_6 1,,Z ] 4 M ],3 11:56 165 10.5 11:57 1$� 112 12:02 17.1 12,5 12:04. 18.0 17-1 4 1Q 5 32 227 15.0 163 12:14 15.5 13.9 12:1'4 13.5 13.9 i5 2.2 2-1 2-3 12.2$ 1U 112 12:30 IM 112 6 1.8 2.1 1:$ 72 Li 5 12:45 1� PA 12:46 11.8 14.7 7 15 2-4 2.0 Z& 62 1:01 9.9 . 12.3 1.01 7 .88 12.3 8 15 13 1A 12 DA 1, 10.7 9 j5 1_9 24 2.0 7�. 8_2 1;32 16.8 12.4 __ 1.32. 1 12.4 10 15 1_3 1-7 ] 5s2 5 1` M 6 1:48 15 5 6.9 11 15 2A _6 2_2 8.4 8_8 2 03 6 14.3 , 7 14.3 12 113 15 U 2* 8 12.1 12.8 Double Ring Stormwater Percolation Data Sheet • Project; jWashjpaton Park - Phase 3 Test Hole: C Project No.: 544 -2106 Date Excavated:l1 -13-02 Description of Test Area: Soil Classification: SM Percolation Tested by: Hogan Wright Date: 11 -12 -02 Reading Time Time Inner Change Outer Change Outer Inner Outer No.. of interval Ring Inner Ring Outer Ring Ring Ring Raadina (min.) (in_) 7in_) (in_) (in.) Conversion (in.1hr.) fin./hr-1 • • 7.57 183 28.4 1 5 2.2 2.J7 2.3 8_8 912 812 16,0 22_U _8.12 18.0 25.7 2 5 � �j 5 &.2 14 21_2 - 8;L A2 23. 3 15 2:2 2.7 L3 8_8 12 4 2 20.5 8:42 12.0 20.5 - 4 1.7 1.7 U $57 10.3 18.5 $:5 10.3 18.5 5 5 1_5 19 1 6. 0 6U5 9.12 8.8 16.6 6 5 14 1& '14 §4 IL7 7 -4 15-0 7.4. 15.0 7 155 1_4 1.$ j�5 ,55 6_1 9,;42 6.0 12.2 U 8 16 J3 14 L2 U 217 4. 11 5 4`7 1. 9 15 1_3 1_6 . 1.4 5 10:2 3_.4 9_9 10:12 3 .44 1 10 15 1_2 1.4 .2 4_8 4,$ �� 11 ?A 15 12 4A L. 1Q ? v.v 7 0 . 10:42 610- 74 12 ] 5 1 2 . 1_5 1_3 45 5.1 10:57 4.8 55 Double Ring Stormwater Percolation Data Sheet 11:14 Project: Washington Park- Phase 3 Project No.: 544 -2106 • Test Hole: D Date Excavated:11 -12 -02 Description of Test Area: Soil Gassitication: SM Percolation Tested by: Hogan Wright Date: 11 -12 -02 Reading Time Time .Inner Change -Outer Change Outer Inner Outer No. of .Interval Ring Inner Ring Outer Ring Ring Ring Readina (min -) (in -1 (in.1 fin-1 (in_) Conversion fin./hr-1 (in /hr-1 is 1 16 11:14 18.1 1 J5 ' 3 4.0 12$ 13.6 1"2 i 9 24.2 11.29 14.9 24.2 2 15 3� 11.44 12.1 2Q$ 2.1 20.8 3 J5 2_6 3-3 2.8 10.4 112 11:59 995 17.5 11:59 9 17.5 4 15 2_5 2&. 10.0 1314 TO ]� 12:14 LQ. 14.5 5 5 � 3.1 12.29 42 � 4.7 11.4 6 . 15 .2_2 2_6 2_2 ' �Q 10Li.L 5 f� f� 12.44 17-8 8 $ 7 2_0 2_6 2_2 8Q 8.8 12:59 15.8 6_2 12:59 15.8 22.4 8 15 2.0 2.4 ?Q $Q L2 1:14 13_8 20.0 1:14 13.8 20.0 9 15 J1 2 -3 2.4 Z& . 7.8 L ].1.9 1 10 15 L 2.3 L02 ZA Z& 10.0 15.4 1 10.4 154 11 15 2.0 2.4 2.0 $3 •v.� y.y M L LQ 12 15 ]:� 2_3 2 Q L " 7& 2. 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(FT) (FT) SIDE / SIDE/ WAY (FT) (FT). (FT) (FT) (n) --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.50 2.00 0.0312 0.167 - - - - - -- 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow- Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE KITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ..': ?: *?:.. ?;?r ?..: :Y : }i: ?. ., .. .. '.: **.. ?: ?: ?r *.. �•* ?: * *i::tk *:t * *.: ?: :Y *?: *?. **s:• ?: 4r *'. .. .. .. ...:t *?c .. :: ?: :. ?: is :4 :t ?: :4 :': .. it ?: .. FLOW PROCESS FROM 140DE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------- =----------------------------------- - - >>>>> RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS<< « <------------------ - - - - -- ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS COMMERCIAL. TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 496.00 UPSTREAM ELEVATION = 80.00 DOWNSTREAM ELEVATION = 73.13 ELEVATION DIFFERENCE = 6.87 TC = 0.303 *[( 496.00 * *3) /( 6.87)] * *.2 = 8.541 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.154 USER - SPECIFIED RUNOFF COEFFICIENT = .8929 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 15.37 TOTAL AREA(ACRES) = 3.34 TOTAL RUNOFF(CFS) = 15.37 FLOW PROCESS FROM NODE 201.00 TO NODE 203.00 IS' CODE = 91 -------------------=-------------------------------------------------------- >> >>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION ,(FEET) 73:13 DOWNSTREAM NODE-ELEVATION(FEET) _ 69.50 CHANNEL LENGTH tHRU :8UBAREA(_FEET) = 361.00 "V" GUTTER WIDTH(,FERT) = ~3.Q0 GUTTER HIKE(FEET) = 0.500 PAVEMENT LIP (FEET) 0.030 MANNING'S N = .0140 PAVEMENT CROSSFALL(DECIMAL NOTATION):,= 0.02000 MAXIMUM DEPTH FEET) 0..80 100 YEAR.RAINFALL INTENSITY(INCH /HOUR) = 4.673 USER- SPECIFIED.RUNOFF COEFFICIENT = .8922 • SOIL CLASSIFICP.TIOnT IS "D" TRAVEL TIME .COMPUTED USING ESTIMATED FLOW(CFS) = 16.77 TRAVEL TIME THRU ;SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.98 AVERAGE FLOW DEPTH(FEET) = 0.76 FLOOD WIDTH(FEET) = 26.15 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MTN.) = 10.05 SUBAREP: AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 2.79 TOTAL AREA.(ACRES) = 4.01 PEAK FLOW RATE(CFS) = 18.16 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.77 FLOOD WIDTH(FEET) 21.42 FLOW VELOCITY(FEET• /SEC:) 3.99 DEPTH *VELOCITY(FT *FT /SEC) = 3.09 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 857.00 FEET. d:d:sk*sk *'.c k h *sF *sF ic'`:kic *sk * *sk sF *:F 1t* *sk :F •k k k sF is sr* ski: * *i:'ir sk•kir *s4 * * * * *Tt *:4 sY *it * *+,c sF •k *i: sk *sk is h*kt *s': FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 -----------------=--------------------------------7-------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRA'TION(MIN.) = 10.05 RAINFALL INTENSITY(TNCH /HR) = 4.67 TOTAL STREAM AREA(ACRES) _ 4.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.16 ..: F: t*....::: F: r**?: j: sk: k: isF :: *k::kk *:ki::k:'c'.::F:: *sF s4+:*** : k* sF'.:: F: s: k*: ::F'.: *:F:r*f::ksF•Y.sk:kt'r'.: t; '.: sF*sk '.•:k it :F sk J: ?t :k *': FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< •ASSUMED INITIAL SUBAREA UNIFORM r DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]` *.2 INITIAL SUBAREA FLOW- LENGTH = 296.00 UPSTREAM ELEVATION = 74•.20 DOWNSTREAM ELEVATION = 73.80 ELEVATION DIFFERENCE = 0.40 TC = 0.303 *[( 296.00 * *3) /( 0.40)] * *.2 = 11.065 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.412 USER - SPECIFIED RUNOFF COEFFICIENT = .8918 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.29 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 4.29 s}Y *s} *k*k*a}sF * *sF ir**? r*• kic***: rir#*** st * * * * * * * * * * # * * * * *aY*?ret:4 *ir is �c?F aY st *?r a}* *?c '.c ** * * *•k s}ic k* FLOW PROCESS FROM NODE 12.00 TO NODE 203.00 IS CODE = 1 >>> > >DESI.GNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 11.'06 RAINFALL INTENSITY(INCH /HR) = 4.41 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29 ** CONFLUENCE DATA ** . STREAM RUNOFF Tc :'INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 18.16 10.05 4.673 4.01 2 4.29 11.06 .4.412 1.09 IN THIS COMPUTER PROGRAM, THE. CONFLUENCE VALUE USED IS BASED ON THE RCFC4WCD FORMULA OF PLA'T'E D 71 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (,INCH /HOUR) 1 22.06 10.05 4.673 2 21.44 11.06 4.412 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.06 Tc(MIN.) = 10.05 TOTAL AREA(ACRES) = 5.10 LONGEST FLOW PATH FROM NODE 200.00 TO NODE 203.00 = 857.00 FEET. .::}:..,::*:: * ?...::* :: .. .. .. .. .. .. .. :t•'.r :. ?t k'r :. ":i•?:......:4?t'..;?; ?; in *:}?: .: *. ?: ?: ?r :4 *:: s: : }?: }:t :: *'.r :}x:}:. .: s }s} �s'r ?. .. .. : }?r 4: :Y -FLOW PROCESS FROM NODE 203.00 TO NODE 701.00 IS CODE = 31 - • ---------------------------------------------------------------- - - - - -- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 71.30 DOWNSTREAM(FEET) = 59.50 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE- FLOW VELOCITY(FEET /SEC.) = 23.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.06 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.10 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 701.00 = 927.00 FEET. FLOW PROCESS FROM NODE 701.00 TO NODE 701.00 IS CODE = 1 ------------------------------=--------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES LTSED•FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION.(MIN.) = 10.10 RAINFALL INTENSITY(TNCH /HR) = 4.66 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CPS) AT CONFLUENCE 22.06 : r&******: 4** s' r****** st: F****'. c***** �•***** * * * * * *:4 * * * * *:'r* *ir * * *a: *k *'ar *fr *si *:: * *�•s4 *:4 *sF *sY FLOW PROCESS FROM NODE 211:00 TO NODE 212.00 IS CODE = 21 --------------------------------=------------------------------------------- • >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TIC = K *[(LENG'T'H * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 485.00 UPSTREAM ELEVATION = 76.30 DOWNSTREAM ELEVATION = 67.00 ELEVATION DIFFERENCE = 9.30 TIC = 0.303 *[( 485.0.0* *3) /( 9.30)] * *.2 = 7.931 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.388 USER- SPECIFIED RUNOFF COEFFICIENT = .8931 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 6.69 TOTAL AREA(ACRES) = 1.39 TOTAL RUNOFF(CFS) = 6.69 * sY**{ r: isY*':**s 4'***********: r********** 4rs 4***** *�• * * *'.'sk'.: *'.c * *:t * * *'r**:r :4 * *?; * *k * *s4 it * *:k ?r FLOW PROCESS FROM NODE 212.00 TO NODE 701:00 IS CODE = 1 -------------- --------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAK[ 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.93 RAINFALL INTENSITY(INCH /HR) = 5.39 TOTAL STREAM AREA(ACRES) 1.39 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.69 ••* CONFLUENCE DATA ** STREAM RUNOFF- Tc INTENSITY AREA NUMBER (CFS) (MIN.) .(INCH /HOUR) (ACRE) 1 22.06 10.10 4.659 5.10 2 6.69 7.93 5.388 1.39 ** t:*: t** ,t * * * * * * *:: * *�t. * * *:t * * *x * *t. ** WARNING******** * * * * * *ir *•t ; *:t *:t *+ * * *x * * * * * +* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 24.00 7.93 5.38.8 2 27.84 10.10 4.659 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.84 Tc(MIN*.) = 10.10_ TOTAL AREA(A(7-RES) = 6.49 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 701.00 = 927.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.49 TC(MIN.) = 10.10 !� PEAK FLOW RATE(CFS) = 27.84 ----------------------=----------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS hl I* '.: :e {: ?: 4: is *4c is :k :l•k': *:: *4; k � *'.r *'.: :: :4 *:4 ': * *•t. :: Xlc' k******: k*• k :t'.r *9r * * * * * *'.c * * * * * * * * * * *r:k :k * *'k *:k ** �• RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2002 Advanced Engineering Software (aes) (Rational Tabling Version 5.9D) Release Date: 01/01/2002• License ID11420 Analysis prepared by: Pardue, Cornwell and Associates 151 Kalmus Drive Suite M -2 Costa Mesa, Ca 92626 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • WASHINGTON PARK RETAIL CENTER • PHASE II 100 YEAR HYDROLOGY STUDY • FILE: 3122, W.O. 312 =1 FILE NAME: 3122.DAT TIME /DATE OF STUDY: 09:16 05/10/2004 ------------------------------------7--------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(;DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PR ECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT 100.00 1 -9 OUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER ",CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPI;ED PIPEFLOW AND STREETFLOW MODEL "* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH. LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE /•WAY (FT) (FT) (FT) (FT) (n) --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.50 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow- Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth.) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 10.0 (FT *FT /S) *•SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* i; *:.:: * :k*n..': is sk �: l•:.: r: rr*> r: 4•*'. k' i* ir: rtk* r: �** rtir:;: h*; cir*'.,• Jr *st•?: *u:k'r:': *:: *i: *:r * * *i: *4: *': *:: 'r 'r * *s": ?: FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- - ->> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ------------------- --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3)' /(ELEVATION CHANGE)]* *.2 INITIAL SUBAREA FLOW- LENGTH = 255.00 UPSTREAM ELEVATION = 74.20 DOWNSTREAM ELEVATION = 73.50 ELEVATION DIFFERENCE = 0.70 TC = 0.303 *[( 255.00 * *3) /( 0.70)] * *.2 = 9.047 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.979 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8926 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) 3.87 TOTAL AREA(ACRES) = 0:87 TOTAL RUNOFF(CFS) = 3.87 FLOW PROCESS FROM NODE 22.00 TO NODE 501.00 IS CODE = 31 -------------------------------=-------------------------------------- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «a ELEVATION DATA: UPSTREAM(FEET) = 71.00 DOWNSTREAM(FEET) = 70.20 FLOW LENGTH(FEET) = 312.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12:1 INCHES PIPE=FLOW VELOCITY(FEET /SEC.) = 3.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE= FLOW(CFS) = 3.87 PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 10.74 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 501.00 = 567.00 FEET. :r *:t *ir**tF it it *it ir' k iri *aF *ir:F it it * *ir:t it it *'*ic :r :Y it * & *ir *st sF it :t *'x it it it *:Fir:t * * * * * *ir it ir:F *ir it it at it it it it it is it it FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = 1 ------------------------------------------=--------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:. TIME OF CONCEN TRATION(MIN.) = 10.74 RAINFALL INTENSiTY(INC)R/HR) = 4.49 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87 * *ir it it it it it *iri ; *:F:F'.r:t:FsF:F it it it it *ir it ir:t it ir:F sF it it it it it ir:F:F *:4ir'k *:4 it *:F it ir:'r it :k it kat :Y :First *ir it 'rr *ir it it :F it tr it it it :t FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 363.00 UPSTREAM ELEVATION = 79.00 DOWNSTREAM ELEVATION = 73.50 ELEVATION DIFFERENCE = 5.50 TC = 0.303*[( 363.00 * *3) /( 5.50)]ir *.2 = 7.404 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.615 • COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8934 1 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 18.31 TOTAL AREA(ACRES) = 3.65 TOTAL RUNOFF(CFS) = 18.31 •' ir* st�st: tir'..•: t: t: t: 4w: t** *kir *ir *:t:t*�;r *:'r**:t * *:t:t it lost it it irx *:Yir•'ksF it st st it *ic *st * * * *st * * ** *it st :: it :t :t st is ir* FLOW PROCESS FROM NODE 32.00 TO NODE 501.00 IS CODE = 1 ---------------------- =----------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN:) = 7.40 RAINFALL INTENSITY(INCH /HR) = 5.61 TOTAL STREAM AREA(ACRES) = 3.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.31 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR)' (ACRE) 1 3.87 10:74 4:4.92 0.87 2 18.31 7.40 5.615 3.65. t,t.>tiWARNING,t *:t * * * * * * * * * * *:* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D =1 AS DEFAULT'VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. :t it * *;t is hit *sY **k * * *st kir k'ri:ir *ir it * * *ir* *fc it st** sF kir ir'it at * *ir ***ir*it * *,� *st st it * *ic 'k *:t * **ir *ir * *st RAINFALL INTENSITY AND TIME OF`CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2r;STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 20.98 7.40 5.615 2 18.51 10.74 4.492 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE.(CFS) = 20.98 TC(MIN.) = 7.40 TOTAL AREA(ACRES) = 4.52 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 501.00 = 567.00 FEET. * icir*' iriks::<: tkic*: t�* st* dtitlritikatitstisitisstit: istitst* st: tsYir *:tstitstst * *ic:t * *9F *icst it:<isit :cis *'�sYis :ts'hs4stk *sttrkdcit FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <<< ELEVATION DATA: UPSTREAM(FEET) 70.2-0 DOWNSTREAM(FEET) = 68.10 FLOW LENGTH(FEET) = 312.00 MANNING'S N = 0.013 DEPTH OF FLOW.IN 27.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.66 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.98 PIPE TRAVEL TIME(MIN.) = 0.78 TC(MIN.*) = 8.18 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 502.00 879.00 FEET. }:Y is ?: t? r: Y? rit? r: Yi: ir'..•*? r? r**: t*? r** Tfr*?t? rir ir? i**: t* ' Y**** * * *?r * * * * * * * * * * * * * * *X * * *ir * * *3r :`i: .. :: ?: ?: :: • - -FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 ------------------------------------------------------------------ - -- - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 RAINFALL INTENSITY(INCH /HR) = 5.29 TOTAL STREAM AREA(ACRES) = 4.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.98 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[ "(LEN(jTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- :LENGTH = 428.00 UPSTREAM ELEVATION = 77.80 DOWNSTREAM ELEVATION = 73.50 ELEVATION DIFFERENCE = 4.30 TC = 0.303 *[( 428.00 * *3) /( 4.3b)] * *.2 = 8.585 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.138 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8928 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 21.33 TOTAL AREA(ACRES) = 4.65 '.TOTAL RUNOFF(CFS) = 21.33 FLOW PROCESS FROM NODE 42.00 TO NODE 502.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH /HR) = 5.14 TOTAL STREAM AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.98 8.18 5.287 4.52 2 21.33 8.59 5.138 4.65 ?!*: t**, Y? r* **� * *:r ?rk ?r * * * *k': * ?: * * * * * * *�: WARNING****** fl; r**: Y *sr * * ?: * * * * * * * *Y *,o- * *sr�•i:fr ?� IN THIS COMPUTER PROGRAM, THE CONFLUENCE. VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ?r * * ?: '.'.,. ?: °P '. .•.: * frk,Y *?r :Y °..*:t:tf:ic'cf: *kkfr f.....f:?r * *,t *f... mfr f :f :'.r *fr': *f: fr fr :r ?: :': f: ?: fr :Y is *s: '.. f: fr •k RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 41.31 8.18 5.287 2 41.71 8.59 5.138 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.71 Tc(MIN.) = 8.59 TOTAL AREA(ACRES) = 9.17 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 502.00 = 879.00 FEET. FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 31 -------------------=---=---------------------------------------------------- >>>>>COMPUTE PIPE =FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: LIPSTREAM(FEET) 68.10 DOWNSTREAM (FEET) = 63.50 FLOW LENGTH(FEET) = 319.00 MANNIWG'-S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 IN PIPE -FLOW VELOCITY(FEET /SEC.) = 10.49 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 41.71 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 9.09 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 503.00 = 1198.00 FEET. FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN,) = 9.09 RAINFALL INTENSITY(INCH /HR) = 4.96 TOTAL STREAM AREA(ACRES) = 9.17 PEAK FLOW .RATE (CPS) AT CONFLUENCE = 41.71 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ----------------------------------7----------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(4ENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 150.00 UPSTREAM ELEVATION= 74.00 DOWNSTREAM ELEVATION = 73.40 ELEVATION DIFFERENCE = 0.60 TIC = 0.303 *[( 150:00**3) /( 0.6.0)1 * *.2 = 6.786 100 YEAR RAINFALL INTENSITY(INCH %HOUR) = 5.916 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8937 SOIL CLASSIFICATION IS "D" ., SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) 1.85 is st it st i:irh *hst *ir * *iti:iti:h irh * *i :Xhkir:r sk ie *die *ir it it it * * * * *st it it it *ie it it kir st it * * *t krk s4 kir *:r it * *:t * *ir i:* FLOW PROCESS FROM NODE 52.00 TO NODE 503.00 IS CODE = 1 ----------------------------------=--------------------------- - - - - -- - - - - - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.79 RAINFALL INTENSITY(INCH /HR) = 5.92 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.8.5 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 41.71 9.09 4.964 9.17 2 1.85 6.79 5.916 0.35 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D =1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE.MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO • CONFLUENCE FORMULA USED FOR 2 STREAMS.. ** PEAK FLOW RATE TABLE it* STREAM RUNOFF Tc INTENS.ITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 32.98 6.79 5.916 2 43.26 9.09 4.964 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.26 Tc(MIN.) = 9.09 TOTAL AREA(ACRES) = 9.52 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 503.00 = 1198.00 FEET. FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 31 ------------------------------------------------------=---------------- - - - - -- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.3.50 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.07 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 43.26 PIPE TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 9.59 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 504.00 = 1349.00 FEET. • ..........:ti:iri......: *:khi. it hit *:: * * *': *ir:k „ir ith* hiz: rhhhi . *ir *h *h *ir'....�h *:khs'rhh *hit fiz * *ir is *i:$'. .. .. :k ::h FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 • - -- ----------------------------------------- ---------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.59 RAINFALL INTENSITY(INCH /HR) = 4.81 TOTAL STREAM AREA(ACRES) = 9.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.26 hk:: hithkkkkkirkkhkkirk kickkkkhkkkkkkkkkkkkhkkkkkk* kit ir•h sY it *ir•k it sY•k i�ir wir :'r kit is it •h it it it •k is it it :'r FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *:2 INITIAL SUBAREA FLOW:- LENGTH 137.00 UPSTREAM ELEVATION = 74.20 DOWNSTREAM ELEVATION = 73.40 ELEVATION.DIFFERENCE = 0.80 TC = 0.303 *[( 13'7.00 * *3) /( 0.80)] * *.2 6.067. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.327 COMMERCIAL.DEVELOPMENT RUNOFF COEFFICIENT = .8941 SOIL CLASSIFICATION - IS "D!' SUBAREA RUNOFF(CFS) = 1.58 • TOTAL AREA(ACRES) 0.28 TOTAL RUNOFF(CFS) = 1.58 xic itkkh *k•ir ir* kip* ickkk* *hkk *kkirkkirkkkiirkkkkkk *kir is kkkirkk *kkkk *kkkkkki'c irkh *kkir it it irk FLOW PROCESS FROM NODE 62.00 TO NODE 504.00 IS CODE = 1 ------------- -------- ---------- ----=---------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> » >AND COMPUTE VARIOUS CONFLtJENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRAT.ION(MIN.) = 6.07 RAINFALL INTENSITY(INCH /HR) = 6.33 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 43.26 9.5.9 4.808 9.52 2 1.58 6.07 6.321 0.28 st it irh *:7 is it ic:4k ki: kit irkhkkit irk irkkirk irkkk* WARNING *k:lrkk�:rk irkhkst it *kkkhkirk irkk * *irkkir s"•h it �• IN THIS COMPUTER PROGRAM., THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA DF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT.NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. :txk:' ;:c:': is it it si is it it s'�st kir st it lck: t: 4r,* ic: :i:tk *ic *k *i:k- s'r:'c1:st'r:N ts4 i.•k *iY�ir'*s': �ii:4 it iz s: :Y it fr is it *sF': xic * * *i: i; RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW PATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 28.96 6.07 6.327 2 44.47 9.59 4.808 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 44.47 Tc(MIN.) = 9.59 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 504.00 = 1349.00 FEET. FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 31 ---------------- =----------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<<- >> >>>USING COMPUTER- ESTIMATED. PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION bATA: UPSTREAM(FEET) = 63.20 DOWNSTREAM(FEET) = 63.10 FLOW LENGTH(FEET) = 36.0:0 MANNING'S N 0.013 DEPTH OF FLOW'IN 42.0 INCH PIPE IS 3]..4 INCHES PIPE -FLOW VELOCITY:(FEET /S Ed' .) = 5.76 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) 44.47 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.69 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 505.00 = 1385.00 FEET. -FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 1 • ----------- -------------- -----=--- ----------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATTON(MIN.) = 9.69 RAINFALL INTENSITY(INCH /HR) = 4.78 TOTAL STREAM AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.47 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS -CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TIC = K *[(LENGTH * *3) /(ELEVATI6N CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 117.00 UPSTREAM ELEVATION = 73.10 DOWNSTREAM ELEVATION 68.30 ELEVATION DIFFERENCE' = 4.80 TC = 0.303 *[( 117.00 * *3) /( 4.80)3 * *.2 = 3.857 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.106 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8947 • SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 1.21 ?t ••'r ? t? r: 4s; :Y:i'x?t ;Yit:is4 ?r:'r *k ?r:4 ?r ?r dr vY'. t: 4? r? t? r?r> Y*? r? r*:4 ?rsY ?t?r:}Y}?r?r?r *?r?c?r ?r s4 k*?rJt tt fr�u ?ems• *'..•?r :Y sY ?r 'u �?t ;; ?r :Y :4 ?: FLOW PROCESS FROM NODE 72.00 TO NODE 505.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 44.47 9.69 4.777 9.80 2 1.21 5.00 7.106 0.19 IN THIS' COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D =l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE- 'OF PEAK FLOW. s4 sY ir'Ar *sY sY sY is it s4 ir:Yir *ir:Y *fe?r?r *i4 *ir ir?t �k st s4 * * * *s4 it * *ii * *sY it s4 ir**ir irs t s4 s5•? r kit;4 *s4 it it it it sY :4 ie *it *ir s4 *:4 *s4 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO • CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER ((2FS) (MIN.) (INCH /HOUR) 1 24.15 5.00 7.106 2 45.28 9.69 4.771 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.25 Tc(MIN.) = 9.69 TOTAL AREA(ACRES) = 9.99 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 505.00 = 1385.00 FEET. ? rir? r: 4*: 4i•: 4? t*? r: 4:' t:}*? t? r: t?t:'r?tsY:F:4:4:Y *:Y*s4,'u?r?t it s4:Yi* *x:4:lr dt:Y k s41r s4:'r ?r iF 9r *?t '�•ir it :F ?t Ot itu :4 x' it ?r :4 ?c '.'r ?r ?t it ?: ?r :4 st FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 31 --------------------------=------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< -- ------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 63'.10 DOWNSTREAM.(FEET) = 62.60 FLOW LENGTH(FEET) = 255.00 MANNING'S N 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.07 . ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.28 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 10.53 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 506.00 = 1640.00 FEET. • ., .. ?tir?r?. ?t•ksr:'r'...::sY *'.. .. k ?r$.. ., ?r :. .. ?r ?r ?r it '. ?: ifs °r:Yd:h?t ?t ?t ? :?r ?t ?r ?: ?:* * ?: it :'t :r ?r ?. :: ?tfi •7.• ?: ?r? ... :: ?t fr ?rho'.: :Y ?r * ?r :4 FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = - ---------------------------- - -------------------- ----- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.53 RAINFALL INTENSITY(INCH /HR) = 4.54 TOTAL STREAM AREA(ACRES) = 9.99 PEAK FLOW R:ATE(CFS) AT CONFLUENCE = 45.28 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 ------------------------=--------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT .I'S COMMERCIAL TIC = K* [•(LENGTH * *.3) /• (ELEVATION CHANGE)) ** .2 INITIAL SUBAREA FLOW- LENGTH = 570.00 UPSTREAM ELEVATION 74.20 DOWNSTREAM ELEVATION = 70.50 ELEVATION DIFFERENCE = 3.70 TC = 0.303 *[( 510.00 * *3) /( 3.70)] * *.2 = 10.507 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4..551 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8920 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CPS) = 12.79 • TOTAL AREA(ACRES). = 3.15 TOTAL RUNOFF(CFS) = 12.79 FLOW PROCESS FROM NODE 82.00 TO NODE 506.00 IS CODE = 1 -------------- =--= ---------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>> »AND _COMPUTE VARIOUS CONFL$3ENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.51 RAINFALL INTENSITY(INCH /HR) = 4.55 TOTAL STREAM AREA(ACRES) = 3.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 45.28 10.53 4.545 9.99 2 12.79 10.51 4.551 3:15 IN THIS-COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. !r *?r * *?r ?: * ?c sY tir ?r ?r * * *•ksS* *?c*sk * * * * *9: ?r '.r *•:r *t. l: it ?c *?: x *.�•k *:k st ?s ?::tR?t?rit:r *{r •k *:t •h * ?. *ir :t is *s *fi *:t ?: • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. • ?rx PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 57.96 10.51 4.551 2 58.05 10.53 4.545 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.05 Tc(MIN.) 10.53 TOTAL AREA(ACRES) = 13.14 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 506.00 = 1640.00 FEET. •:r ?:*:Yir?r�x *+tk?r: irk: 4- kir*? rst' x*? r**?:: r**: Y?:? rt? r? c�•* ir**° k? t? r*: 4 #r * *?r?r:i•?rir:Y?::5•st:5•°kic ?r ::•et :4 dr is ** *:t :Y sY :Y et :4k FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 21 -------------------------------- -------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 419.00 UPSTREAM'ELEVATION = 80.20 DOWNSTREAM ELEVATION = 69.20 ELEVATION DIFFERENCE 11.00 TC = 0.303 *[( 47.9.00 * *3) /( 11.00)] * *.2 = 7.025 100 YEAR .RAINFALL INTENSITY(INCH /HOUR) = 5.795 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8936 SOIL CLASSIFICATION IS "D" • SUBAREA RUNOFF(CFS) = 30.60 TOTAL AREA(ACRES) = 5.91 ` TOTAL RUNOFF(CFS) = 30.60 ******** t? c? c***? r***: t? t? r: i? t****: t* ir: 4: t? c: 1r** ks4*: F? c: Ya 'i:4?rir•kir:csk:'r4c *?c?r:4 *ic st fi *fr :k ?c it fc 'c :t ?r is *:k ?c ?r is is FLOW PROCESS FROM NODE 92.00 TO NODE 601.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING COMPUTER = ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: LIPSTREAM(FEET) = 64.70 DQWNSTREAM(FEET) = 60.80 FLOW LENGTH(FEET) = 369.00 MANNING'S N 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.77 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER'OF PIPES = 1 PIPE- FLOW(CFS) = 30.60 PIPE TRAVEL TIME(MIN.) = 0.70 TC(MIN.) = 7.73 LONGEST FLOWPATH FROM NODE 91.00 TO NODE 601.00 = 788.00 FEET. ****************..,**' r : t'. r: 4: k: 4**-k*' k***-**** **t:?t?r ?c* *******f..*?:*** *:'r ***** *****:'r*?t** * FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 10 >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< .. ?c •.'. .. ?r ?e • ?: ;. .: *•l; ?r ;c ?: * * * ?r ?r :k is * ?r k:F ?r ** *ir ::•: *::: k? c? r:'.•** *vr:Pi: * ?e *ir?r:t• * *i:: *::• * *?e '.r :r *;r �•k ?: **•�•ir ? : * ?r •h FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21 ---------------------------------------------------------------------------- • -_>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 575.00 UPSTREAM ELEVATION = 77.10 DOWNSTREAM ELEVATION = 69.20 ELEVATION DIFFERENCE = 7.90 TC = 0.303 *[( 575.00 * *3) /( 7.90)] * *.2 = 9.075 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.969 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8926 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 10.07 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 10.07 it *it:4 *it it it at st:4it:t *ir tF it * * *ir at *ir at it it at it it ih• * *ir it it :4 at 'k it s4 *:4 at it at *at it •ir *: tic *ir ir: t it aY at * * *a4 at at *ir it '.r :F *it **at FLOW PROCESS FROM NODE 122.00 TO NODE 606.00 IS CODE = 31 >>>>>COMPUTE PIPE =FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM (FEET) = 65:90 DOWNSTREAM(FEET) = 65.70 FLOW LENGTH(FEET) = 190.00 MANNING'S N'= 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES PIPE =FLOW VELOCITY(FEET /SEC.) = 2.79 ESTIMATED.PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = . 10.07 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 10.21 LONGEST FLOW PATH FROM NODE. 121.00 TO NODE 606.00 765.00 FEET. it *:tit'ir it ak it ak it ** * *'x it ak it it is *ir ak it st ir:4:t ak it it sk �k, *:t at k:t. it it it it is * *ir *ir st it it:F it it it *irit*ir at *:4 :4 a4 it it it it it it it it a4 it it FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIOIV(MIN.) = 10.21 RAINFALL INTENSITY(INCH /HR) = 4.63 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.07 *xi:�:t it it is it it it it it a4 ir*it*ir *ittt v4 it it it it it kir *;k it'kat *it it it *it at it it it it *ir 'k a4 it * *ir it i tat:: it it '.r tr •k is kir it is *ir ',t •k :k :4 'ru FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = `250.00 UPSTREAM ELEVATION = 71.80 DOWNSTREAM ELEVATION = 70.00 ELEVATION DIFFERENCE = 1.80 TC = 0.303 *[( 250.00 * *3) /( 1.80)] **.2 = 7.401 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.616 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8934 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF(CFS) = 3.36 •� ?:: 4'.;?:: 4* �•: 4: 4::: 4? rvr*? r* ir***? t*?:***: 4: 4?c?r:4:4t:4'At?:?r?r?: *?t* * *?r 9r it *?: * ?rkh?r *is?r* *u *?t ?r 'k * *?rt *?r sl••.t it *4?: FLOW PROCESS FROM'NODE. 124.00 TO NODE 606.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON_ PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET).= 66.00 DOWNSTREAM(FEET) = 65.70 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET /.SEC.) = 3.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.36 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 7.85 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 606.00 = 340.00 FEET. FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 1 >>>. »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.85 RAINFALL INTENSITY(INCH /HR) = 5.42 TOTAL STREAM AREA(ACRES) = 0,.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.07 10.21 4.630 2.27 2 3.36 7.85 5.419 0.67 ** * * * * * * * * * * * * * * * * * * *k * * * * * * * * * ** WARNING**** * * * * * * * * * * * * * * * * * * * * * * * * * *z * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *: 4****: 4*******? c******' kir**: 4* st******* ir******• X* : 4** * * * * * * * * * * * *•k * * * * * * * ?r*s4 * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.11 7.85 5.419 2 12.94 10.21 4.630 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.94 Tc(MIN.) = 10.21 TOTAL AREA(ACRES) = 2.94 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 606.00 = 765.00 FEET. ....... a.... r..... �..:. r....... i:'.::• YsY'.• s' r:rir•t:Y:Y•l:kt *k *kir * *ir *:ri: is it *:Y *i:i.•it ::'•ir *f�A: * *:: * *i: it is *ir it is it ie it :Y it it :r sY :Y •} FLOW PROCESS FROM NODE 606.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------- - - - - -- - >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON_ PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 65.70 DOWNSTREAM(FEET) = 64.60 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.21 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.94 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 605.00 = 899.00 FEET. FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.57' RAINFALL INTENSITY(INCHJHR) = 4.54 TOTAL STREAM AREA(ACRES) = 2.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.94 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 --------- - - - - -- ---------=-------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<< << ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC K *[(LENGTH * *3) /(ELEVATION CHANGE)3i1*.2 INITIAL SUBAREA FLOW- LENGTH = 441.00 UPSTREAM ELEVATION = 75.70 DOWNSTREAM ELEVATION = 69.60 ELEVATION DIFFERENCE = 6.10 TC = 0.303 *[( 441.00 * *3) /( 6.10)3 * *.2 = 8.150 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.300 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8930 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 19.97 TOTAL AREA(ACRES) = 4.22 TOTAL RUNOFF(CFS) = 19.97 FLOW PROCESS FROM NODE 102.00 TO NODE 605.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.15 RAINFALL INTENSITY(iNCH /HR) = 5.30 TOTAL STREAM AREA(ACRES) = 4.22 TC PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.97 (CFS) • (INCH /HOUR.) (ACRE) 1 29.96 ** CONFLUENCE DATA 5.243 7.16 LONGEST FLOWPATH STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.94 10.57 4.536 2.94 2 19.97 8.15 5.300 4.22 * �* xir: r: r*: t*****: t*: t* ir******* ir**** xkWARNING** �•*: tir * * * * * * * * * *ir * * * * * * * *fi * * * * * *k* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *:tit * * *: Fir******* it**************** it********* ir****** '.r *ir * * * *ir * *•k ** * *:tkk * *:t*ir ir* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 29.96 8.15 5.300 2 30.03 10.57 4.536 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE.(CFS) = 29.96 Tb(MIN.) = 8.15 TOTAL AREA(ACRES) = 7.1'6 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 605.00 899.00 FEET. FLOW PROCESS FROM NODE 605.00 TO NODE 601.00 IS CODE = 31 • >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) 64.60 DOWNSTREAM(FEET) = 60.80 FLOW LENGTH(FEET) = 1 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.24 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.56 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.30 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 601.00.= 1017.00 FEET. FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY<< «< MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR.) (ACRE) 1 29.96 8.30 5.243 7.16 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 601.00 = 1017.00 FEET. • : it MEMORY BANK # 1 CONFLUENCE DATA ir� STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 30.60 , 7.73 5.473 5.91 LONGEST FLOWPATH FROM NODE 91.00 TO NODE 601.00 = 788.00 FEET. kit'.r:4i:kkitk o4kxkk' ::4 * :4 * *fr *x:Y tr :t *: tit * * *:tWARNING *:4 * * * * *i• *:t ** ** "k * * * * *)c it it* •ir �s �•�r :4 it sr s4 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. * * * * * * * * * ** x, k* *** :k *it * * * * * * * * *•k *•k + * *:r * * * * *'k *ic •a *•x * * *•n * ** h * * * * *•n * *ir *'� *:4 * * * *it* **PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 58.49 7.73 5.473 2 59.27 8.30 5.243 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.49 Tc(MIN.) = 7.73 TOTAL AREA(ACRES) = 13.07 FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <<< ELEVATION DATA: UPSTREAM('FEET) = 60.80 DOWNSTREAM (.FEET) = 53.40 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 114CH PIPE IS 22:2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.75 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 58.49 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.12 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 602.00 = 1342.00 FEET. * *kkk * ** kit * *ic ir**• k: k* ic*** ic; k**** i�*; k*********"**** it* *' e'. c * * * * * * *tt* * * * * * * * *w * * *•k * * *•k FLOW PROCESS FROM NODE 602.00 TO-NODE 602.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.12 RAINFALL INTENSITY(INCH /HR) = 5.31 TOTAL STREAM AREA(ACRES') = 13.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 58.49 kic :}ir v. r: kir**: tir *:k:F *::• * *•�•sk *�kk *ekk ** *ir it * *ir * * * * * * **' * * * * *�•ir * *ir it x :: *:4 * * *:k *'rc *ir it *irk * *i.• *;r* FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 ---------------------------------- ------ - ----------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA'UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 260.00 UPSTREAM ELEVATION = 71.90 DOWNSTREAM ELEVATION = 69.70 ELEVATION DIFFERENCE = 2.20 TC = 0.303 *[( 260.00 * *3) /( 2.20)] * *.2 = 7.279 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.672 COMMERCIAL.DEVELOPMENT RUNOFF COEFFICIENT = .8935 SOIL CLASSIFICATION IS "D" SUBAREA.RUNOFF(CFS) = 5.07 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 5.07 k'.r'r:t >tir:t k�r>t*°k �r 9r *�r'.rit-0r *:tst * *:4 irk h: t* 3drt> t> 4*: t*> tir 'ks4 * *:'t�r>'r:r *t�ir*'.ch'•r as st :Y *'x 'k :t it :t :t it �.•>t :r :r 4i: dr >4 �r* FLOW PROCESS FROM NODE 112.00 TO NODE 602.00 IS CODE = 1 -------------------------------- -------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES'USED FOR INDEPENDENT STREAM 2 ARE: TIME OF C.ONCENTRATION(MIN.) = 7.28 RAINFALL INTENSITY(INCFi. /HR) = 5.67 TOTAL STREAM' AREA, (ACRES) = 1..00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 ** CONFLUENCE DATA ** STREA M RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 58.4 -9 8.12 5:312 13.07 2 5.07 7.28 5.672 1.00 >t,t >t * * * *� : *;r:r *:t *'r * ** *fir *:r * :•�:r * *> ter * *�c.,tWARN2NG *�: * * * * ** *fir * * * * * *:t>t* *fir * * >t >t ** *fir * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE ED -.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK•FLOW. • 9r tr �r :t :t :t tt :4 * * :F :4 :t :r :Y st :r :k � 3r *'>t :t it _* '.t * it >} :Y :i ?r tr * 'k :Y * :t >t :Y'.r•>Y 4t * * >t :t :t * st * tr * * ir' it :t tr it >t >Y it :t :t it >t :t :t it * :t * 'r :t RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 57.50 7.28 5.672 2 63.24 8.12 5.312 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.24 TC(MIN.) = 8.12 TOTAL AREA(ACRES) = 14.07 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 602.00 = 1342.00 FEET. :' tk: t>':: 4i:• k>'::' r ::::::�cx *9:k>t'r:r *:r.:r:tir>t it tr: tf:> t'. r: Y*: r*> 4�r* ii* �r ;t*ir *:t>F>4ir:tf *ic:4:tk:t'.r :t is *:i '.tt * *'r :r >t it :t :Y 'r :t is FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 31. ------------------------------------------------ =--------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THR•U SUBAREA« <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 53.40 DOWNSTREAM(FEET) = 52.70 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE PIPE -FLOW VELOCITY(FEET /SEC.) _ ESTIMATED PIPE DIAMETER(INCH) _ PIPE- FLOW(CFS) = 63.24 PIPE TRAVEL TIME(MIN.) = 0.07 LONGEST FLOWPATH FROM NODE 121 IS 26.2 INCHES 11.50 36.00 NUMBER OF PIPES = 1 Tc(MIN.) = 8.19 .00 TO NODE 603.00 = 1393.00 FEET. it: :t * * *:ti:it:r::ir:: *:., tit:;: t* x: t***; t* d:*** it*: t*** it***: t**•* at*****: tsr* s. * * *:s• * * * * * * * +:tir:aa� *i: *�r* FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< :tkkkkkir :t st it kit it it *'.r it it it st it st ft * *:'t * *t4 it *i::lt it it *ic it iF* *:[r *ir it at:F * * *sF it it it'.t:F it it it:h it it :l•:t it •.F it it it '.r it *�t'.t :t FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 -------------------------- -------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED.INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3} /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH .989.00 UPSTREAM ELEVATION'= 76.50 DOWNSTREAM ELEVATION 67.30 ELEVATION DIFFERENCE = 9.20 TC = 0.303 *[( 9.89.00 * *3) /( 9.20)] * *.2 = 12.188 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.163 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8913 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 14.18 TOTAL AREA(ACRES) = 3.82 TOTAL RUNOFF(CFS) = 14.18 kk:t k irkkkk:'tkkkkkkkkit * "k kick 74kkkkir *kkiP *iF'ckkkkkkkkk *iF ickkirkkkkiirkit irk irk kirkkkitk it k;tk it FLOW PROCESS FROM NODE 132.00 TO NODE 703.00 IS CODE = 31 -----=------------------- =------------- =------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <c «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 62.80 DOWNSTREAM(FEET) = 55.70 FLOW LENGTH(FEET) = 267.00 MANN ING'S N = 0.013 DEPTH OF FLOW IN 16.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.18 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 12.63 LONGEST FLOWPATH FROM NODE .131.00 TO NODE 703.00 = 1256.00 FEET. k:tkkkkit is k:t {tk *kktkkkkkitk kikkkk:`k'kkki;k:tk:tkkk *kkk kickk:'ckkkkk *kirk is k:: ick itkkk:t kirk kit :t it FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 1 --------------------- --=---------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF.STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.63 RAINFALL INTENSITY(INCH /HR) = 4.08 TOTAL STREAK! AREA(ACRES) = 3.82 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.18 : rti:'. ri:::? rir:"r:r:'r:r?r::k'c *:r:h:k?r?r eYkX*** sri:' k• lra4*: t• hkk*'. �•'. r* *:Y * ** * *'!r *ir * * * * * * * * *jr *ir *dt *?r :4 * * *:t 4r�ir is FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL' METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE))** .2 INITIAL SUBAREA FLOW - LENGTH = 254.00 UPSTREAM ELEVATION = 72.00 DOWNSTREAM ELEVATION = 65., 40 ELEVATION DIFFERENCE = 6.60 TIC = 0.303 *[( 254.00 * *3) /( 6.60)] * *.2 = 5.762 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.526 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8943 SOIL CLASSIFICATION IS "D" SUBAREA R.UNOFF(CFS) = 5.02 TOTAL AREA(ACRES). = 0.86 TOTAL RUNOFF.(CFS) = 5.02 FLOW PROCESS FROM NODE 152.00 TO NODE 703.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS_ = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = ; 5.76 RAINFALL INTENSITY(INCH /HR) = 6.53 TOTAL STREAM AREA(ACRES) = 6.86 PEAK FLOW AATE(CFS) AT CONFLUENCE = 5.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.18 12.63 4.076 3.82 2 5.02 5.76 6.526 0.86 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *: k: 4e4•::* ksM: Y***************: r: 1r** i********: r*****-* * * * *sk *'r * * * * ** ** * * * * * * * * *ir * {r *:4 :r RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 COMPUTED PEAK FLOI RUNOFF (CFS) 11.49 17.31 CONFLUENCE q RATE(CFS) Tc INTENSITY (MIN:) (INCH /HOUR) 5.76 6.526 12.63 4.076 ESTIMATES ARE AS FOLLOWS: 17.31 Tc(MIN.) = 12.63 TOTAL AREA(ACRES) = 4.68 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 703.00 = 1256.00 FEET. • tie•k it is *ir it irl:: ki: k: 4 :k:r:4'.:•kk•::ic * * * *ir *tir:Y *ir is it it i::4'.rir *:�.ie:4*ir it i.• *k.4:YSk *:i1: *i:•hk:4•h *•:r :: *:4 is :4 is *:4 :4 *',r it *ir FLOW PROCESS FROM NODE 703.00 TO NODE 603.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -SLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 55.70 DOWNSTREAM(FEET) = 52.70 FLOW LENGTH(FEET) = 138.00 MANNING'S N = 0.013 DEPTH OF.FLOW 'IN 21.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW .VELOCITY(FEET /SEC.) = 9.96 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.31 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 12.86 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 603.00 = 1394.00 FEET. FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 11 >> »CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** TIME THRU STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 17.31 12.86 4.032 4.68 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 603.00 = 1394.00 FEET. ** MEMORY BANK # 2 CONFLUENCE'DA'PA '* STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 63.24 8.19 5.283 14.07 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 603.00 = 1393.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE-D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT .IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** - STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN:) (INCH /HOUR) 1 74.27 8:19 5.283 2 65.56 12.86 4.032 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW-RATE(CFS) = 74.27 Tc(MIN.) = 8.19 TOTAL AREA(AC12ES) = 18.75 k*:' r'.•*: 4: t*: 4: iir* *:tir ** * * *iri: * * * * *:t * * *'::r *:t sr it *kk ir:Y * *i:iri: *i: *i:' *9::4*ir *:t st * * *:: •�..kk *i: ** *:4 :r s:•ir FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< 1 74.27 8.27 5.252 18.75 2 6.85 10.01 4.685 1.64 : k: Y *:k:4 :k:k *:kir:Y'.r *:k *ir *��'.r :Y :Y it *:4 :k * * * * * *�•* WARNING *'•t *:k:k ar ir•k yr it * * * * *it * *',r tir :k *kir * *ir :: :k *': :. it 'r IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF'PLATE D -1.AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 79.93 8:27 5.252 2 73.09 10.01 4.685 COMPUTED.CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 79.93 Tc(MIN.) = 8.27 TOTAL AREA(ACRES) _ 20.39 LONGEST FLO`WPATH FROM NODE 131.00 TO NODE 604.00 = 1442..00 FEET. FLOW PROCESS FROM NODE 171.00 TO NODE 172.00 IS CODE = 21 --------------------=--------------=-------- - - - - -- ------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS COMMERCIAL TC K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH 327.00 UPSTREAM ELEVATION = 73.00 DOWNSTREAM ELEVATION = 69.50 ELEVATION DIFFERENCE = 3.50 TC = 0.303 *[( 327.00 * *3) /( 3.50)] * *.2 = 7.612 100 YEAR RAINFALL TNTENSITY(INCH /HOUR) = 5.522 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8933 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.95 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.95 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 632.00 UPSTREAM ELEVATION = 75.50 DOWNSTREAM ELEVATION = 59.80 ELEVATION DIFFERENCE 15.70 TC = 0.303 *[( 632.00**3)/( 15.70)] * *.2 = 8.372 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.216 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8929 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) 3.40 ? t: r ?tk?r ?r:YYh?c:4'ri:k ?:k * ?r:4 ?r aY tY?:'. t: Y: 4: r ?r?t?: ?t ?:tr ?r:` :zY ?:*?r *?t?r:Y jr it ?r?r *c:k*?t*:Y?:°k?t*?t sY ?t ?: :Y t ?c sY h ?: ?r sY :Y :Y �• ?: :Y FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------=------------------------------------------ >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.37 RAINFALL INTENSITY(INCH /HR) = 5.22 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT :IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM.ELEVATION = 81.20 DOWNSTREAM ELEVATION 70.95 ELEVATION DIFFERENCE = 10.25 TC = 0.303 *[( 1000.00 * *3) /( 10.25)] * *.2 = 12.007 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.201 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8914 SOIL CLASSIFICATION IS SUBAREA RUNOFF(CFS) = 9.47 TOTAL AREA(ACRES) = 2.53 TOTAL RUNOFF(CFS) = 9.47 FLOW PROCESS FROM NODE 302.00 TO NODE 30.3.00 IS CODE = 62 ---------------------------------------------------------- =----------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>( STREET TABLE SECTION # 1 USED) < <<< UPSTREAM ELEVATION(FEET) = 70.95 DOWNSTREAM ELEVATION(FEET) = 59.90 STREET LENGTH(FEET) = 2340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 2.0.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARICWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back- of= .Wallc Flow Section = 0.0199 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.05 • STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 33.04' AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.49 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.58 STREET FLOW TRAVEL TIME(MIN.) = 15.66 Tc(MIN.) = 27.67 100 YEAR RAINFALL INTENSITY(INCH. /HOUR) = 2.546 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8866 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 6.61 SUBAREA RUNOFF(CFS) = 14:92 TOTAL AREA(ACRES) = 9.14 PEAK FLOW RATE(CFS) = 24.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 39.84 FLOW VELOCITY(FEET /SEC.) = 2.66 DEPTH *VELOCITY(FT *FT /SEC.).= 1.85 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2340.0 FT WITH ELEVATION -DROP = 11.0 FT, IS 18.3 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET .CAPACITY AT NODE 303.00 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 3340.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 202.00 IS CODE = 1 >>>>>DESIGNATE 'INDEPENDENT STREAM FOR CONFLUENCE« <<< » » >AND COMPUTE VARI6US CONFL UENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 27.67 RAINFALL INTENSITY(INCH /HR) = 2.55 TOTAL STREAM AREA(ACRES) = 9.14 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.39 ** CONFLUENCE`DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.40 8.37 5.216 0.73 2 24.39 27.67 2..546 9.14 IN THIS COMPUTER PROGRAM., THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. it Y: rsk* ot' r• lr :c:';ir�'r'.r:4:'rsY:ht:Y� *:F is it:Y:Ftr:Y:ir•kiP+f it sF*9c sF it �i hslr ti '.r :t :49t ''k k:4 :Y :tit:'i *�i'.r �'r * *k *ic * *{i dr s4 :Y :4 it :F �i*4r RAINFALL IN'T'ENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE . ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR.) 1 10.78 8.37 5.216 2 26.05 27.67 2.54.6 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.05 TC(MIN.) = 27.67 TOTAL'AREA(ACRES) = 9.87 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 202.00 = 3340.00 FEET. _________________ -------------- - - - - -- r. END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 9.67 TC(MIN.) = 27.67 -- PEAK - FLOW - RATE(CFS)-- _� - - - -- 2605 - -- - --------- - - - - -- - - -------------------------------------------- END OF RATIONAL METHOD ANALYSIS • • 10 t , r' } . G7 3121r05285100.RES • kick• �• �kk'. rickirk�kitirkkirirkirickkickkkirkkkki: icki: kkkkkkStickks4i: ickirkiekkk >';kkkki:kkirkkksckiririr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2002 Advanced .Eri9i neeri ng Software (aes) (Rational Tabling Version 5.9D) Release Date: 03/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 icicick� 'irki :irkkkirkks:ki :kkkki :i:ick DESCRIPTION OF STUDY iri: ki: isk�- sYk�- uirirkickiri;ickkkkirirk Washington Park City of La Quinta Addendum to Hydrology Report for Design Flows for Proposed Inlets along Washington St. kkicitkiritkkkkkickkkki : *kkirki:kiiicici:irkk Sri ::r irkiricir :ci:;.'iri:irirsYirkitk:r'� �• isir> ;iri:iri:>';irirkicirirki:icki: FILE NAME: S: \312- 1 \SD \3121r05285.DAT TIME /DATE OF STUDY: 04:29 06/08/2005 - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100':00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF,GRADTENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 2 7YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PR,ECIP.ITATION (INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA e; STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE :0.6000 RCFC &WCD HYDROLOGY .MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES;ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET- SECTIONS FOR.- .000PLED•PIPEFLOW.AND STREETFLOW MODEL* HALF CROWN TO STREET- CROSSFALL: CURB GUTTER= GEOMETRIES: MANNING WIDTH CROSSFALL IN / OUT - /PARK- HEIGHT 'WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE / 'WAY (FT) (FT) (FT) (FT) (n) - - - -- --- - - - - -- ------ ------- .. - -. -- - -- -- - - - -- - - - - -- - - - -- - - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.50 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* i:ki:kickkloci: kit'..• kkkkkkieki: iskkkkkkkkirklckir* irsYkkir; rir* icicirici: ic. iciricic' ekkt eirkkickieiricicic '.ciriri:ic:cir FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< - -- - - - - - - -- -- - - - - - - - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = IC *[(LENGTH *k.3) /(ELEV4TI6N CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH 402.00 UPSTREAM ELEVATION = 78.30 DOWNSTREAM ELEVATION = 73.30 Page 1 3121r05285100.RES ELEVATION DIFFERENCE = 5.00 TC = 0.303 *[( 402.00 * *3) /( 5.00)] * *.2 = 8.023 �- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.351 USER - SPECIFIED RUNOFF COEFFICIENT = .8931 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) 13.38 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 13.38 irs'ti: is f: *ir iririr icicfi i; s: xf: fe "fr'.r * *iti: s: iriri; sYsY',:*itie *ir *i: ** is �• *ir * * * *ir'.:i: �•s'r �•i: *fr *irie � * *iries::Yirir *fcirir *i: it FLOW PROCESS FROM NODE 202.00 TO NODE 22.00 IS CODE = 31 ------------------------------------------------=--------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- .PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) 71.00 DOWNSTREAM(FEET) = 70.40 FLOW LENGTH(FEET) = 118.00 MANNING 'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.36 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE FLOW(CFS) = 13.38 PIPE TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 8.39 LONGEST FLOWPATH FROM .NODE 201.00 TO NODE 22.00 = 520.00 FEET. fr is is ici:ir�•ic is it s'ri: it is i:ic'.: is it it sY.ir is is fc i;�ic it is ie i:sYf: sY is fr �•�it is it is is it �•ir is is iric ic'�ic is is fc fc fc it f: ft ic�ic �• *ic is it fr it is s:'.r :: FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME" OF CONCENTRATIbN(MIN.) = 8.39 RAINFALL INTENSITY(INCH /HR) = 5.21 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.38 icicicir* ieieiriri: i.• ici: ie�•', rir**>;' ici: iciriri; ieir' isfr* iriei: sr '.:iririr�iciririrfr�•�•ir *ief; �•'.::: �sYiricir * *ir *i: *iri: *icicfririciciri: FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS 'COMMERCIAL TC = IC* [ (LENGTHir ^'3) / (ELEVATION CHANGE) ] ** . 2 INITIAL SUBAREA FLOW- LENGTH = 200.00 UPSTREAM ELEVATION = 74.20 DOWNSTREAM ELEVATION = 73.50 ELEVATION DIFFERENCE = 0.70 TC = 0' ' .303°[( 200.00 '-*3) /( 0.70)] * *.2 =_ 7.820 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.434 USER - SPECIFIED RUNOFF COEFFICIENT = .8932 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) 3.01 TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 3.01 i:* ir: cicsciefc *fes` *icicfcs'cicfedcitiri:ic fcfcic iric* itsYit'. e* irfcic* sY* i; acic;; i; ; esc' fefticfc 'icfti:fescici:icic * *icir:cic icicir4cicscicf.•s" is FLOW PROCESS'FROM NODE 222.00 TO NODE 22.00 IS CODE = 1 ------------------------------------7--------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ---------------------------------------------------------- -TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.82 Page 2 3121r05285100.RES RAINFALL INTENSITY(INCH /HR) = 5.43 TOTAL STREAM AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.01 kk CONFLUENCE DATA kk STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 13.38 8.39 5.209 2.80 2 3.01 7.82 5.434 0.62 kickickirkkkkkkkirkkkkirkkkkkkkkki.• k�• kkWARNINGkikkkkiri: k'. cirirk� •kk�kkki.•i:kk::i:kirirkkkkie IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. kkkkkkkitkk kitir kkkk: kirkkki: kkkkkkk'.: iekkk'. ckki; i.• kieickkirkkk:; itiritkkkkic '.;kkkiri:kk';i.•i :',:i:ki: RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. kir PEAK FLOW RATE TABLE kk STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 15.48 7.82 5.434 2 16.27 8.39 5.209 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.27 TC(MIN.) = 8.39 TOTAL AREA(ACRES) = 3.42 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 22.00.= 520.00 FEET. kkk'.: kkkkkkkk �•ir �•kickiri; kkkick � •icic',tiricirirkiciririrkkfci: iciesYi: is is iei; irici.•i: kicicitici: iri: ici;iririrkiri:itirici: kir FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------- - ------ ----------------------------------------------- » » >COMPUTE PLPE -. ..FLOW TRAVEL TIME THRU SUBAREA « «< >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< - ------------------------------------------------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 70.4.0 DOWNSTREAM(FEET) = 70.20 FLOW LENGTH(PEET) = 182.60 MANNING'$ N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES PIPE -FLOW VELOCITY(FEET /S.EC..) = 3.20 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FL OW(CFS) = 16.27 PIPE TRAVEL TIME(MIN.) = 0.95 TC(MIN:) = 9.34 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 23.00 = 702.00 FEET. i.• itici ;ickiricieici.•kkki:'.t�•i:ici; irks'• iritki: iticirkic, �• irkici: i; ickic ic'„ it'„ kiriri; k', tki; itksYie�• kirkiei;ki:iciti;ickieicirickic FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.34 RAINFALL INTENSITY(INCH %HR) = 4.89 TOTAL STREAM AREA(ACRES) = 3.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.27 kiciririckicirickkickicirickiricirkiricksYkieir'• rickkkici: irickicici; ickickickkkickici.• icickh 'irkickki;.kkkic:cick�•irick4rk FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 21 ----------------- --------------------------- =------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM • Page 3 312lrO5285100.RES DEVELOPMENT IS COMMERCIAL . TC = 1< *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 467.00 UPSTREAM ELEVATION = 79.00 DOWNSTREAM ELEVATION = 73.50 ELEVATION DIFFERENCE = 5.50 TC = 0.303 °[( 467.00* *3) /( 5,50)] * *.2 = 8.612 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.128 USER- SPECIFIED RUNOFF COEFFICIENT = .8928 SOIL CLASSIFICATION IS it D" SUBAREA RIjNOFF(CFS) = 13.74 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 13.74 iri: ieici: ir',ri :iririeiri: ici: �• *iricicirir icicieiric * *Yci: it is ir'..•i: irie �•irir �•itiriticirieici: *i: * icic is *i: �•*ic *icic',.•iri: *ir *i: *iririr* FLOW PROCESS FROM NODE 232.00 TO NODE 23.00 IS CODE = 1 -------------- 7 -------------------------------------------------- ------------ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.61 RAINFALL INTENSITY(INCH /HR) = 5.13 TOTAL ST REAM.AAEA(ACRES) 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.74 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) ' (INCH /HOUR.) (ACRE) 1 16.27 9.34 4.885 '3.42 2 13.74 8.61 5.128 3.00 . ie it is is is is �•'.: is it �: is is it is is it is is it is it is is is it it is * is ir'` *WAR► I NG it it is �• it is �• it it it is is * * it is * is �` is ic'.: is it �• it is it is it �• �• * is IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCO FORMULA OF PLATE D=1-AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. isieiti: isir* isic* ic* i:* iriritiric�•:: isisicy' ic'.• �' isiei:** isitiri: ir''. c** itK• iti: ititi: irici: itie'. eiticitit *icir * *iri•itit::iciticit'.:* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE .STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 28.74 8.61 5.1.28 2 29.35 9.34 4.885 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.35 TC(MIN.) = 9.34 TOTAL AREA(ACRES) = 6.42 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 23.00 = 702.00 FEET. icieiti: xi: is *icicic *iei: icieirir kir* ir* iric* ir'. rsYiricirie *',rir *irir *iriciricirickie � it ir* irir* iriticiesYiririeirieiriciricirit *i.•ic *': FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 -----------------------------------------=---------------------------------- » » >COMP.UTE PIPE =FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER= ESTIMATED PIP.ESIZE (NON= PRESSURE FLOW) « «< - - -------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 70°20. DOWNSTREAM(FEET) = 68.10 FLOW LENGTH(FEET) = 312.00 MANNING'S.N = 0.613 DEPTH OF FLOW IN 30.0-INCH-PIPE IS 23.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.19 • - ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Page 4 3121r05285100.RES PIPE- FLOW(CFS) = 29.35 PIPE TRAVEL TIME(MIN.) = 0.72 TC(MIN.) = 10.06 .- LONGEST FLOWPATH FROM NODE 201.00 TO NODE 24.00 = 1014.00 FEET. ?eicirkie?: it ?ci: is kkk ?ckk ?rk �•k?e ?rirk ?: kit �•kkk *-,�, kk �•k?: kk?; its` k? : ?tk ?t ?ekkirkkkkkkkiekkkkkkkic� kiekkiekir FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.06 RAINFALL INTENSITY(INCH /HR) = 4.67 .TOTAL STREAM AREA(ACRES) = 6.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.35 kkkk' rich ?rick irkk?: ki:? rkirkkkk? cirkkkk: Ykkki : ?rkkirir ?r4r ?:icic ?c�'•ics: it ?rkkickkkk'ckkirkkirici: iei; kkk ?r?,•iek'.c FLOW PROCESS FROM NODE 241.00 TO NODE 242.00 IS CODE = 21 -------------------------------- -------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED ZNITIAL SUBAREA UNIFORM DEVELOPMENT IS! 'Cb'MM;E:­kfAL TC ,= CHANGE)] .2 INITIAL SUBAREA FLOW- LENGTH •434.00 UPSTREAM ELEVATION= 77.'00 DOWNSTREAM ELEVATION = 13.50 ELEVATION DIFFERENCE = 3.50 TC = 0.303 *[.( 434:00 ? °; °3) /( 3.50)]1, *.2 = 9.021 100 YEAR.RAINFALL.:INTENSITY(INCH /HOUR) = 4.987 USER- SPECIFIED RUNOFF COEFFICIENT = .8926 • SOIL CLASSIFICATION IS "b" - SUBAREA RUNOFF(CFS) = 14.51 TOTAL AREA(ACRES) 3.26 TOTAL RUNOFF(CFS) 14.51 kkk ?ckk ?r itkic?rkkkkk ?ekkkkkkkkkkkki: k?rkkkkkkkkk'.ekkk �•? tirkitickkirk ?c4r *kirkkkickiciri; ir?:kiekicick FLOW PROCESS FROM NODE 242.00 TO NODE 24.00 IS CODE = 1 ----------- --------- --------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >A ND COMPUTE V�4RIOUS CONFLUENCED STREAM VALUES- « «< ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CO NCENTRATI6N(MIN.) = 9.02 RAINFALL INTENSITY(INCM /FIR) = 4.99 TOTAL STREAM AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.51 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 29.35 10.06 4..671 6.42 2 14.51 9.02 4:987 3.26 it ?cic ?: ieirkkickkkkirkkkkickkkirirkitkirici : ?ciri:WARNING�'rkir k �•?ck?ritirirkirkkickkki� kick?: ?ckk ?ckkkkkk IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD*FORMULA OF PLATED-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE-OF PEAK FLOW. is ?ci:' ?ckkiri; kir ?ei•kk ?; kkkirkir' kirkkkkkk- '.rkkk ?eitkkkiik ?eir.kie k': icick?ckki; ick�ri: kkkkk ?r ?ckitkkkkkk?ck RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 0 Page 5 3121r05285100.RES PEAK FLOW RATE TABLE ** • STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 40.83 9.02 4.987 2 42.94 10.06 4.671 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.94 TC(MIN.) = 10.06 TOTAL AREA(ACRES) = 9.68 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 24.00 = 1014.00 FEET. ?t is i; it is ?c sY �• * * ?c it is ?c ?c ?r is is ?: it ?e ?t is ?: is ?r ?: ?r ?c ie ?: is ?: is ?t is ?e it �• it i; is it is ?r is ?e ie * * it ?: * ?e ?: i.• �• ?c * *'.c ?c it it is ?c i; ie ?: i; ?r * is is ?r FLOW PROCESS FROM NODE 24.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ------------------------------------------------------- - - - - -- _- __ - ELEVATION DATA: UPSTREAM(FEET) = 68:10 DOWNSTREAM(FEET) 62.10 FLOW LENGTH(FEET) = 199 ;00 MANNING'S N. = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES. PIPE -FLOW VELOCITY(FEET /SEC..) = 14.04 ESTIMATED.PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS.) _ 42.94 . PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 10.30 LONGEST FLOINP4TH FROM NODE 201.00 TO NODE 26.00 = 1213.00 FEET. it ?c it �• is is it ?t ie is it ? :'ir is is � it i:'r ?c is is �• �• it :: '; i::: ?r it is ?r it -ir :c it �• it ?c is is ie ?r sY ?c is is is is ?r it it i; �• it i; it �• i; ?r ie ?: it �• is is i.• ?c ie is �• is it � it FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - -TOTAL NUMBER .OF STR.EAMS----2---------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CO NCENTRATION(MIN:) = 10.30 RAINFALL INTENSITY(INCH %HR) = 4.61 TOTAL STREAM Aft €A(ACRES) = 9.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.94 ie ?: ?r i; ie ie it ie ie it it is is �: it ?e ?e is it ?: '..• �• is ii �•'..• ?r is �• ?: *?t'.e � * ?e ie sY !: ir'.: ?r ie it * * it * ie ?e ?c ie ?r ie ie ?t it it ?: *': * is is ie is it ie ?e ie is ?r ?e ?r ie ?e FLOW PROCESS FROM NODE 261.00 TO NODE 262.00 IS CODE = 21 ------------- ------------------------------------------ --------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = I< *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 185.00 UPSTREAM ELEVATION = 74.20 DOWNSTREAM ELEVATION = 68.00 ELEVATION._DIFFERENCE = 6.20 TC = 0,303df°[( 185.00 *3) /( 6.20)] * *.2 = 4.824 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL,INTENSITY(INCH/HOUR) = 7.106 USER - SPECIFIED RUNOFF COEFFICIENT = .8947 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.56 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 3.56 ?: � �Y ?c ?; ?e ?; ?: ?c is ?c ?r ?e ?e is ?: is is ?r it ?r ?e 4: * ?t •� >; ?: * it ie is ?e ?; ?; ?: ?t ?e ?; ?: ie ?c ?c ?; ?r ie ?c i'c ie ?r ?e it it ie ?: ?: ?r ?: it �• :'e it * ie is ie ?e ?.• * ?r is ?c * ?; ?: ie FLOW PROCESS FROM NODE 262.00 TO NODE 26.00 IS CODE = 1 ---------------------------- =----------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< • » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< Page 6 3121r05285100.RES TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 7.11 TOTAL'STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3,56 kk CONFLUENCE DATA ki; STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HQUR) (ACRE) 1 42.94 10.30 4.667 9.68 2 3.56 5.00 7.106 0.56 k ?ritkkkkiriekkkicitk ?: irk � ?cirk?:kkiekkirkici: kWARNING '.rkirickitkkkirkkkk &kk: k� it?: kkkk � kkkk �•kir IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D =1 AS DEFAULT VALUE, THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. kkkkkiskkkkkkkitkic` kkirkkk` kk�• kicis�,: iciekii': kiekkkkkitkkkkkirickickitickkickkkkkkki :kitiekkkk RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ick STREAM RUNOFF TC INTENSITY NUMBER (OS) (MIN.) (INCH /HOUR) 1 24.41 5.00 7.106 2 45.25 10.30 4.607 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.25 TC(MIN.) = 10.30 TOTAL AREA(ACRES) = 10.24 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 26.00 = 1213.00 FEET. isk�• kirk?: iric�? tkkkir'. rit. kickirirkicieirkkiti: kirkkkkkirirkkitkkkkkkkkkie "irkkkkkkkitkkkickkkkkickkkirk FLOW PROCESS FROM-NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------- - ------ --------------- =------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - _ ESTIMATED PIPESIZE (NON - .PRESSURE FLOW) « «< _,• -------------------------------.----------------.----------------------------- ELEVATION DATA: UPSTREAM(FEET) = 62.10 DOWNSTREAM (FEET) = 59.20 FLOW LENGTH(FEET) = 36,9.00 MANNING-'S N = 0.013 DEPTH OF FLOW IN 36:0 . INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8:62 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.25 PIPE TRAVEL TIME(MIN.) = 0.71 TC.(MIN.) = 11.01 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 27.00 = 1582.00 FEET. 4riekickkkk � kitkkickkkkkkkkickkitkkkkkkkkick ?rkkk „•: :kkkkkkkkkkkirkkkkkk�kkkitkk'.: kitkkkkiek FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES. USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH /FIR) 4.43 TOTAL STREAM AREA(ACRES)­ 10.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.25 ickirir ?ckitkieitkirkkkick ?cickick'. tics: kkki:'. riri;: Yitiric�Ykkirki; kkkirkkkkic" ieirir�Ykkiekirki :k�Y�•icksYk�kkkkkkk • FLOW PROCESS FROM NODE 271.00 TO NODE 272.00 IS CODE = 21 Page 7 3121r05285100.RES •� --»»>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS « « <------------------ - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH "3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 577.00 UPSTREAM ELEVATION = 75.00 DOWNSTREAM ELEVATION = 69.50 ELEVATION DIFFERENCE = 5.50 TC = 0.303 *[( 577.00 * *3) /( 5.50)] * *.2 = 9.777 100,YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.752 USER - SPECIFIED RUNOFF COEFFICIENT = .8923 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 16.07 TOTAL AREA(ACRES) = 3.79 TOTAL RUNOFF(CFS) = 16.07 iri :',ciriciricici :critic *.icie',: *i:i:i ;i: �•itir'.esYi:�:iciri: itiri: isiri: iti; ici; iei: ieiriciric* irie�• isieir* iciti: iriti ;ir *iri:'.rir�• *ici :ie *::': FLOW PROCESS FROM NODE 272.00 TO NODE 27.00 IS CODE = 1 --------=----------------------------------- - -------------------------------- » » >DE.SIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND,COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.78 RAINFALL INTENSITY(INCH /HR) = 4.75 TOTAL STREAM AREA(ACRES) 3.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.07 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA . NUMBER (CFS). (MIN.) (INCH /ROUR) (ACRE) 1 45.25 11.01 4.425 10.24 2 16.07 9.78 4.752 3.79 iei :�: *irte *ici: iri: ieiriciriesYi:i: is iri: iri: icieicir *iciciriWARNING ** ^• * * *iri:iei: *iricici: �•ici: iriciciriri: iri; iririeiric,'.: �•ic IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 A.S. DEFAULT VALUE. THIS FORMULA WILL NOT NECESSAR3LY RESULT IN THE ,MAXIMUM VALUE_OF PEAK FLOW. isi; iciti; iti: ieirieiric�• iciriciri; iciritiriricieirieiririri; ie�iri; i;is�tieic` *iriri.•irir�:ir�ir* its• tc*** sY *ieieiesY *irisieksYieiri.•*ic RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE it* STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 56.26 9.78 4.752 2 60.22 11.01 4.425 COMPUTED CONFLUENCE.ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE .(CFS) = 60.22 TC(MIN.) _ TOTAL AREA(ACRES) = 14.03 LONGEST FLOWOATH FROM NODE - 201.00 TO NODE 11.01 27.00 = 1582.00 FEET. irieiric'.:i.•ici: iri: icir'. e* iriri: isici:', ritieicieitirieicieicie* iricieiei; ieieiri: iriririci: ici: iririr*'.: ic* i; irieiei :i:iririri:iiiti; *i :iri:itici; FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 31 ---------------------------- - ---------- -------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< • ELEVATION DATA:- UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) = 58.00 Page 8 3121r05285100.RES FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.013 • DEPTH OF FLOW IN 39.0 INCH•PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.16 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 60.22 PIPE TRAVEL TIME(MIN.) = 0.28 TC(MIN.) = 11.29 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 28.00 = 1736.00 FEET. is iri: *'.: is ir'.ci: is is is is *.:itir is is i:ici: it*icicirir �• �'it'.ri: is is *ieitieiei: irieirici:'.r irs: * *iritiei: �.:iric itic:: *ir *i: is itieic* is ieiric itir FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 ----------------------------------- =---------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11,29 RAINFALL INTENSITY(INCH %HR) = 4.36 TOTAL STREAM.AREA(ACRES) = 14.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.22 iti: is it ieiriciricicicir*i: it ieiriciririeic�tiri: iritirici: iricitiricirici: icirxi: ici: icici: is *iti: iri: iticieitici: it *iti: icirir iti: it �•ie iricit ** FLOW PROCESS FROM NODE 281.00 TO NODE 282.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEV4TION CHANGE)]; *.2 INITIAL SUBAREA FLOW- LENGTH = 387.00 UPSTREAM ELEVATION 72.50 DOWNSTREAM ELEVATION = 68.50 • ELEVATION DIFFERENCE = 4.00 TC = 0.303ir[( 387:0W :*3.). /( 4.00)] * *.2 = 8.200 . 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.281 USER - SPECIFIED RUNOFF.COEFFICIENT = ,8930 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 11.65 TOTAL AREA(ACRES) = 2.47 TOTAL RUNOFF(CFS) = 11.65 isisicic* icicici: �• isirici:* ici:** i; itici:' iciritirir* isicitiriiric* �• isiriei: ieie* iticiri: icic�• iciri: i:' x'. ci :ic *irit *icirkic *:ti ; *iriciric FLOW PROCESS FROM NODE 282.00 TO NODE 28.00 IS CODE = 1 ----------------------------------=----------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ------7------------------------------------------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.20 RAINFALL INTENSITY(INCH /HR) = 5.28 TOTAL STREAM AREA(ACRES) = 2.47 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 11.65 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (IN& /HOUR) (ACRE) 1 60.22 11.29 4:359 14°03 2 11.65 8.20 5.281 2.47 ARNINGiririririti :'eiritirir *iriti:iciriti: iciricicirieicsYiricicir',ritit IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS.DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. iriricici: ism: ir* iricir'.: isitic�•* iritieitieici: �•* iciri: ie' kicieici: ieicitit*'. ric*'.:* iritirie* iririti: isicxi ric:ririr *�• *irieits:icirit Page 9 312lrO5285100.RES • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR). 1 55.38 8.20 5.281 2 69.83 11.29 4.359 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 69.83 'TC(MIN.) = 11.29 TOTAL AREA(ACRES) = 16.50 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 28.00 = 1736.00 FEET. iri: isieirie:: iririciririciciriricirieiriri :it':iti :':irieicieiti:ir ieiriti: irieiriritiritsYieiti: iricicie' xiri: iricici; iricieic�Y :'r�•ici:iri:iricieicir FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 31 ---------------------------=------------------7---------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « <<< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM.(FEET) 58.00 DOWNSTREAM(FEET) = 54.90 FLOW LENGTH(FEET) _ 398.00 MANNING'S N = 0.013 DEPTH OF FLOW IN '42.0 INCH PIPE IS 29.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.56 ESTIMATED PIPE'DIAMETER(TNCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) 69.83 PIPE TRAVEL TIME(MIIV.) 0.69 TC(MIN.) = 11.98 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 29.00 = 2134.00 FEET. i :i:i ;icirieieiei:iriciciei :'„ iri:.: irici: isisfcitieieiri :icic�•itfriririritdcs:i;i; its` iti: irieiciri: iricic�iciriririti ;icicirfcici:ieicirirfeicirief: -- FLOW - PROCESS - FROM - NODE - - - -- 29_00 -TO- NODE - - - -- 29_00 -IS- CODE- =--- 1---- - - - - -- • » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN..,) = 11.98 RAINFALL INTENSITY(INCH /HR) = 4.21 TOTAL STREAM AREA(A(RES) = 16.50 PEAK FLOW RATE(CFS) AT CO'NFLUENCE'= 69.83 is irieie * *ici: ieie* is is iti; is irie *iei.•.it::iei: is fei.• *irfeiei: it * *i; iririeicieieirieieieie *iefe � *. *i: isiefr *` *icf: itie *. **ie ** � iti: `i: FLOW PROCESS FROM NODE 291.00 TO NODE 292.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = I( *[(LENGTH *i°3) /(ELEVATION CHANGE)]* *.2 INITIAL SUBAREA FLOW- LENGTH = 652.00 UPSTREAM ELEVATION = 72.00 DOWNSTREAM ELEVATION = 68.50 ELEVATION DIFFERENCE = 3.50 TC = 0.303 *[( ,652.00 * *3) /( 3.SO)] * *.2 = 11.517. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.307 USER - SPECIFIED RUNOFF COEFFICIENT -- .8916 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 11.56 TOTAL AREA(ACRES) = 3.01 TOTAL RUNOFF(CFS) = 11.56 . FLOW PROCESS FROM NODE 292.00 TO NODE 29.00 IS CODE = 1 Page 10 3121r05285100.RES 0- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.52 RAINFALL INTENSITY(INCH /HR) = 4.31 TOTAL STREAM.AREA(ACRES)_= 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.56 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 69.83 11.98 4.206 16.50 2 11.56 11.52 4.307 3.01 is it is ir'.: is is is is is is it is i; �• is it ie it it is it it it is is is is is � it ie is WA R N I NG is it * it ': it � is is it is it is �• it is is * is �• :: i; is is * �• 1: is is is is i; * is IN THIS COMPUTER PROGRAM, THE CONFLUENCE. VALUE USED IS BASED ON THE .RCFC &WCD FORMULA OF PLATED -1 AS DEFAULT VALUE. THIS FORMULA WILL, NOT NECESSARILY RESULT 'IN THE.MAXIMUM VALUE OF PEAK FLOW. is i :'t is it � it is it is is i:'ic is it * is is is is it is is irl: * ie k.ic is is is * it': sY * i': is iF* ie it is it is if * is is ie � is it is it it is is is is it it �• is is it is is �,: is is is is RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE *' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (IN(CH /HOUR) 1 78.67 11;52 4.307 2 81.12 11.48 4:206 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.12 TC(MIN.) = 11.98 TOTAL AREA('ACRE.S) 19.51 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 29.00 = 2134.00 FEET. kic'.ci: ici: isicirir:ciciricir:ei:i.• *i:* it :riciricie:ciriciciei;iriciri; ici; �* isicicirsY�iririricfriririeiri: iririeir 'eiri :i.•ieicYici:iri:irit�ir FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 » » >RAT'IONAL METHOD INITIAL SUBAREA ANALYSIS « «< AS'SUMED.ZNITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE).] * *.2 INITIAL SUBAREA FLOW- LENGTH = 695.00 UPSTREAM ELEVATION = 74.60 DOWNSTREAM ELEVATION = 68.50 ELEVATION DIFFERENCE = 6.10 TC = 0.303 *.[( 695.00 * *3) /( 6.10)]" *.2 = 10.708 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.500 USER - SPEC'IF'IED RUNOFF COEFFICIENT = .8919 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(.CFS) = 21.59 TOTAL AREA(ACRES) = 5.38 TOTAL RUNOFF(CFS) = 21.59 is is r• is it i; it is ie is ie is is it is ie is ie'ic ie it �Y is is is * is is is i; it ie * it ie'.c ir'.c � it i; is is is is i; is is ic':'.: is is is is is is is x': it is i; is ie � � is i; is 'k :; i:'.t ie is FLOW PROCESS FROM NODE 402.00 TO NODE 41.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING"COMPUTER- ESTIMATED PIRESIZE_ (NON_ PRESSURE FLOW) « «< . ELEVATION DATA: UPSTREAM(FEET) = 66.00 DOWNSTREAM(FEET) = 63.50 Page 11 3121r05285100.RES FLOW LENGTH(FEET) 386.00 MANNING'S N = 0.013 • DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.57 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 21.59 PIPE TRAVEL TIME(MIN.) = 0.98 TC(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 41.00 = 1081.00 FEET. ir', riri:'.: isisisiri:* iri: irirsY* iriri: isiririririri: ic* iriri :itiri :iri.•iririrxitir. *i: �iri.•i:i: *it;i.•i:i:i:i: iris *i: *iri:'.rieirie *i:i :s:i:i:* FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -------------------------------------------------------------------- - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.69 RAINFALL INTENSITY(INCH /FIR) = 4.27 TOTAL STREAM AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.59 ir'.: is is * is sh is * is is sY � is is is i::Y >;•'..' is is * it is R• ic'.: sY is � f, it * � it it s: * ic'.c it � is it is it st it * is it st is is is it is i.• >; is ie is �• � �• s4 it is is it it is � is ie FLOW PROCESS FROM NODE 411.00 TO NODE 412.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = IC *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 980.00 UPSTREAM ELEVATION 73.00 DOWNSTREAM-ELEVATION = 68.00 . ELEVATION DIFFERENCE 5.00 TC = 0.303'°.[( 980:00 * *3) /( 5.00)1* *.2 = 13.694 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.882 USER - SPECIFIED RUNOFF COEFFICIENT = .8908 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CPS) = 17.57 TOTAL AREA(ACRES) = 5.08 TOTAL RUNOFF(CFS) = 17.57 '. ri.' iciri: ici: iririri: iriri: ieirititi; iei: ir* iti: irieiriritieitic*'.::.• iciriciciciri: ie* ie*'. tir i:* ic'. ririri: isisitie:' cieieieic'.:s:iricie *iri:iri:ir FLOW PROCESS FROM NODE 412.00 TO NODE 41.00 IS.CODE = 1 » » >DESIGNATE INDEPENDENT.STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.69 RAINFALL INTENSITY(INCH /HR) = 3.88 TOTAL STREAM AREA(ACRES) = 5.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.57 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 21.59 11.69 4.270 5.38 2 17.57 13.69 3.882 5.08 ieiri: *i: is is ir'.: sYi: icieic *iei: icirici: iciri: irsYiririeieiei: *WARfVINGgc * * *s't � •ieieir **ieiriesYsYieirsYieiri: i.•sY *iri: *iei: *iriri.• IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. • isiriritieiri: iriririe* iri: irirsYir:: ii:: isiritiri: ir* i.• itiriri:* iririei: irir* ieie** iri:** ieiti: iri: iri: iririri :i:i:ieiririri:i:iri:'. :iririr Page 12 • 3121r05285100.RES RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *it STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 36.59 11.69 4.270 2 37.20 13.69 3.882 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.59 TC(MIN.) _ TOTAL AREA(ACRES) = 10.46 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 11.69 41.00.= 1081.00 FEET. ir*�Yicfci ;ir'.: �•* isisfcicicfciciriti; f: icic** i:* f: icicfcf: f: irirfe* frfri.• i; icfr* sYirfciri: icirfeiefrfcieicir* iric $ciciciticief:i;fcici:ici;ic* FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 ----------------- 7 ----------------------- 7 ---------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED •INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC K*[(LENGTHiri °3) /(ELEVATION CHANGE)] *ir.2 INITIAL SUBAREA FLOW = LENGTH = 396.00 UPSTREAM ELEVATION 72.00 DOWNSTREAM ELEVATION = 63.50 ELEVATION DIFFERENC = 8.50 TC = 0.3 E 03 *[(. 396.00 "3) /( 8.50)]' *.2 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = USER - SPECIFIED RUNOFF COEFFICIENT = .8935 SOIL CLASSIFICATION IS "D" SUBAREA kONOFF(CFS) = 25.41 7.150 5.733 TOTAL AREA(ACRES) = 4.96 TOTAL RUNOFF(CFS) = 25.41 itf: f: isfrfcicfcicf: fcirf: f: itfeicfciefcfefr* feicfrfcfcicfri: iririciciricf: ieicit** icicieirieitfri: itf: icf: icfri: f: f: frfefcYcfif :frfrftfefcfcfcfcirf: FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ------------------- --------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « <. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 450.00 UPSTREAM ELEVATION = 74.20 DOWNSTREAM ELEVATION = 70.50 ELEVATION DIFFERENCE = 3.70 TC = 0.303*[( 450.00 * *3) /.( , 3..70)] * *.2 = 9.117 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.955 USER - SPECIFIED RUNOFF COEFFICIENT = .8926 SOIL CLASSIFICATION IS "Dso SUBAREA RUNOFF(CFS) = 11.94 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 11.94 is f:'.; f: fcir *f: *f: irf: fc *iti: fciriciricitf: f: is fcfrfrf::: is fcftfefciticYftfrir *� icfcf: fcf: fcf: f: feieirfc * * *fc ft f: ft * *f: iriricf: fri:feicf: fr fc FLOW PROCESS FROM NODE 602.00 TO NODE 61.00 IS CODE = 31 --------------------------------------------- ------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « <<< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON_ PRESSURE FLOW) « «< ELEVATION'DATA: UPSTREAM(FEET) 68.00 DOWNSTREAM(FEET) 57.00 FLOW LENGTH(FEET) = 515.00 MANNING'S N = 0;013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 8.98 Page 13 3121r05285100.RES ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.94 PIPE TRAVEL TIME(MIN.) = 0.96 TC(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 61,00 = 965.00 FEET, iciri:i :iciri; ic�..•itir�•iciti:iei: ici: icicici: icsYiri.• iciti: isi; isiti: ic:: s'• iriri: ie: YiesYiti: icic i;i;'.:iti:iri;iei:ir�ieic'.t �•iei: iri;ickYiri:ie:Yir FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 IS CODE = 1 ------------------ 7 ------------------ --------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES U5ED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATTON(MIN.) = 10.07 RAINFALL INTENSITY(INCH /HR) = 4.67 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.94 isiricici: icic�Yiri: isiciriei: isieici: irkic�ieiti: �Yiri: isirir: Yi :i ;icici:sYici,•iri: *i :iriciti: ieici:i:icic'.riei: �• iririciticiriri :�..•ie * *i:iei::Yic FLOW PROCESS FROM NODE 911.00 TO NODE 612.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED.INITI'AL SUBAREA UNIFORM DEVELQPMENT IS COMMERCIAL TC = I< *[(LENGTH";r7l) /(' ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW-LENGTH 558.00 UPSTREAM ELEVATION 72.80 DOWNSTREAM,ELEVATIQN = 67.50 ELEVATION DIFFERENCE .= 530 TC = 0.303 *[( 558.'00* *3) /( . 5.30)] * *.2 = 9.654 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.788 USER- SPECI;FI,ED.RUN OFF COEFFICIENT = .8924 • SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 10.13 TOTAL AREA(ACRES) = 2.37 TOTAL RUNOFF(CFS) = 10,13 '. aiciei :i:iciciriri :iriti:icicir* ici.• �• icit� •ieiric *icxiciri:ie'.r'..•ir'i: ici: isitiriiir *�•i:'.r�•ir*�•ir'• :iririeic *i :•ici::: *icicitieieici:icicie* FLOW PROCESS FROM NODE 612.00 TO NODE 61.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT .STREAM FOR » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< --------------------- - - -------------------------------------------------- --- TOTAL NUMBER 00 S'T'RE'AMS'= 2 CONFLUENCE VALUES •USED-FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9."65 RAINFALL INTENSITY(INCH /HR) = 4.79 TOTAL STREAM AREA(ACR(S) = 2.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.13 ici; CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MI.N.) (INCH /HOUR) (ACRE) 1 11.94 10.07 4:668 2.70 2 10.13 9.65 4.788 2.37 i:iriri.•i:i: ici; isicic *i :i•iei:iciri :i.•ici:ic'ei:i: �iri.• ic* �ti <WARNING� *�c *�•�• *ic�•iricir* ici: ic:: itici :icir'icicic *iri :ieic:::Yi:'.: IN THIS COMPUTER PROGRAM, THE CONFLUENCE•VALUE,USED IS BASED ON THE RCFC&WCD FORMULA OF PLATED -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN.THE•MAXIMUM•VALUE OF PEAK FLOW. is�Y„• isxieiricitiriri.• iticiesY* iti: **** icic� ':::iei;**ic:Yi.•irii *iciYci; ici; it* irYc�• �• sYici: cit�Yir: �iticiricici :�•icirir::irit* **sY RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PA90 14 .- 0 • ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 21.57 9.65 2 21.81 10.67 3121r05285100.RES INTENSITY (INCH /HOUR) 4.788 4.668 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.81 TC(MIN.) = 10.07 TOTAL AREA(ACRES) = 5.07 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 61.00 = 965.00 FEET. is iri: ic�icicie'.ric'..• **irici: `iriri.•i: �• �'..•itic',: i; is is �..•iri: irici: *ici:'•ir *i; ir.i: ieir * *iri: ie *ir �• �•ir is iriririririr *•� * * *iric i; icir irir FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)]* *.2 INITIAL SUBAREA FLOW- LENGTH = 443.00 UPSTREAM ELEVATION 68.00. DOWNSTREAM ELEVATION = 64.00 ELEVATION DIFFERENCE = 4.00 TC = 0.303 *[( 443.00 * *3) /( 4..00)] * *.2 = 8.892 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.030 USER- SPECIFIED RUNOFF COEFFICIENT = .8927 SOIL CLASSIFICATION IS "'D" SUBAREA RUNOFF(CFS) = 13.20 TOTAL AREA(ACRES) = 2.94 TOTAL RUNOFF(CFS) = 13.20 is is isisititititisisisitisisisisititisitir *itit**itit*.*isisitis *is it is it isit* itit is*** it it it it it it is it it it it i tit*isitit*itisititisititisitit FLOW PROCESS FROM NODE 801.W TO NODE 802.00 IS CODE = 21 --------------=----=-------------- ---=--7 ----------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------- - - - - -- -- - - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LEN,GTW - *3) /(ELEVATI6N CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH = 558.00 UPSTREAM ELEVATION = 65.50 DOWNSTREAM ELEVATION 62.50 ELEVATION DIFFERENCE 3.00 TC = 0.303 *[( 558.00 * *3) /( 3.00)]ir *.2 = 10.818 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.472 USER - SPECIFIED RUNOFF COEFFICIENT = .8919 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF.(CFS) = 22.62 TOTAL AREA(ACRES) = 5.67 TOTAL RUNOFF(CFS) = 22.62 sYi: 4:i:'..•:ri: irieiririeici;'.c* ieie *ieieiririri; ir*: e: r: rir: Yieirieiririr '.rieieYr'.e4cir'.e'.•i: ir*'..•* '..• * *'.r�"itiri :'kiriririt4r'r �•ir *iriririri: it FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 21 ----------------------------------------------------=--=-------------- - - - - -- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< - - -- ASSUMED INITIAL:SU BAR EA'UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH = 890.00 UPSTREAM ELEVATION= 71.50 DOWNSTREAM ELEVATION = 64.50 ELEVATION DIFFERENCE = 7.00 TC = 0.303 *[( 890.00 * *3) /( 7.00)] * *.2 = Page 15 12.084 3121r05285100.RES 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.185 • USER- SPECIFIED RUNOFF COEFFICIENT = .8914 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 17.50 TOTAL AREA(ACRES) = 4.69 TOTAL RUNOFF(CFS) = 17.50 'ri : *i:'.:i:�'.:i: �• icicicir'..• isirici :'.:itsriciri:i.•'.:ir�•i: � isisisir *icier•i: *ir *irit* its• iririricir *iiieirititic *�Yi: *'t *i:'.: i :irir�:zY* FLOW PROCESS FROM NODE 101.•00 TO NODE 102.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = IC *[(LENGTHir;r3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA-FLOW-LENGTH = 380.00 UPSTREAM ELEVATION = 74.20 DOWNSTREAM ELEVATION = 73.80 ELEVATION DIFFERENCE = 0.40 TC = 0.303 *[( 380.0V *3)/( 0.40)] * *.2 = 12.854 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.033 USER - SPECIFIED RUNOFF COEFFICIENT = .8911 SOIL .CLASSIFICATION IS "D" SUBAREA RUNOFF.(CFS) = 7.44 TOTAL AREA(ACRES) = 2.07 TOTAL RUNOFF(CFS) = 7.44 i:i:iti:i:irir'. tic'.: isir. iciii:*** sY�• ieitieitic* sYi: iriririt: c'. c',.' isisisitir':: ir; kir ieit * *i:i:it *iri: *it *iti:irir'.eir itiri:iti.•i :icici:',:',:icir FLOW PROCESS FROM NODE 102.00 TO NODE 51.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW .TRAVEL 'TIME_THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON-:PRESSURE FLOW) « «< • ELEVATION DATA:•UPSTREAM(FEET) = 71.30 DOWNSTREAM(FEET) = 64.00 FLOW LENGTH(FEET) 82.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH .PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) _ 7.44 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN..) = 12.95 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 51.00 = 462.00 FEET. icirisic ic'.t *i.•i: iei: itiri: ici: iritiei: * � icit4.•irir iri: irir �•iri: iricieitirieir' *iritir * *itici: it ie:tirir ieit * * ** i.•iriciticiri�:c *i: �•i: it ��'.c FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1 -------------- 7 ------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ----------=-------------=--------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.95 RAINFALL INTENSITY(INCH /HR) = 4.01 TOTAL STREAM AREA(ACRES) = 2.07 PEAIC FLOW RATE(CFS) AT CONFLUENCE = 7.44 i:icic'i:i;itirxic * *i; icici: ic** i; ici.•:;* iri; ic* irici: ic* ic'' c' uieicici< ic*i z** �* iri:'. ci: iric�iri.• ici; i; isi :::'.c:;';irir'.;icicitie'.c'.: ic*ic FLOW PROCESS FROM NODE 11.00 TO NODE 112.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = 1< *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 • INITIAL SUBAREA FLOW - LENGTH = 325.00 UPSTREAM ELEVATION = 75.00 • � Page 16 3121r05285100.RES DOWNSTREAM ELEVATION = 67.20 ELEVATION DIFFERENCE = 7,80 TC = 0.303*[( 325.00* *3) /( 7.80)] * *.2 = 6.461 100 -YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.093 USER - SPECIFIED RUNOFF COEFFICIENT = .8939 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 21.62 TOTAL AREA(ACRES) = 3.97 TOTAL RUNOFF(CFS) = 21.62 iehi:irhhir hhhhhhh'iciri:itiricieir�•i ;ici: '.c *i:i:i:irir•Y.sti: i.•* iri: iti.• isirieitir* i• i,• iriricicicici:* iriririei :iricieiexitici:iciri:ieir FLOW PROCESS FROM NODE 112.00 TO NODE 51.00 IS CODE = 1 --------=------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.46 RAINFALL INTENSITY(INCH /HR) = .6.09 TOTAL STREAM AREA(ACRES) 3.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.62 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.44 12.95 4.0.14 2.07 2 21.62 6.46 6.093 3.97 is irh hhithhhit �•hic ichir is hhhic ithir ici: hhhhhhirWARNINGhhi: hhhh * *hirhhhhih ie it �rhhi: is is ich is i; hir irh it IN THIS COMPUTER PROGRAM,. THE CONFLUENCE VALUE.USED IS BASED • ON THE RCFC &WCD FORMULA OF PLATE D =1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. isicicirhicitit* hhirhieichhhhitirirh' hhicic' �ichhhir.. �h' hhi' citSchi; irir' cici: hiticirhhichitishiritirhhishhhhi :irhhich RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 25.33 2 21.68 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = TC INTENSITY (MIN.) (INCH /HOUR) 6.46 6.093 12.95 4.014 ESTIMATES ARE AS FOLLOWS: 25.33 TC(MIN.) = 6.46 6.04 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 51.00 = 462.00 FEET. it it irh'..•ic is is *h'.ch ieh it ich hic is hic * *hhhi: ie hirhhie *hir sYh �•hhhhithhh hir irh it it is hhith hh hhhsY is it ie it it it ** h ith FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 --------------------------------- -------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT.IS COMMERCTAL TC = K*[(LENGTHit *3) %(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 890.00 UPSTREAM ELEVATION 81.50 DOWNSTREAM ELEVATION 70:95 ELEVATION DIFFERENCE= 10.55 TC = 0.303 *[( 890.00 * *3) /.( 10.55).]**.2 = 11.132 • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.396 USER- SPECIFIED RUNOFF COEFFICIENT = .8892 Page 17 3121r05285100.RES SOIL CLASSIFICATION IS "C" • SUBAREA RUNOFF(CFS) = 5.82 TOTAL AREA(ACRES) = 1.49 TOTAL RUNOFF(CFS) = 5.82 it is is is is �• * is it it it is it is it :Y it is is it ic': it is it it it is ie it it it i:'. :'; ;: �• •� is is is it is is it ir'ir � it it sc is is ie it is is is sr � sY it is is ie it �; it k z: � i; it it i.• is FLOW PROCESS FROM NODE 302.00 TO NODE 321.00 IS CODE = 62 --------------------------------- ------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 71.67 DOWNSTREAM ELEVATION(FEET) = 66.80 STREET LENGTH(FEET) = 785.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for streetfloup Section(Curb =to -curb) = 0.0150 Manning's FRICTION FACTOR for.Bacl( =6f -Walk Flow Section = 0.0199 *'TRAVEL TIME COMPUTED.USING ESTIMATED F.LOW(CFS) = 7.17 STREETFLOW MODEL.RFSULTS USING ESTIMATED FLOW: STREET FLAW DEPTH:(FEET) = 0.48 HALFSTRE_ET FLOOD WIDTH(FEET) 17.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.14 STRE ET .FLOW TRAVEL TIME(MIN.) 5.54 Tc(MIN.) = 16.68 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.449 USER - SPECIFIED RUNOFF COEFFICIENT = .8867 SOIL CLASSIFICATION IS "C' SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS) = 8.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0..51 HALFSTREET FLOOD WIDTH(FEET).= 19.43 FLOW VELOCITY(FEET /SEC.) = 2.45 DEPTH VELOCITY(FT *FT /SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 321.00 = 1675.00 FEET. is ir',ri: iri:'.eit'.: iriciricirir * *sY is is * **icir it *i: *iririeiri.•irir'.c *'.cgYi:::i: sY * *i.•sYi: • lrir* R• iritsYirititir :Yi::ririrsYiriei: ieirir *'.ri: is FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 62 ---------------------------------------------- 7 ------------------------------ » » >COMPUTE. STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< - - -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 67.60 DOWNSTREAM ELEVATION(FEET) = 63.30 STREET LENGTH(FEET) = 854.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFA.'LL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL.) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.0.20 Manning's FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back- of-Walk FIOw Section = 0.0199 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CPS) = 9.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 Page 18 3121r05285100.RES HALFSTREET FLOOD WIDTH(FEET) = 22.98 . AVERAGE FLOW VELOCITY(FEET %SEC.) = 2.33 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 6.12 TC(MIN.) = 22.80 100 YEAR RAINFALL INTENSITY.(INCH /HOUR) = 2.860 USER- SPECIFIED RUNOFF COEFFICIENT = .8844 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 3.34 PEAK FLOW RATE(CFS) = 10.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD.WIDTH(FEET) = 24.91 FLOW VELOCITY(FEET /SEC.) = 2.37 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 322.00 = 2529.00 FEET. iei: is icicir is iririeieici; iriti: itir R•iri: iriricirir* *i: sYir* ieiri; i; irir *stir it �•iciricirieieicici: iciei; �•i: irici; i:iesYi: *ic *i; �•ir'..•icirici; is FLOW PROCESS FROM NODE 303.00 TO NODE 202.00 IS CODE = 10 -----------------------------------------------------------------------'----- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< ---------------------------------------------------------------------------- i::: is icie *i: ir'..'.t* *i: �• *:.•icic'.•i; *i; i, is is it'.:'.tir'..., is �i: icitir � is is i;'•: *iciciriti; iri: iY �•iri: ieic �•.iricitiricirir:: *i.•i: ir'.r'.c i :' „•iritir FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = IC *[( LENGTH *i °3) /(ELEVATION CHANGE)]* *.2 INITIAL SUBAREA FLOW- LENGTH = 632.00 UPSTREAM ELEVATION = 75.50 • DOWNSTREAM ELEVATION = 59.80 ELEVATION DIFFERENCE ,= 15.70.: TC = 0.303'°[( 632.00* *3) /( 15.70)] * *.2 = 8.372 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.216 USER - SPECIFIED RUNOFF COEFFICIENT = .8907 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.39 TOTAL AREA(ACRES) 0.73 TOTAL RUNOFF(CFS) = 3.39 iri: iriri: iciri; iriricieicirici: it itieiriiiciriri: *i.•icitir ic'.cirit *ieiricici: iciricitieiticir *ic *icir �•it *irir *iti: iriricieitic *ir icici: irieitic FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 11 ----------------------- ----------------- --------- =--------- ------------------ » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)_ 1 3.39 8.37 5.216 0.73 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 202.00 = 632.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.97 22.80 2.860 3.34 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 202.00 = 2529.00 FEET. '. cir*:: itieicieiriciticici: sY'. :':itiii;icy;ieiti: * *isi: * *i;.* WARNINGS• �•*'**^• itiri; iriiiric�•** isirititici ;ici:iti :i : * *ir::iti:ir IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. icR• i; irxicicirirsYiricieici :i.•ic *iricici :iciric *irir4 :i: kir: 4ieiticitic* �• ici;* �Yiriciricieiri: irieiri.• �• ici: iriri CiciriritiriCi:itifiCiriCir Page 19 3121r05285100.RES **'PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.42 8.37 5.216 2 12.83 22.80 2.860 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 12.83 TC(MIN.) = 22.80 TOTAL AREA(ACRES) = 4.07 END OF STUDY.SUMMARY: TOTAL AREA(ACRES) = 4.07 TC(MIN.) = 22.80 PEAK FLOW RATE(CFS) = 12.83 ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 20 0 • ® -1 sconada— Base P vie A A" 1 °1 J�5 J -1 J °2 SYSTEM SCHEMATIC -LIME °A" ,1-3 Title: Washinton Parlc -Phase II -Lino A Project Engineer: Hayward Pardue s:1392- 1\sdllinea.s'tm Pardue Comwell ,% Associates StormCAD v3.0 [399] 04/22!03 02:44:48 PM 0 Haestad Methods, Inc. 37 Brookside goad Waterbury, CT 06708 USA (203) 755 -1666 Page 1 o41 0 SCON'D: Base SUMMARY Label Section Size Nbrma Depth (ft) Critica Depth (ft) Depth Ir (ft) Depth Ou (ft) Invert Ir (ft) Total System Flow (cfs) Invert Ou (ft) Hydraulic Grade In (ft) Hydraulic Grade-0ut- (ft) Average Velocity (ft/s) Has Hydraulic Jump? Hydraulic Drop (ft/ft) 1 -1 7.41• 7.14 63.79 41.70 63.79 71.20 70.93 P -9 36 inch 3.00 2.10 7.14 6.99, 63.79 41.70 63:68 70.93 70.67 5.90 false 0.003909 J -7 7.00 6.73 63.67 41.70 63.67 70.67 70:40 P -8 .36 inch 3.00 2:10 6.73 6.55 63.67 41.70 63.51' 70.40 70.06 5.90 false 0.003909 1 -5 2.72 2.68 67.43, 1.80 67.43 70.1.5 70.11 A -2 12 inch 0.24 0.57 2.68 5.60 67.43 1.80. 64.46 70.11 70.06 2.29 false 0.002553 1 -4 0.73 0.68 68.43 1.50 68:43 69.16 69.11 A-4 12 inch 0.20 0.52 0.68 4.84 68.43 1.50 64.28 69.11 69.12 2.28, false - 0.000899 J -6 6.55 6.26 63.51. 43.50 63:51 70.06 69:77 P -7 36 inch 100 2.15 6.26 5.88 63.51 43.50 63.24 69.77 69.12 6.15 false 0.004254 J -8 5.88 5.57, 6124 45.00 63.24 69.12 68.81• P =6 36 inch 3.00 2.19 5.57. 5.55. 6124 45.00 63:23 68.81 6878 6.37 false 0.004552 1 -3 3.62 161 64:76 0.70. 64.76. 68.38 68.37 A -3 12 inch 0.31 0.35 3.61 4.16. 64.76 0.70 64.19 68.37 68.35 0.89 false 0.000386 J -5 5:55 5.24 63.23° 45.00 .63.23 68:78 68:47 P -5 36 inch 3:00 2.19 5.24 5.17 63.23 45:00 63:1.8 68:47 68:35 6.37 false 0.004552 J-4 5.17 4.84' 63.18 45.70 63.1.8 68.35. 68:021 P-4 36 inch 3.00 2.20 4.84. 4.19 6318 45:70 62.79' 68:02 66:98 6.47 false 0.004695 J -3 4.22 190 62.76 45.70 62.76 66:98 66.66 P -3 36 inch 2.11. 2.20 3.90 195 62.76 45.70 62.57 66.66 66.52 6.47 false 0.004695 1 -2 1.80. 1.34 66.50 12.80 •66.50 68.30 67.84 A -1 18 inch 0.71 1.34 1.34 3.14 66:50 12.80. 63.38 67.84 66.52 7.45 true 0.031123 J -2 3.95. 3.42. 62 :57 58:50 62.57 66.52 65.99. P -2 36 inch 2.64 2.47 3.42 3.23 62.57 58.50 60;931 - 641.6' 8.28 false 0.007694 J -1 n3.26 1.66 .60:90 58.50 60.901 64.16 63.56 P -1 36 inch 2.66 2.47 2.66 2.47 60.90 58.50 59.04 63.56 61.51 9.11 false 0.007548 0-1 2.47. 2.47 59.04 58'.50 59.04. 61.51 61.51 Title: Washinton Park -Phase 11 -Line A s: \312 -1 \sd\linea.stm Pardus Comwell & Associates 04/22/03 02:45:08 PM 9 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 \0 Project Engineer. Hayward Pardue StormCAD v3.0 [319] Page 1 of 1 C • Scenario: Bass I -2 I -8 SYSTEM SC REMATIC -LINES "E°° & 'Cw 16 Title: Washington Park - Phase II - Line B & C Project Engineer: Hayward Pardus s: \312- 1 \sd \lineb:stm Pardue,Corhweol & Associiates StormCAD v3.0 [319] 04/22/03 02:44:19 PM © Haestad Methods,. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 9 of 1 • A'aroo: Bass SUMMARY Label Section Site :Norma Depth (ft) Critica Depth (ft) Depth Ir (ft) Depth Ou (ft) Invert Ir (ft) Total System Flow (cfs) Invert 0u (ft) Hydraulic Grade In • (ft) Hydraulic Grade Out (ft) Average Velocity (ft/s) Has Hydraulic Jump? Hydraulic Drop (ft/ft) 1 -1 2.48 2.22: 65:64 10.10 65.64 68.12 67.86 P -16 18 inch 0.83 1.22 2.22 3.64 65:64 10.10 63:46 67.86 67:10 5.72 false 0.009246 "J-8 3.64 3.39 63.46 10.10 63.46 67.10 66.85 P -6 18 inch 1.50 1.22 3.39 2.67 63.46 10.10 62:40 66.85 65:07 5.72 false 0.009246 1 -6 3.34 2:83 62.82. 14.20 62:82 66:16 65:65 B -3 18 inch 1.50 1.39 2.83 2:68 62.82 14.20 62.39 65.65 65.07 8.04 false 0.018276 J -5 3.19 2:72 61.88. 24.30 61.88 65.07 64.60 P -5 24 inch 2.00 1.74 2.72 1.87 61.88 24:30 61.13 64.60 63:00 7.84 false 0.011795 1 -5 0.24 0.20' 63.00 0.30 63.00 63.24 6120 B -2 18 inch 0.13 0.20 0.20 1.37 63.00 0.30 61:63 63.20 63.00' 1.14 true 0.004556 1 -8 2.03 1.61 66.10 20.001 65.10 67.13 66.71 C -2 24 inch 1.04 1:61 1.61 4.26:. 66.10.' 20.00 64f-.34 66.71 65:60 6.88 true 0.008046 1 -2 3.29 2.98' 64.73 31.00 - 64.73 68:02 67:71' P -9 30 inch 1.68 1.90 2.98 4.24 64.73: 31.00 61`:36 67:71 65:60. 6.32 false 0:005713 1-4 1.34 1.26 61 :50; 4.90 61:50 62:84 62.76 B-4 18 inch 0.56; 0.85 1.26 2.14 " '6150 4.90; 60:57 62.76 62:71 2.93 false 0:001387 J-4 2.88' . 2.78 ..6012. 24.60 60:12, 6300 62:90 P-4 36 inch 2.09 1.60 2.78 2.92 60:12 24:60 59.79 62.90 62:71 3.55 false 0.001123 1 -7 0.89 0.75 65.65 3.80 65.65 66:54, 66.40' C -1 18 inch 030' 0.75 0.75 2:981 65:65; 3.80 60.31 66:40 6129 ' 3.24 true 0.101649 J -7 4.77 4.36; : 60`.83' 51.06 60.83 65:60 65.19 P -8 36 inch 100 2.32 4.36 3.47, , 60:83 51.00 ` 59:82 65.19 6129 7.22 false 0.005847 J -3 2.92 2.78'.:' 5939 29.50 59.79 62:71 62.57 P -3 36 inch 2.41 1.76 2.78 2.80'• 5979 29.50 59:67 62.57 62.47. 4.31 false 0.001642 J -6 3.49 3.03 59:80 54.80 59.80. 63.29 62.83 P -7 36 inch 3:00 2.40 3.03 .2.83 59:80. 54.80 59.64 •62.83 62.47 7.84 false 0.007026 1 -3 1.24 1.02. 6181. 6 ;90• 63:81 65:05 64:83 B -1 18 inch 0.33 1.02 1.02 2:33. 63.81' 6.90 59.64 64.83 61:97 4.66 true 0.264831 J -2 3.84 3.42, 58`.63 84.30 58.63 62.47 62.05 P -2 48 inch 2.70 2.78 3.42 3.58` 58:63 84.30` 58.39 62.05 61.97 7.24 false 0:001791 J -1 3.50 2.90 58.39 91.20 5839 61.:97 61.29' P -1 48 inch 2.77 2.90 2.90 277 58.39 91.20 58:00 61.29 60.77 9.58 false 0.007783 0-1 2.77 2.77: 58.'00: 91.20 58:00: 60:77 60.77. Title: Washington Part: - Phase II - Line B & "C s: \312-1 \sdUineb:stm Pardue Cornwell & Associates 04/23/03 06:24:50 AM © Haestad Methods, 'Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 • Project Engineer. Hayward Pardue StormCAD v3.0 [319] Page 1 of 1 • scenar8 ®e Base Line D 1 °1 ®m1 Z L�m • 0 SYSTEM SCHEMATIC o LINE "D"" J -1 P -4 SYSTEM SCHEMATIC e LINE 1 -3 i um - 1i 1 -5 F ®e3 SYSTEM SCHEMATIC m LKE uo1="" Title: Washington Park- Phase II - LM6 "D" Project Engineer: Hayward Pardue s:\3'12- 1 \sd \lined.stm Pardue Cornwell & Associates StormCAD v3.0 [3191 04/05/04 09:31:17 AM © Haestad Methods, Inc. 37 Brookside Road - Waterbury, CT 06708 USA (203) 755 -1666 Page 1. of 1 iSCADo Bass SUMMARY Label Section Size Length (ft) Bend Angle (degrees Depth Ir (ft) Depth Ou (ft) Invert Ir (ft) Total System Flow (cfs) Invert Ou (ft) Hydraulic' Grade In (ft) Hydraulic Grade Out '(ft) Average Velocity (ft/s) Has Hydraulic Jump? Hydraulic Drop (ft/ft) Calculated Headloss (ft) I -1 0.98 0:81 63.07 4.50 63.07 64.05 63.88. 0.16 Line D 18 inch 139.27 0.00 0.81 1.50 63.07 4.50 56.33 63;88 57.83 3.57 true 0.043471 6.05 0-1 1.50 1.50 56.33 4.50 56.33 57.83 57.83 0.00 1 -6 0.95 0.80' 67.48 4.30 67.48 68:43 68.28 0.16 P -7 18' inch • 17.09 0.00 0.80 1.50 67.48 4.30 65.99 68.28 67.49 3.48 true 0:045869 0.78 I -3 2.18 1.69 65:31 22.50 65.39 67.49 67.001 0.49 P -6 24 inch 66.82 0.00 1.69 2.57 65.31 22.50 59:46 67.00 62.03 7.55 true 0.074405 4.97 1 -2 1.09 0.92 62.32 6.70 62.32 63.41 63:24. 0.18 P-4 24 inch 71.35 0.00 0.92 2.57 62.32 6.70 59.46 63.24 62.03 3.45 true 0.016936 1.21 J -1 2.57 1.85 59:46 29.20 59.46 62.03 61.31 0.72 P -5 24 inch 101.49 0.00 1.85 •2.00 59.46 29:20 55.33 61.31 57.33 9.46 true 0.039214 3.98 0-2 2.00 2.00 55.33. 29.20 55.33 57.33 57:33 0.00 1 -5 4.31 3.93. 56.79 12.40' 5679 61.10 60 .72: 0.38 F 18' inch 207.38 0.00 3.93 1.50' 56.79 12:40' • 56:33 60:72 57:83 - 7.02 false 0.013936 2.89 0-3 1.50 1:50 ' 56:33.. 12.40. 56:33 57.83 f 57.83 0.00 Title: Washington Park - Phase Il - Line "D" Project Engineer: Hayward Pardue s: \312= 1 \sd\lined.stm Pardue Comwell S Associates StormCAD v3.0 [319] 044/05/04 09:31:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 or 1 • C] C7 CATCH BASH CALL LATWNS WAMNGTON PARK o PHASE #11 LA OWNTA, CA "'SUMP BASINS: Q = (3.087) (L) (H)" (From "Green Book ") INPUT: "Q" (cfs) "H",= Max. Allowable Ponding Depth (ft) CONCENTRATION POINT INLET Q100 cfs MAX PONDING q L (Calc'd) ft L for 20% lc ?golhi _ USE ft QmINE NO. 92 31 2' 3:55 4:26 5 C 102 20 2 2.29 .2.75 5 C -2 112 3:8 0.5 .3:46 4.18:. 5 C -1 162 6.9 0.5 6.32 '7:59 8 B -1 132 14.2 1 4.60 5:52 6 B -3 122 10:1 0.7 5.59. 6.70 7 B 172 4.5 0.67 2.66 3.19 _ 3.5 D 182 12.4 0:7 '6:86. .8:23 8. F 102 5:4 .0.5. 4:95. 594 6. F 203 21.6 0:67 12.76 1,5:31 16 E U GRATED BASINS: Q = (P) (3.0) (H)3/2 (From Bureau of Public Rds,) .INP.UT: "O' (cfs) "P" = Effective Perimeter of Basin (ft) (Assumes 50% clogging) "ONCENTRATION' POINT INLET Qioo ifs PERIMETER fft 'EFFECTIVE PERIMETER H (Ca9p'd) ft ISO, OF ORATES LINE NO. .72. 0.7 8.. 4 ..0:15. 1 A_3. 142 0.3. .8 4 0.09 1 B -2 FLOW -BY BASINS: Q = (0.7) (L) (a ¢ y)3i2 (From "Green Book ") INPUT: "Q" (cfs) "a" = Gutter Depression (in) "y" = Flow Depth in Gutter (ft) (Depth calcs attached) CONCENTRATION POINT INLET 02s cfs FLOW DEPTH ft DEPRESSION In L (Cale °d) .0 0. USE (ft) 20% 6I0 LINE NO. 152 4.9 0.22 4. 8:33 10, B4 202 1.3 0.14,. 4 279. 3 - 212 1.6 0.15 4 ' 3.33 4 - • S: \193 -1 \cbca1cs.xls 4/24/03 Worl(sheet Worksheet for Triangular Channel Project Description Project File s: \312- 1 \buz.fm2 Worksheet NODE 212 Flow Element Triangular Channel Method Manning's Formula Solve For ChanneLDepth Input Data Mannings Coefficient 0.015 Channel Slope 0.028000 ft/ft Left Side Slope 0.670000 H : V Right Side Slope 50.000000 H : V Discharge. 1.60 cfs Results Depth 0.15 ft Flow Area 0.55 ft2 Wetted Perimeter 7.56 ft Top Width 7.48 ft Critical Depth 0.19 ft Critical Slope 0.007289 ft/ft Velocity 0 2.90 ft/s Velocity Head 0.13 ft Specific Energy 0.28 ft Froude Plumber 1.88 Flow is supercritical. 04/24/03 07:43:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMastor v5.15 Page 1 of 1 ., W Worlcsheet Worksheet for Triangular Channel Project Description Project File s: \312- 1 \buz.fm2 Worksheet NODE 202 Flow Element Triangular Channel Method Manning's Formula Solve,For Chanriel:Depth Input Data Mannings Coefficient 0.015 Channel Slope 0.028000 ft/ft Left Side Slope 0.670000 H: V Flight Side Slope 50.000000 H : V Discharge 1:30 cfs Results Depth 0.14 ft Flow Area 0.47 ff2 Wetted Perimeter 7.00 ft Top Width 6.92 ft Critical. Depth 0.17 ft Critical Slope 0.007492ft/ft Velocity 2.75. ft/s Velocity Head 0.12 ft Specific-Energy 0.25 ft Froude Number 1.86 Flow. is supercritical. 04/24/03 FlowMaster v5.15 07:42:43 AM i-laestad Methods, Inc. 37 Brookside goad Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 0— Worksheet Worksheet for Triangular Channel Project Description Project File s: \312- 1 \buz.fm2 Worksheet NODE 152 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mandings Coefficient 0.015 Channel Slope 0.030000ft/ft Left Side Slope 0.500000 H: V Right Side Slope 50.000000 H: V Discharge 4.90 , cfs Results Depth 0.22 ft Flow Area 1.25 ft2 Wetted Perimeter 11.36 ft Top Width 11.22 ft Critical Depth 0.30 ft Critical Slope 0.006289 ft/ft Velocity 3.93 ft/s Velocity Head . 0.24 ft Specific Energy 0.46 ft Froude Number 2.08 Flow is supercritical. 04124103 FlowMaster v5.15 07:41:43 AM I-iaestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 0— • Worksheet Worksheet for Rectangular Channel. Project Description Project File s: \312- 1\buz.fm2 Worksheet SQUARE CHANNEL Flow Element Rectangular Channel Method Manning's Formula Solve_For Channel Depth Input Data, Mannings Coefficient 0.013 Channel Slope 0.010000ft/ft Bottom Width 3.50 ft Discharge 15.40 cfs Results Depth 0.64 ft Flow Area 2.24 ftz Wetted Perimeter 4.78 ft Top Width 3.50 ft Critical Depth 0.84 ft Critical Slope 0.004404ft/ft Velocity 6.89 ft%s Velocity Head 0.74 ft Specific Energy 1.38 ft Froude Number 9.52 Flow is supercritical. 04/24/03 FlowMaster v5.15 07:38:58 AM i-laestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 r" . Washington P@Fk Ratea6 Center Nuisance water voiume calulagdon Landscape area: 3.75 acres Irrigation coverage per.day: 0.08° Volume of irrigation per day: 13,063 cf Assume 10% overspray `dotal nuisance Ater per day., 1,306 cf Capacity in d#y we19s 43 " dry wells 4' dia * 11' depth = (Pi *4) / 4 * 11 = 136 cf 3 try welds at 138 cf ea m 414 cf 60 "° dry well 6° dia * 11' depth = (Pi*6) / 6 * 11 = 207 cf 2 dry weft at 20� cr @a m 414 cf Tota8 WO vOgume capacoty = 823 cf §nfiltrafaoh per day Rate = 2" per hour 43" dry. well Area * 2" /hour *24 hr m 12. 64 sf * .17 * 24 = 51.16 cf 3 dry we /% at 51 of ea m 153 cr 60" dry well Area * 2" /hour "24 hr 13.61 sf *.17 *24=76.77cf 3 dry waft at 77 0 ea m 231 cf `dotal gnfiltvado' n per flay m 184 Tota0 Weance) wat(or cspacaty © 1,212 d POND No. 1 100 yr 3 -hr Unit Time Pattern Period Percent* 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 2.600 2.600 3.300 3.300 3.300 3.400 4.400 4.200 5.300 5.100 6.400 5.900 7.300 8.500 14.100 14.100 3.800 2.400 Rainfall Loss rate (in /hr) (in /hr) 0.312 0.200 0.312 0.200 0.396 0.200 0.396 0.200 0.396 0.200 0.408 0.200 0.528 0.200 0.504 _0.200 0.636 0.200 0.612 0.200 0.768 0.200 0.708 0.200 0.876 0.200 1.020 0.200 1.692 0.200 1.692 0.200 0.456 0.200 0.288 0.200 Total Adjusted Rainfall (in) _ "2:000 Unit time (min) = 10.000 Catchment Area (ac) *RCFC & WCD Hyd Manual Plate E -5.9 Efective Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.112 0.329 0.005 0.019 0.000 0.004 0.112 0.329 0.005 0.019 0.000 0.004 0.196 0.576 0.008 0.019 0.000 0.008 0.196 0.576 0.008 0.019 0.000 0.008 0.196 0.576 0.008 0.019 0.000 0.008 0.208 0.612 0.008 0.099 0.002 0.006 0.328 0.964 0.013 0.099 0.002 0.011 0.304 0.894 0.012 0.099 0.002 0.010 0.436 1.282 0.018 0.099 0.002 0.016 0.412 1.211 0.017 0.099 0.002 0.015 0.568 1.670 0.023 0.099 0.002 0.021 0.508 1.494 0.021 0.180 0.004 0.017 0.676 1.987 0.027 0.180 0.004 0.024 0.820 2.411 0.033 0.180 0.004 0.029 1.492 4.386 0.060 0.180 0.004 0.057 1.492 4.386 0.060 0.180 0.004 0.057 0.256 0.753 0.010 0.019 0.000 0.010 0.088 0.259 0.004 0.019 0.000 0.003 Total Volume: 0.340 0.034 0.307 Note net volume less than basin capacity of 0.49 ac -ft POND No. 1 100 yr 6 -hr Unit Time Pattern Rainfall Loss rate Period Percent` (inlhr) (in /hr) 1.00 1.700 0.170 0.200 2.00 1.900 0.190 0.200 3.00 2.100 0.210 0.200 4.00 2.200 0.220 0.200 5.00 2.400 0.240 0.200 6.00 2.400 0.240 0.200 7.00 2.400 0.240 0.200 8.00 2.500 0.250 0.200 9.00 2.600 0.260 0.200 10.00 2.700 0.270 0.200 11.00 2.800 0.280 0.200 12.00 3.000 0.300 0.200 13.00 3.200 0.320 0.200 14.00 3.600 0.360 0.200 15.00 4.300 0.430 0.200 16.00 4.700 0.470 0.200 17.00 5.400 0.540 0.200 18.00 6.200 0.620 0.200 19.00 6.900 0.690 0.200 20.00 7.500 0.750 0.200 21.00 10.600 1.060 0.200 22.00 14.500 1.450 0.200 2100 3.400 0.340 0.200 24.00 1.000 0.100 0.200 Total Adjusted Rainfall (in) = 2.500 Unit time (min) = 15.000 Catchment Area (ac) = 2.940 . t Efective Inflow Outflow Net Rain Volume' Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.095 0.280 0.006 0.019 0.000 0.005 0.107 0.313 0.006 0.019 0.000 0.006 0.118 0.346 0.007 0.019 0.000 0.007 0.123 0.363 0.007 0.019 0.000 0.007 0.135 0.396 0.008 0.067 0.001 0.007 0.135 0.396 0.008 0.067 0.001 0.007 0.135 0.396 0.008 0.067 0.001 0.007 0.140 0.412 0.009 0.067 0.001 0.007 0.146 0.429 0.009 0.067 0.001 0.007 0.151 0.445 0.009 0.140 0.003 0.006 0.157 0.462 0.010 0.140 0.003 0.007 0.168 0.495 0.010 0.140 0.003 0.007 0.180 0.528 0.011 0.140 0.003 0.008 0.202 0.594 0.012 0.140 0.003 0.009 0.241 0.709 0.015 0.140 0.003 0.012 0.270 0.794 0.016 0.140 0.003 0.014 0.340 1.000 0.021 0.140 0.003 0.018 0.420 1.235 0.026 0.230 0.005 0.021 0.490 1.441 0.030 0.230 0.005 0.025 0.550 1.617 0.033 0.230 0.005 0.029 0.860 2.528 0.052 0.230 0.005 0.047 1.250 3.675 0.076 0.230 0.005 0.071 0.191 0.561 0.012 0.019 0.000 0.011 0.056 0.165 0.003 0.019 0.000 0.003 Total Volume: 0.405 0.056 0.348 Note net volume less than basin capacity of 0.49 ac -ft POND No. 1 100 yr 24-hr Unit Time Pattern Rainfall Loss rate Period Percent" (in /hr) (in /hr) 1.00 1.200 0.054 0.200 2.00 1.300 0.059 0.200 3.00 1.800 0.081 0.200 4.00 2.100 0.095 0.200 5.00 2.800 0.126 0.200 6.00 2.900 0.131 0.200 7.00 3.800 0.171 0.200 8.00 4.600 0.207 0.200 9.00 6.300 0.284 0.200 10.00 8.200 0.369 0.200 11.00 7.000 0.315 0.200 12.00 7.300 0.329 0.200 13.00 10.800 0.486 0.200 14.00 11.400 0.513 0.200 15.00 10.400 0.468 0.200 16.00 8.500 0.383 0.200 17.00 1.400 0.063 0.200 18.00 1.900 0.086 0.200 19.00 1.300 0.059 0.200 20.00 1.200 0.054 0.200 21.00 1.100 0.050 0.200 22.00 1.000 0.045 0.200 23.00 0.900 0.041 0.200 24.00 0.800 0.036 0.200 Total Adjusted Rainfall (in) = 0.063 4.500 Unit time (min) = 0.213 60.000 Catchment Area (ac) _ 0.140 2.940 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.030 0.088 0.007 0.019 0.002 0.006 0.033 0.096 0.008 0.019 0.002 0.006 0.045 0.132 0.011 0.019 0.002 0.009 0.053 0.154 0.013 0.019 0.002 0.011 0.070 0.206 0.017 0.067 0.006 0.011 0.073 0.213 0.018 0.067 0.006 0.012 0.095 0.279 0.023 0.067 0.006 0.018 0.115 0.338 0.028 0.067 0.006 0.022 0.158 0.463 0.038 0.067 0.006 0.033 0.205 0.603 0.050 0.140 0.012 0.038 0.175 0.515 0.043 0.140 0.012 0.031 0.183 0.537 0.044 0.140 0.012 0.033 0.270 0.794 0.066 0.140 0.012 0.054 0.285 0.838 0.069 0.140 0.012 0.058 0.260 0.764 0.063 0.140 0.012 0.052 0.213 0.625 0.052 0.140 0.012 0.040 0.035 0.103 0.009 0.140 0.012 0.000 0.048 0.140 0.012 0.230 0.019 0.000 0.033 0.096 0.008 0.230 0.019 0.000 0.030 0.088 0.007 0.230 0.019 0.000 0.028 0.081 0.007. 0.230 0.019 0.000 0.025 0.074 0.006 0.230 0.019 0.000 0.023 0.066 0.005 0.019 0.002 0.004 0.020 0.059 0.005 0.019 0.002 0.003 Total Volume: 0.607 0.225 0.441:: Note net volume less than basin capacity of 0.49 ac -ft • C • e POND No. 2 100 yr 3 -hr Unit Time Pattern Period ' Percent* 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 2.600 2.600 3.300 3.300 3.300 3.400 4.400 4.200 5.300 5.100 6.400 5.900 7.300 8.500 14.100 14.100 3.800 2.400 Rainfall Loss rate (in /hr) (in /hr) 0.312 0.200 0.312 0.200 0.396 0.200 0.396 0.200 0.396 0.200 0.408 0.200 0.528 0.200 0.504 0.200 0.636 0.200 0.612 0.200 0.768 0.200 0.708 0.200 0.876 0.200 1.020 0.200 1.692 0.200 1.692 0.200 0.456 0.200 0.288 0.200 Total Adjusted Rainfall (in) = 2.000 Unit time (min) = 10.000 Catchment Area (ac) 'RCFC & WCD Hyd Manual Plate E -5.9 Efective Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.112 0.635 0.009 0.053 0.001 0.008 0.112 0.635 0.009 0.053 0.001 0.008 0.196 1.111 0.015 0.053 0.001 0.014 0.196 1.111 0.015 0.053 0.001 0.014 0.196 1.111 0.015 0.053 0.001 0.014 0.208 1.179 0.016 0.260 0.005 0.011 0.328 1.860 0.026 0.260 0.005 0.020 0.304 1.724 0.024 0.260 0.005 0:018 0.436 2.472 0.034 0.260 0.005 0.029 0.412 2.336 0.032 0.260 0.005 0.027 0.568 3.221 0.044 0.260 0.005 0.039 0.508 2.880 0.040 0.410 0.008 0.031 0.676 3.833 0.053 0.410 0.008 0.044 0.820 4.649 0.064 0.410 0.008 0.056 1.492 8.460 0.117 0.410 0.008 0.108 1.492 8.460 0.117 0.503 0.010 0.106 0.256 1.452 0.020 0.503 0.010 0.010 0.088 0.499 0.007 0.503 0.010 0.000 Total Volume: 0.656 0.103 0.557 Note net volume less than basin capacity of 1.20 ac -ft POND No. 2 100 yr 6 -hr • Efective Inflow Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.700 0.170 0.200 0.095 0.541 0.011 0.053 0.001 0.010 2.00 1.900 0.190 0.200 0.107 0.604 0.012 0.053 0.001 0.011 3.00 2.100 0.210 0.200 0.118 0.668 0.014 0.053 0.001 0.013 4.00 2.200 0.220 0.200 0.123 0.700 0.014 0.053 0.001 0.013 5.00 2.400 0.240 0.200 0.135 0.763 0.016 0.053 0.001 0.015 6.00 2.400 0.240 0.200 0.135 0.763 0.016 0.053 0.001 0.015 7.00 2.400 0.240 0.200 0.135 0.763 0.016 0.053 0.001 0.015 8.00 2.500 0.250 0.200 0.140 0.795 0.016 0.260 0.005 0.011 9.00 2.600 0.260 0.200 0.146 0.827 0.017 0.260 0.005 0.012 10.00 2.700 0.270 0.200 0.151 0.859 0.018 0.260 0.005 0.012 11.00 2.800 0.280 0.200 0.157 0.891 0.018 0.260 0.005 0.013 12.00 3.000 0.300 0.200 0.168 0.954 0.020 0.260 0.005 0.014 13.00 3.200 0.320 0.200 0.180 1.018 0.021 0.260 0.005 0.016 14.00 3.600 0.360 0.200 0.202 1.145 0.024 0.260 0.005 0.018 15.00 4.300 0.430 0.200 0.241 1.368 0.028 0.330 0.007 0.021 16.00 4.700 0.470 0.200 0.270 1.531 0.032 0.330 0.007 0.025 17.00 5.400 0.540 0.200 0.340 1.928 0.040 0.330 0.007 0.033 18.00 6.200 0.620 0.200 0.420 2.381 0.049 0.330 0.007 0.042 19.00 6.900 0.690 0.200 0.490 2.778 .0.057 0.330 .0.007 0.051 20.00 7.500 0.750 0.200 0.550 3.119 0.064 0.330 0.007 0.058 21.00 10.600 1.060 0.200 0.860 4.876 0.101 0.330 0.007' 0.094 22.00 14.500 1.450 0.200 1.250 7.088 0.146 0.330 0.007 0.140 23.00 3.400 0.340 0.200 0.191 1.081 0.022 0.053 0.001 0.021 24.00 1.000 0.100 0.200 0.056 0.318 0.007 0.053 0.001 0.005 Total Adjusted Rainfall (in) = 2.500 Total Volume: 0.780 0.102 0.678 Unit time (min) = 15.000 Catchment Area (ac) = 5.670 Note net volume less than basin capacity of 1.20 ac -ft • POND No. 2 100 yr 24 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) (in /hr) 1.00 1.200 0.054 0.200 2.00 1.300 0.059 0.200 3.00 1.800 0.081 0.200 4.00 2.100 0.095 0.200 5.00 2.800 0.126 0.200 6.00 2.900 0.131 0.200 7.00 3.800 0.171 0.200 8.00 4.600 0.207 0.200 9.00 6.300 0.284 0.200 10.00 8.200 0.369 0.200 11.00 7.000 0.315 0.200 12.00 7.300 0.329 0.200 13.00 10.800 0.486 0.200 14.00 11.400 0.513 0.200 15.00 10.400 0.468 0.200 16.00 8.500 0.383 0.200 17.00 1.400 0.063 0.200 18.00 1.900 0.086 0.200 19.00 1.300 0.059 0.200 20.00 1.200 0.054 0.200 21.00 1.100 0.050 0.200 22.00 1.000 0.045 0.200 23.00 0.900 0.041 0.200 24.00 • 0.800 0.036 0.200 Total Adjusted Rainfall (in) _ 0.330 _4::500. Unit time (min) = 0.213 60:000 Catchment Area (ac) = 0.330 5.670 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.030 0.170 0.014 0.053 0.004 0.010 0.033 0.184 0.015 0.053 0.004 0.011 0.045 0.255 0.021 0.053 0.004 0.017 0.053 0.298 0.025 0.053 0.004 0.020 0.070 0.397 0.033 0.053 0.004 0.028 0.073 0.411 0.034 0.053 0.004 0.030 0.095 0.539 0.045 0.053 0.004 0.040 0.115 0.652 0.054 0.260 0.021 0.032 0.158 0.893 0.074 0.260 0.021 0.052 0.205 1.162 0.096 0.330 0.027 0.069 0.175 0.992 0.082 0.330 0.027 0.055 0.183 1.035 0.086 0.330 0.027 0.058 0.270 1.531 0.127 0.330 0.027 0.099 0.285 1.616 0.134 0.330 0.027 0.106 0.260 1.474 0.122 0.330 0.027 0.095 0.213 1.205 0.100 0.330 0.027 0.072 0.035 0.198 0:016 0.053 0.004 0.012 0.048 0.269 0.022 0.053 0.004 0.018 0.033 0.184 0.015 0.053 0.004 0.011 0.030 0.170 0.014 0.053 0.004 0.010 0.028 0.156 0.013 0.053 0.004 0.009 0.025 0.142 0.012 0.053 0.004 0.000 0.023 0.128 0:011 0.053 0.004 0.006 0.020 0.059 0.005 0.053 0.004 0.000 Total Volume: 1.167 0.300 - .0:880 Note net volume less than basin capacity of 1.20 ac -ft N F L 0 0 D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.0A) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Washington Park Rev. Hydrology * Retention Basin No. 3 100 Yr Storm * 3 - Hour FILE NAME: S: \312- 1 \hydrographs \PND33H.DAT TIME /DATE OF STUDY: 12:31 12/18/2005 a • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1390.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 695.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 12.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 24.690 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.049 HOURS CAUTION: LAG.TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S- GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER - ENTERED RAINFALL = ,2:,00,INCHES RCFC &WCD 3 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 0- UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 514.887 ----------------=----------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ----------=----------------------------------------------------------------- 1 71.586 71.250 2 98.751 27.038 3 99.607 0.852 4 99.843 0.235 5 99.961 0.117 6 100.000 0.039 • TOTAL STORM RAINFALL(INCHES) = 2.03 TOTAL SOIL- LOSS(INCHES) = 0.63 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 -------------------------------------7-------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.2974 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.8157 0 UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) -=-------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0740 0.0500 0.6240 2 0.0960 0.0500 0.0460 3 •0.1020 0.0500 0.0520 4 0.0980 0.0500 0.0480 5 0.1320 0.0500 0.0820 6 0.1460 0.0500 0.0960 7 0.1680 0.0500 0.1180 8 0.1800 0.0500 0.1300 9 0.2460 0.0500 0.1960 10 0.3520 0.0500 0.3020 11 0.3220 0.0500 0.2720 12 0.0840 0.0500 0.0340 13 0.0000 0.0000 0.0000 14 0.0000 0.0000 0.0000 15 0.0000 0.0000 0.0000 12 0.0340 0.0306 0.0034 TOTAL STORM RAINFALL(INCHES) = 2.03 TOTAL SOIL- LOSS(INCHES) = 0.63 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 -------------------------------------7-------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.2974 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.8157 0 3 - H O U R S T O R M R U N O F F H Y D R O G R A P H -=-------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 7.5 15.0 22.5 30.0 -- -------------------------------------------------------•------------------ 0.083 0.0118 1..71 V Q 0.167 0.0235 1.71 V Q 0.250 0.0353 1.71 V Q 0.333 0.0624 3.93 V Q 0.417 0.0894 .3.93 V Q 0.500 0.1164 3.93 V Q 0.583 0.1506 4.97 V Q 0.667• 0.1849 4.97 V Q 0.750 0.2191 4.97 V Q 0.833 0.2526 4.87 V Q 0.917 0.2862 4.87 V Q 1.000 0.3197 4.87 V Q 1.083 0.3693 7.20 V Q. 1.167 0.4188 7.20 V Q. 1.250 0.4684 7.20 V Q. 1.333 0.5312 9.12 V Q 1.417 0.5939 9.12 V Q 1.500 0.6567 9.12 V. Q 1.583 0.7331 11.09 V Q 1.667 0.8095 11.09 V Q 1.750 0.8859 11.09 V Q 1.833 0.9724 12.56 V Q 1.917 1.0589 12.56 VQ 2.000 1.1454 12.56 Q 2.083 1.2667 17.61 V Q 2.167 1.3880 17.61 V. -Q 2.250 1.5093 17.61 V Q 2.333 1.6950 26.97 V Q 2.417 1.8807 26.97 V Q 2.500 2.0664 26.97 V. Q 2.583 2.2576 27.76 V Q 2.667 2.4488 27.76 V Q 2.750 2.6399 27.76 Q 2.833 2.6945 7.92 Q V . 2.917 2.7490 7.92 Q V. 3.000 2.8036 7.92 Q V. 3.083. 2.8065 0.42 Q V. 3.167 2.8094 0.42 Q V.. 3.250 2.8123 0.42 Q V. 3.333 2.8130 0.11 Q V. 3.417 2.8138 0.11 Q V. 3.500 2.8145 0.11 Q V. 3.583 2.8149 - 0.04 Q V. • 3.667 2.8152 0.04 •Q V. 3.750 2.8155 0.04 Q V. 3.833 2.8155 0.01 Q - 3.917 2.8156 0.01 Q V 4.000 2.8157 0.01 Q V. 4.083 2.8157 0.00 Q V 4.167 2.8157 0.00 Q V. 4.250 2.8157 0.00 Q V. V �l i r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >> >>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED.TO STREAM #1<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 1) V _effective depth ----- - - - - -- (and volume) I I I .... V........ detention 1<-->l outflow basin ...... ----- - - - - -- I I . \ dead basin outlet V storage OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.77 0.510 3 2.00 0.86 1.070 4 3.00 0.95 1.690 5 4.00 1.05 2'.380 6 5.00 1.15 3.140 7 6.00 1.25 3.950 • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 1.71 0.00 0.02 0.0 0.012 0.167 0.000 1.71 0.00 0.05 0.0 0.023 0.250 0.000 1.71 0.00 0.07 0.0 0.035 0.333 0.000 3.93 0.00 0.12 0.1 0.061 0.417 0.000 3.93 0.00 0.17 0.1 0.088 0.500 0.000 3.93 0.00 0.22 0.2 0.114 0.583 0.000 4.97 0.00 0.29 0.2 0.146 0.667 0.000 4.97 0.00 0.35 0.2 .0.179 0.750 0.000 4.97 0.00 0.41 0.3 0.211 0.833 0.000 4.87 0.00• 0.48 0.3 0.242 0.917 0.000 4.87 0.00 0.54 0.4 0.273 1.000 0.000 4.87 0.00 0.60 0.4 0.304 1.083 0.000 7.20 0.00 0.69 0.5 0.350 1.167 0.000 7.20 0.00 0.78 0.6 0.396 1.250 0.000 7.20 0.00 0.86 0.6 0.441 1.333 0.000 9.12 0.00 0.98 0.7 0.499 1.417 0.000 9.12 0.00 1.08 0.8 0.556 1.500 0.000 9.12 0.00 1.18 0.8 0.613 1.583 0.000 11.09 0.00 1.31 0.8 0.684 1.667 0.000 11.09 .0.00 1.44 0.8 0.755 1.750 0.000 11.09 0.00 1.56 0.8 0.826 1.833 0.000 12.56 0.00 1.71 0.8 0.907 1.917 0.000 12.56 0.00 1.85 0.8 0.987 2.000 0.000 12.56 0.00 2.00 0.9 1.068 2.083 0.000 17.61 0.00 2.18 0.9 1.183 2.167 0.000 17.61 0.00 2.37 0.9 1.299 2.250 0.000 17.61 0.00 2.55 0.9 1.414 2.333 0.000 26.97 0.00 2.84 0.9 1.593 2.417 0.000 26.97 0.00 3.12 1.0 1.772 2.500 0.000 26.97 0.00 3.38 1.0 1.951 2.583 0.000 27.76 0.00 3.65 1.0 2.135 2.667 0.000 27.76 0.00 3.91 1.0 2.319 2.750 0.000 27.76 0.00 4.16 1.1 2.503 2.833 0.000 7.92 0.00 4.22 1.1 2.551 2.917 0.000 7.92 0.00 4.29 1.1 2.598 3.000 0.000 7.92 0.00 4.35 1.1 2:645 3.083 0.000 0.42 0.00 4.34 1.1 2.640 3.167 0.000 0.42 0.00 4.34 1.1 2.636 3.250 0.000 0.42 0.00 4.33 1.1 2.631 3.333 0.000 0.11 0.00 4.32 1.1 2.624 3.417 0.000 0.11 0.00 4.31 1.1 2.618 3.500 0.000 0.11 0.00 4.30 1.1 2.611 3.583 0.000 0.04 0.00 4.29 1.1 2.604 3.667 0.000 0.04 0.00 4.2.9 1.1 2.597 3.7.50 0.000 0.04 0.00 4.28 1.1 2.590 3.833 0.000 0.01 0.00 4.27 1.1 2.582 • 3.917 0.000 0.01 0.00 4.26 1.1 2.575 4.000 0.000 0.01 0.00 4.25 1.1 2.568 4.083 0.000 0.00 0.00 4.24 1.1 2.560 4.167 0.000 0.00 0.00 4.23 1.1 2.553 0 ----------------- -- --------------- -------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 4.250 0.000 0.00 0.00 4.22 1.1 2.545 .4.333 0.000 0.00 0.00 4.21 1.1 2.538 4.417 0.000 0.00 0.00 4.20 1.1 2.531 4.500 0.000 0.00 0.00 4.19 1.1 2.523 4.583 0.000 0.00 0.00 4.18 1.1 2.516 4.667 0.000 0.00 0.00 4.17 1.1 2.509 4.750 0.000 0.00 0.00 4.16 1.1 2.501 4.833 0.000 0.00 0.00 4.15 .1.1 2.494 4.917 0.000 0.00 0.00 4.14 1.1 2.487 5.000 0.000 0.00 0.00 4.13 1.1 2.479 5.083 0.000 0.00 0.00 4.12 1.1 2.472 5.167 0.000 0.00 0.00 4.11 1.1 2.465 5.250 0.000 0.00 0.00 4.10 1.1 2.457 5.333 0.000 0.00 0.00 4.09 1.1 2.450 5.417 0.000 0.00 0.00 4.08 1.1 2.443 5.500 0.000 0.00 0.00 4.07 1.1 2.435 5.583 0.000 0.00 0.00 4.06 1.1 2.428 5.667 0.000 0.00 0.00 4.05 1.1 2.421 5.750 0.000 0.00 0.00 4.04 1.1 2.414 5.833 0.000 0.00 0.00 4.03 1.1 2.406 5.917 0.000 0.00 0.00 4.02 1.1 2.399 6.000 0.000 0.00 0.00 4.02 1.1 2.392 6.083 0.000 0.00 0.00 4.01 1.1 2.384 6.167 0.000 0.00 0.00 4.00 1.1 2.377 6.250 0.000 0.00 0.00 3.99 1.1 2.370 6.333 0.000 0.00 0.00 3.98 1.0 2.363 6.417 0.000 0.00 0.00 3.96 1.0 2.356 6.500 0.000 0.00 0.00 3.95 1.0 2.348 6.583 0.000 0.00 0.00 3.94 1.0 2.341 6.667 0.000 0.00 0.00 3.93 1.0 2.334 6.750 0.000 0.00 0.00 3.92 1.0 2.327 6.833 0.000 0.00 0.00 3.91 1.0 2.320 6.917 0.000 0.00 0.00 3.90 1.0 2.312 7.000 0.000 0.00 0.00 3.89 1.0 2.305 7.083 0.000 0.00 0.00 3.88 1.0 2.298 7.167 0.000 0.00 0.00 3.87 1.0 2.291 .7.250 0.000 0.00 0.00 3.86 1.0 2.284 7.333 0.000 0:00 0.00 3.85 1.0 2.277 7.417 0.000 0.00 0.00 3.84 1.0 2.269 7.500 0.000 0.00 0.00 3•.83 1.0 2.262 7.583 0.000 0.00 0.00 3.82 1.0 2.255 7.667 0.000 0.00 0.00 3.81 1.0 2.248 7.750 0.000 0.00 0.00 3.80 1.0 2.241 7.833 0.000 0.00 0.00 3.79 1.0 2.234 7.917 0.000 0.00 0.00 3.78 1.0 2.227 8.000 0.000 0.00 0.00 3.77 1.0 2.220 8.083 0.000 0.00 0.00 3.76 1.0 2.213 o-- • • 8.167 0.000 0.00 0.00 3.75 1.0 2.206 8.250 0.000 0.00 0.00 3.74 1.0 2.199 8.333 0.000 0.00 0.00 3.73 1.0 2.191 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK' MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 0.00 0.00 3.72 1.0 2.184 8.500 0.000 0.00 0.00 3.71 1.0 2.177 8.583 0.000 0..00 0.00 3.70 1.0 2.170 8.667 0.000 0.00 0.00 3.69 1.0 2.163 8.750 0.000 0.00 0.00 .3.68 1.0 2.156 8.833 0.000 0.00 0.00 3.67 1.0 2.149 8.917 0.000 0.00 0.00 3.66 1.0 2.142 9.000 0.000 0.00 0.00 3.65 1.0 2.135 9.083 0.000 0.00 0.00 3.64 1.0 2.128 9.167 0.000 0.00 0:00 3.62 1.0 2.121 9.250 0.000 0.00 0.00 3.61 1.0 2.114 9.333 0.000 0.00 0.00 3.60 1.0 2.107 9.417 0.000 0.00 0.00 3.59 1.0 2.100 9.500 0.000 0.00 .0.00 3.58 1.0 2.093 9.5'83 0.000 0.00 0.00 3.57 1.0 2.086 9.667 0.000 0.00 0.00 3.56 1.0 2.079 9.750 0.000 0.00 0.00 3.55 1.0 2.072 9.833 0.000 0.00 0.00 3.54 1.0 2.065 9.917 0.000 0.00 0.00 3.53 1.0 2.059 10.000 0.000 0.00 0.00 3.52 1.0 2.052 10.083 0.000 0.00 0.00 3.51 1.0 2.045 10.167 0.000 0.00 0.00. 3.50 1.0 2.038 10.250 0.000 0.00 0.00 3.49 1.0 2.031 10.333 0.000 0.00 0.00 3.48 1.0 2.024 10.417 0.000 0.00 0.00 3.47 1.0 2.017 10.500 0.000 0.00 0.00 3.46 1.0 2.010 10.583 0.000 0.00 0.00 3.45 1.0 2.003 10.667 0.000 0.00 0.00 3.44 1.0 1.996 10.750 0.000 0.00 0.00 3.43 1.0 1.990 10.833 0.000 0.00 0.00 3.42 1.0 1.983 10.917 0.000 0.00 0.00 3.41 1.0 1.976 11.000 0.000 0.00 0.00 3.40 1.0 1.969 11.083 0.000 0.00 0.00 3.39 1.0 1.962 11.167 0.000 0.00 0.00 3.38 1.0 1.955 11.250 0.000 0.00 0.00 3.37 1.0 1.949 11.333 0.000 0.00 0.00 3.36 1.0 1.942 11.417 0.000 0.00 0.00 3.35 1.0 1.335 11.500 0.000 0.00 0.00 3.35 1.0 1.928 11.583 0.000 0.00 0.100 3.34 •1.0 1.921 11.667 0.000 0.00 0.00 3.33 1.0 1.914 11.750 0.000 0.00 0.00 3.32 1.0 1.908 11.833 0.000 0.00 0.00 3.31 1.0 1.901 11.917 0.000 0.00 0.00 3.30 1.0 1.894 12.000 0.000 0.00 0.00 3.29 1.0 1.887 12.083 0.000 0.00 0.00 3.28 1.0 1.881 12.167 0.000 0.00 0.00 3.27 1.0 1.874 12.250 0.000 0.00 0.00 3.26 1.0 1.867 12.333 0.000 0.00 0.00 3.25 1.0 1.860 12.417 0.000 0.00 0.00 3.24 1.0 1.854 12.500 0.000 0.00 0.00 3.23 1.0 1.847 C 0. • [�A'j MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 12.583 0.000 0.00 0.00 3.22 1.0 1.840 12.667 0.000 0.00 •0.00 3.21 1.0 1.833 12.750 0.000 0.00' 0.00 3.20 1.0 1.827 12.833 0.000 0.00 0.00 3.19 1.0 1.820 12.917 0.000 0.00 0.00 3.18 1.0 1.813 13.000 0.000 0.00 0.00 3.17 1.0 1.807 13.083 0.000 0.00 0.00 3.16 1.0 1.800 13.167 0.000 0.00 0.00 3.15 1.0 1.793 13.250 0.000 0.00 0.00 3.14 1.0 1.787 13.333 0.000 0.00 0.00 3.13 1.0 1.780 13.417 0.000 0.00 0.00 3.12 1.0 1.773 13.500 0.000 0.00 0.00 3.11 1.0 1.767 13.583 0.000 0.00 0.00 3.10 1.0 1.760 13.667 0.000 0.00 0.00 3.09 1.0 1.753• 13.750 0.000 0.00 0.00 3.08 1.0 1.747 13.833 0.000 0.00 0.00 3.07 1.0 1.740 13.917 0.000 0.00 0.00 3.06 1.0 1.733 14.000 0.000 0.00 0.00 3.05 1.0 1.727 .14.083 0.000 0.00 0.00 3.04 1.0 1.720 14.167 0.000 0.00 0.00 3.03 1.0 1.714 14.250 0.000 0.00 0.00 3.02 1.0 1.707 14.333 0.000 0.00 0.00 3.02 1.0 1.700 14.417 0.000 0.00 0.00 3.01 1.0 1.694 14.500 0.000 0.00 0.00 3.00 1.0 1.687 14.583 0.000 0.00 0.00 2.98 1.0 1.681 14.667 0.000 0.00 0.00 2.97 1.0 1.674 14.750 0.000 0.00 0.00 2.96 1.0 1.668 14.833 0.000 0.00 0.00 2.95 1.0 1.661 14.917 0.000 0.00 0.00 2.94 1.0 1.654 15.000 0.000 0.00 0.00 2.93 0.9 1.648 PROCESS SUMMARY OF INFLOW VOLUME = BASIN STORAGE = OUTFLOW VOLUME = LOSS VOLUME = STORAGE: 2.816 AF 0.000 AF (WITH 2.816 AF 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 0.000 AF INITIALLY FILLED) r1 LJ • LJ F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA). Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa.Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Washington Park Rev. Hydrology * Retention Basin No. 3 100 Yr Storm * 6 - Hour ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: S: \312- 1 \hydrographs \PND33H.DAT TIME /DATE OF STUDY: 12:34 12/18/2005 0 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) « <<< ---------------------------------------------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1390.000 FEET "S" GRAPH LENGTH FROM CONCENTRATION POINT TO CENTROID = 695.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 12.000 FEET BASIN FACTOR = 0.015 85.168 WATERSHED AREA = 24.690 ACRES 2 BASEFLOW = 0.000 CFS /SQUARE -MILE 7.215 WATERCOURSE "LAG" TIME = 0.049 HOURS 99.866 CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. 4 THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER-PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. 100.000 VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER - ENTERED RAINFALL = 2.50 INCHES RCFC &WCD 6 -Hour Storm (30- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 0— UNIT HYDROGRAPH TIME UNIT = 30.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME --=------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH 'NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 85.168 42.385- 2 99.666 7.215 3 99.866 0.100 4 99.967 0.050 5 100.000 0.017 TOTAL STORM RAINFALL(INCHES) = 2.51 TOTAL SOIL- LOSS(INCHES) = 1.19 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.32 ------------------ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) 2.4415 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.7005 ---------------------------------------------------------------------- - - - - -- • UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) --------------------------------------------------------------7------------- 1 0.0900 0.081.0 0.0090 2 0.1075 0.0967 0.0107 3 0.1200 0.1000 0.0200 4 0.1223 0.1000 0.0225 5 0.1325 0.1000 0.0325 6 0.1450 0.1000 0.0450 7 0.1700 0.1000 0.0700 8 0.2250 0.1000 0.1250 9 0.2900 0.1000 0.1900 10 0.3600 0.1000 0.2600 11 0.6275 0.1000 0.5275 12 0.1100 0.0990 0.0110 13 0.0000 0.0000 0.0000 14 0.0000 0.0000 0.0000 15 0.0000 0.0000 0.0000 12 0.0110 0.0099 0.0011 TOTAL STORM RAINFALL(INCHES) = 2.51 TOTAL SOIL- LOSS(INCHES) = 1.19 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.32 ------------------ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) 2.4415 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.7005 ---------------------------------------------------------------------- - - - - -- • 6 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 7.5 15.0 22.5 30.0 --------------------------------------------------- 0.083 0.0026 0.38 -------------------------- Q 0.167 0.0053 0.38 Q 0.250 0.0079. 0.38 Q 0.333 0.0105 0.38 Q 0.417 0.0131 0.38 Q 0.500 0.0158 0.38 Q 0.583 0.0193 0.52 Q 0.667 0.0229 0.52 Q 0.750 0.0265 0.52 Q 0.833 0.0301 0.52 Q 0.917 0.0337 0.52 Q 1.000 0.0373 0.52 Q 1.083 0.0436 0.93 VQ 1.167 0.0500 0.93 VQ 1.250 0.0564 0.93 VQ 1.333 0.0628 0.93 VQ 1.417 0.0692 0.93 Q 1.500 0.0755 0.93 Q 1.583 0.0831" 1.10 Q 1.667 0.0907 1.10 Q 1.750 0.0982 1.10 Q 1.833 0.1058 1.10 Q 1.917 0.1134 1.10 Q 2.000 0.1209 1.10 Q 2.083 0.1316 1.54 VQ 2.167 0.1422 1.54 Q 2.250 0.1528 1.54 Q 2.333 0.1634 1.54 Q 2.417 0.1740 1.54 Q 2.500 0.1847 1.54 Q 2.583 0.1994 2.14 Q 2.667 0.2142 2.14 QV 2.750 0.2290 2.14 QV 2.833 0.2437. 2.14 QV 2.917 0.2585 2.14 QV 3.000 0.2733 2.14 Q V 3.083 0.2960 3.30 Q 3.167 0.3187 3.30 Q 3.250 0.3414 3.30 QV 3.333 0.3641 3.30 QV 3.417 0.3868 3.30 QV 3.500 0.4095 3.30 Q V 3.583 0.4495 5.81 VQ 3.667 0.4895 5.81 Q 3.750 0.5295 5.81 Q 3.833 0.5695 5.81 QV . 3.917 0.6095 5.81 Q V. 4.000 0.6495 5.81 Q V. 4.083 0.7112 8.96" VQ 4.167 0.7730 8.96 Q 4.250 0.8347 8.96 QV 4.333 0.8964 8.96 Q V" 4.417 0.9582 8.96 Q V 4.500 1.0199 8.96 Q V 4.583 1.1054 12.41 Q 4.667 1.1908 12,41 QV 4.750 1.2762 12.41 Q V . 4.833 1.3617 12.41 Q V 4.917 1.4471 12.41 Q V 5.000 1.5326 12.41 Q V 5.083 1.6996 24.26 5.167 1.8667 24.26 5.250 2.0338 24.26 5.333 2.2008 24.26 5.417 2.3679 24.26 5.500 2.5350 24.26 5.583 2.5618 3.89 Q 5.667 2.5886 3.89 Q 5.750 2.6153 3.89 Q 5.833 2.6421 3.89 Q 5.917 2.6689 3.89 Q 6.000 2.6957 3.89 Q 6.083 2.6962 0.08 Q - 6.167 2.6968 0.08 Q 6.250 2.6973 0.08 Q- 6.333 2.6978 0.08 Q 6.417 2.6983 0.08 Q 6.500 2.6989 0.08 Q 6.583 2.6991 0.03 Q 6.667 2..6993 0.03 Q 6.750 2.6995 0.03 Q 6.833 2.6997 0.03 Q 6.917 2.6999 0.03 Q 7.000 2.7001 0.03 Q 7.083 -2.7002 0.01 Q 7.167 2.7003 0.01 Q 7.250 2.7003 0.01 Q 7.333 2.7004 0.01 Q 7.417 2.7004 0.01 Q 7.500 2.7005 0.01 Q V V Q Q V Q Q Q V Q V V V . V . V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. 0— ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 --------------------------------------------------=------------------------- .>> » >FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) V _effective depth ----------- (and volume) �....V........ detention 1<-->l outflow basin ......... ----- - - - - -- I \ . dead basin outlet V storage OUTFLOW --- - - - - -- (STREAM 1.) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW - THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.77 0.510 3 2.00 0.86 1.070 4 3.00 0.95 1.690 5 4.00 1.05 2.380 6 5.00 1.15 3.140 7 6.00 1.25 3.950 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS -EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS') (CFS) DEPTH(FT) (CFS) VOLUME(AF) ------------------------------------------------------------- 0.083 0.000 0.38 0.00 0.01 --------------- 0.0 0.003 0.167 0.000 0.38 0.00 0.01 0.0 0.005 0.250 0.000 0.38 0.00 0.02 0.0 .0.006 0.333 0.000 0.38 0.00 0.02 0.0 0.010 0.417 0.00.0 0.38 0.00 0.03 0.0 0.013 0.500 0.000 0.38 0.00 0.03 0.0 0.015 0.583 0.000 0.52 0.00 0.04 0.0 0.019 0.667 0.000 0.52 0.00 0.04 0.0 0.022 0.750 0.000 0.52 0.00 0.05 0.0 0.025 0.833 0.000 0.52 0.00 0.06 0.0 0.029 0.917 0.000 0.52 0.00 0.06 0.0 0.032 1.000 0.000 0.52 0.00 0.07 0.1 0.035 1.083 0.000 0.93. .0.00 0.08 0.1 0.041 1.167 0.000 0.93 0.00 0.09 0.1 0.047 1.250 0.000 0.93 0.00 0:10 0.1 0.053 1.333 0.000 0.93 0.00 0.12 0.1 0.059 1.417 0.000 0.93 0.00 0.13 0.1 0.064 1.500 0.000 0.93 0.00 0.14 0.1 0.070 1.583 0.000 1.10 0.00 0.15 0.1 0.077 1.667 0.000 1.10 0.00 0.16 0.1 0.084 1.750 0.000 1.10 0.00 0.18 0.1 0.090 1.833 0.000 1.10 0.00 0.19 0.1 '0.097 .1.917 0.000 1.10 0.0.0 0.20 0.2 0.103 2.000 0.000 1.10 0.00 0.22 0.2 0.110 2.083 0.000 1.54 0.00 0.23 0.2 0.119 2.167 0.000 1.54 0.00 0.25 0.2 0.129 2.250 0.000 1.54 0.00 0.27 0.2 0.138 2.333 0.000 1.54 0.00 0.29 0.2 0.147 2.417 0.000 1.54 0.00 0.31 0.2 0.156 2.500 0.000 1.54 0.00 0.32 0.2 0.165 2.583 0.000 2.14 0.00 0.35 0.3 0.178 2.667 0.000 2.14 0.00 0.37 0.3 0.191 2.750 0.000 2.14 0.00 0.40 0.3 0.204 2.833 0.000 2.14 0.00 0.42 0.3 0.216 2.917, 0.000 2.14 0.00 0.45 0.3 0.229 3.000 0.000 2.14 0.00 0.47 0.4 0.241 3.083 0.000 3.30 0.00 0.51 0.4 0.261 3.167 0.000 3.30 0.00 0.55 0.4 0.281 3.250 0.000 3.30 0.00 0.59 0.4 0.301 3.333 0.0.00 3.30 0.00 0.63 0.5 0.320 3.417 0.000 3.30 0.00 0.67 0.5 0.339 3.500 0.000 3.30 0.00 0.70 0.5 0.358 3.583 0.000 5.81 0.00 0.77 0.6 0.394 3.667 0.000 5.81 0.00 0.84 0.6 0.430 3.750 0.000 5.81 0.00 0.91 0.7 0.465 3.833 • 0.000 5.81 0.00 0.98 0.7 0.500 3.917 0.000 5.81 0.00 1.04 0.8 0.535 4.000 0.000 5.81 0.00 1.11 4.083 0.000 8.96 0.00 1.21 4.167 0.000 8.96 0.00 1.31 • • 0.8 0.570 0.8 0.626 0.8 0.682 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK . MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 4.250 0.000 8.96 0.00 1.41 0.8 0.739 4.333 0.000 8.96 0.00 1.51 0.8 0.795 4.417 0.000 8.96 0.00 1.61 0.8 0.851 4.500 0.000 8.96 0.00 1.71 0.8 0.907 4.583 0.000 12.41 0.00 1.85 0.8 0.986 4.667 0.000 12.41 0.00 1.99 0.9 1.066 4.750 0.000 12.41 0.00 2.12 0.9 1.145 4.833 0.000 12.41 0.00 2.25 0.9 1.225 4.917 0.000 12.41 0.00 2.38 0.9 1.304 5.000 0.000 12.41 0.00 2.51 0.9 1.383 5.083 0.000 24.26 0.00 2.76 0.9 1.544 5.167 0.000 24.26 0.00 3.02 0.9 1.705 5.250 0.000 24.26 0.00 3.25 1.0 1.865 5.333 0.000 24.26 0.00 3.49 1.0 2.025 5.417 0.000 24.26 0.00 3.72 1.0 2.185 5.500 0.000 24.26 0.00 3.95 1.0 2.345 5.583 0.000 3.89 0.00 3.98 1.0 2.365 5.667 0.000 3.89 0.00 •4.01 1.1 2.384 • 5.750 0.000 3.89 0.00 4.03 1.1 2.404 5.833 0.000 3.89 0.00 4.06 1.1 2.424 5.917 0.000 3.89 0.00 4.08 1.1 2.443 6.000 0.000 3.89 0.00 4.11 1.1 2.463 6.083 0.000 0.08 0.00 4.10 1.1 2.456 6.167 0.000 0.08 0.00 4.09 1.1 2.449 6.250 0.000 0.08 0.00 4.08 1.1 2.442 6.333 0.000 0.08 0.00 4.07 1.1 2.435 6.417 0.000 0.08 0.00 4.06 1.1 2.429 6.500 0.000 0.08 0.00 4.06 1.1 2.422 6.583 0.000 0.03 0.00 4.05 1.1 2.415 6.667 0.000 0.03 0.00 4.04 1.1 2.408 6.750 0.000 0.03 0.00 4.03 1.1 2.401 6.833 0.000 0.03 0.00 4.02 1.1 2.394 6.917 0.000 0.03 0.00 4.01 1.1 2.387 7.000 0.000 0.03 0.00 4.00 1.1 2.380 7.083 0.000 0.01 0.00 3.99 1.1 2.372 7.167 0.000 0.01 0.00 3.98 1.0 2.365 7.250 0.000 0.01 0.00 3.97 1.0 2.358 7.333 0.000 0.01 0.00 3.96 1.0 2.351 7.417 0.000 0.01 0.00 3.95 1.0 2.344 7.500 0.000 0.01 0.00 3.94 1.0 2.337 7.583 0.000 0.00 0.00 3.93 1.0 2.330 7.667 0.000 0.00 0.00 3.92 1.0 2.322 7.750 0.000 0.00 0.00 3.91 1.0 2.315 7.833 0.000 0.00 0.00 3.90 1.0 2.308 • 7.917 0.000 0.00 0.00 3.89 1.0 2.301 8.000 0.000 0.00 0.00 3.87 1.0 2.294 • 8.083 0.000 0.00 0.00 3.86 1.0 2.286 8.167 0.000 0.00 0.00 3.85 1.0 2.279 8.250 0.000 0.00 0.00 3.84 1.0 2.272 8.333 0.000 0.00 0.00 3.83 1.0 2.265 • is Ir ^MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS)' DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 8.417 0.000 0.00 0.00 3.82 1.0 2.258 8.500 0.000 0.00 0.00 3.81 1.0 2.251 8.583 0.000 0.00 0.00 3.80 1.0 2.244 8.667 0.000 0.00 0.00 3.79 1.0 2.237 8.750 0.000 0.00 0.00 3.78 1.0 2.230 8.833 0.000 0.00 0.00 3.77 1.0 2..222 8.917 0.000 0.00 0.00 3.76 1.0 2.215 9.000 0.000 0.00 0.00) 3.75 1.0 2.208 9.083 0.000 0.00 0.00 3.74 1.0 2.201 9.167 0.000 0.00 0.00 3.73 1.0 2.194 '9.250 0.000 0.00 0.00 3.72 1.0 2.187 9.333 0.000 0.00 0.00 3.71 1.0 2.180 9.417 0.000 0.00 0.00 3.70 1.0 2.173 9.500 0.000 0.00 0.00 3.69 1.0 2.166 9.583 0.000 0.00 0.00 3.68 1.0 2.159 9.667 0.000 0.00 0..00 3.67 1.0 2.152 9.750 0.000 0.00 0.00 3.66 1.0 2..145 9.833 0.000 0.00 0.00 3.65 1.0 2.138 • 9.917 0.000 0.00 0.00 3.64 1.0 2.131 10.000 0.000 0.00 0.00 3.63 1.0 2.124 10.083 0.000 0.00 0.00 3.62 1.0 2.117 10.167, 0.000 0.00 0.00 3.61 1.0 2.110 10.250 0.000 0.00 0.00 3.60 1.0 2.103 10.333 0.000 0.00 0.00 3.59 1.0 2.096 10.417 0.000 0.00 0.00 3.58 1.0 2.089 10.500 0.000 0.00 0.00 3.57 1.0 2.082 10.583 .0.000 0.00 0.00 3.56 1.0 2.075 10.667 0.000 0.00 0.00 3.55 1.0 2.068 10.750 0.000 0.00 0.00 3.54 1.0 2.061 10.833 0.000 0.00 0.00 3.53 1.0 2.054 10.917 0.000 0.00 0.00 3.52 1.0 2.047 11.000 0.000 0.00 0.00 3.51 1.0 2.040 11.083 0.000 0.00 0.00 3.50 1.0 2.034 11.167 0.000 0.00 0.00 3.49 1.0 2.027 11.250 0.000 0.00 0.00 3.48 1.0 2.020 11.333 0.000 0.00 0.00 3.47 1.0 2.013 11.417 0.000 0.00 0.00 3.46 1.0 2.006 - 11.500 0.000 0.00 0.00 3.45 1.0 1.999 11.583 0.000 0.00 0.00 3.44 1.0 1.992 11.667 0.000 0.00 0.00 3.43 1.0 1.985 11.750 0.000 0.00 0.00 3.42 1.0 1.978 11.833 0.000 0.00 0.00 3.41 1.0 1.972 11.917 0.000 0.00 0.00 3.40 1.0 1.965 12.000 0.000 0.00 0.00 3.39 1.0 1.958 12.083 0.000 0.00 0.00 3.38 1.0 1.951 12.167 0.000 0.00 0.00 3.37 1.0 1.944 • 12.250 0.000 0.00 0.00 3.36 1.0 1.937 •- • 12.333 0.000 0.00 0.00 12.417 0 3.35 1.0 1.931 12.500 0.000 . .000 0.00 0.00 3.34 0.00 0.00 .10 1.924 3.33 1.0 1.917 • - MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) • • CLOCK 2.701 AF 0.000 MEAN 2.700 TIME' DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ------------------------------------------------------------------ 12.583 0.000 0.00 0.00 3.32 1.0 1.910 12.667 0.000 0.00 0.00 3.31 1.0 1.903 12.750 0.000 0.00 0.00 3.30 1.0 1.897 12.833• 0.000 0.00 0.00 3.29 1.0 1.890 12.917 0.000 0.00 0.00 3.28 1.0 1.883 13.000 0.000 0.00 0.00 3.27 1.0 1.876 13.083 0.000 0.00 0.00 3.26 1.0 1.870 1 3.167 0.000 0.00 0.00 3.25 1.0 1.863 13.250 0.000 0.00 0.00 3.24 1.0 1.856 13.333 0.000 0.00 0.00 3.23 1.0 1.84.9 13.417 0.000 0.00 0.00 3.22 1.0 1.843 13.500 0.000 0.00 0.00 3.21 1.0 1.836 13.583 0.000 0.00 0.00 3.20 1.0 1.829 13.667 0.000 0.00 0.00 3.19 1.0 1.823 13.750 0.000 0.00 0.00 3.18 1.0 1.816 13.833 0.000 0.00 0.00 3.17 1.0 1.809 13.917 0.000 0.00 0.00 3.16 1.0 1.802 14.000 0.000 0.00 0.00 3.15 1.0 1.796 14.083 0.000 0.00 0.00 3.14 1.0 1.789 14.167 0.000 0.00 0.00 3.13 1..0 1.782 14:250 0.000 0.00 0.00 3.12 1.0 1.776 14.333 0.000 0.00 0.00 3.11 1.0 1.769 14.417 0.000 0.00 0.00 3.11 1.0 1.762 14.500 0.000 0.00 0.00 3.10 1.0 1.756 14.583 0.000 0.00 0.00 3.09 1.0 1.749 14.667 0.000 0.00 0.00 3.08 1.0 1.743 14.750 0.000 0.00 0.00 3.07 1.0 1.736 14.833 0.000 0.00 0.00 3.06 1.0 1.729 14.917 0.000 0.00 0.00 3.05 1.0 1.723 15.000 0.000 0.00 0.00 3.04 1.0 1.716 PROCESS SUMMARY OF INFLOW VOLUME = BASIN STORAGE = OUTFLOW VOLUME = LOSS VOLUME = STORAGE: 2.701 AF 0.000 AF (WITH 2.700 AF 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 0.000 AF INITIALLY FILLED) r 1 �J • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic, Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared,by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Washington Park Rev. Hydrology * Retention Basin No. 3 100 Yr Storm * 24 - Hour ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: S: \312- 1 \hydrographs \PND33H.DAT TIME /DATE OF STUDY: 12:38 12/18/2005 • • 0- • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>SUBAREA RUNOFF ,(UNIT - HYDROGRAPH ANALYSIS) <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1390.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 695.000 FEET ELEVATION VARIATION ALONG WATERCOURSE 12.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 24.690 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.049 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH /HOUR) = 0.190 USER- ENTERED.RAINFALL = 4.50 INCHES RCFC &WCD 24 -Hour Storm (60- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 60.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME _ * * * * * ** ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 92.417 22.996 2 37.155 0.000 3 0.000 0.000 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 7 0.000 0.000 8 0.000 0.000 9 0.000 0.000 10 0.000 0.000 11 0.000 0.000 12 0.000 0.000 13 0.000 0.000 14 0.000 0.000 • 15 4 0.000 0.000 16 0.000 0.000 17 0.000 0.000 18 0.000 0.000 19 0.000 0.000 20 0.000 0.000 21 0.000 0.000 22 0.000 0.000 23 0.000 0.000 24 0.000 0.000 25 0.000 0.000 26 0.000 0.000 27 0.000 0.000 28 0.000 0.000 29 0.000 0.000 30 0.000 0.000 31 0.000 0.000 32 0.000 0.000 33 0.000 0.000 34 0.000 0.000 35 0.000 0.000 36 0.000 0.000 37 0.000 0.000 38 0.000 0.000 39 0.000 0.000 40 0.000 0.000 41 0.000 0.000 42 0.000 0.000 43 0.000 0.000 • 44 0.000 0.000 45 0.000 0.000 46 0.000 0.000 47 0.000 0.000 48 0.000 0.000 49 0.000 0.000 50 0.000 0.000 51 0.000 0.000 52 0.000 0.000 53 0.000 0.000 54 0.000 0.000 55 0.000 0.000 56 0.000 0.000 57 0.000 0.000 58 0.000 0.000 59 0.000 0.000 60 0.000 0.000 61 0.000 0.000 62 0.000 0.000 63 0.000 0.000 64 0.000 0.000 65 0.000 0.000 66 0.000 0.000 67 0.000 0.000 68 0.000 0.000 69 0.000 0.000 70 0.000 0.000 • 71 0.000 0.000 72 0.000 0.000 73 0.000 0.000 •74 0.000 0.000 -� 75 0.000 0.000 76 0.000 0.000 77 0.000 0.000 78 0.000 0.000 79 0.000 0.000 80 0.000 0.000 81 0.000 0.000 82 0.000 0.000 83 0.000 0.000 84 0.000 0.000 85 0.000 0.000 86 0.000 0.000 87 0.000 0.000 88 0.000 0.000 89 0.000 0.000 90 0.000 0.000 91 0.000 0.000 92 0.000 0.000 93* 0.000 0.000 94 0.000 0.000 95 0.000 0.000 ' 96 0.000 0.000 97 0.000 0.000 98 0.000 0.000 99 0.000 0.000 100 0.000 0.000 101 0.000 0.000 • 102 0.000 0.000 103 0.000 0.000 104 0.000 0.000 105 0.000 0.000 106 0.000 0.000 107 0.000 0.000 108 0.000 0.000 109 0.000 0.000 110 0.000 0.000 111 0.000 0.000 112 0.000 0.000 113 0.000 0.000 114 0.000 0.000 115 0.000 0.000 116 0.000 0.000 117 0.000 0.000 118 0.000 0.000 119 0.000 0.000 120 0.000 0.000 121 0.000 0.000 122 0.000 0.000 123 0.000 0.000 124 0.000 0.000 125 0.000 0.000 126 0.000 0.000 127 0.000 0.000 128 0.000 0.000 • 129 0.000 0.000 130 0.000 0.000 131 0.000 0.000 132 0.000 0.000 133 0.000 0.000 134 0.000 0.000 135 0.000 0.000 136 0.000 0.000 137 0.000 0.000 138 0.000 0.000 139 0.000 .0.000 140 0.000 0.000 141 0.000 0.000 142 0.000 0.000 143 0.000 0.000 144 0.000 0.000 145 0.000 0.000 146 0.000 0.000 147 0.000 0.000 148 0.000 0.000 149 0.000 0.000 150' 0.000 0.000 • TOTAL STORM RAINFALL(INCHES) = 4.50 TOTAL SOIL- LOSS(INCHES) = 2.81 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.69 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 5.7812 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.2118 ----------------------------------------------------------------------- - - - - -- • UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0540 0.0486 0.0054 2 0.0585 0.0526 0.0058 3 0.0810. 0.0729 0.0081 4 0.0945 0.0850 0.0094 5 0.1260 0.1134 0.0126 6 0.1305 0.1174 0.0130 7 0.1710 0.1539 0.0171 8 0.2070 0.1863 0.0207 9 0.2835 0.2030 0.0805 10 0.3690 0.2017 0.1673 11 0.3150 0.2005 0.1145 12 0.3285 0.1993 0.1292 13 0.4860 0.1982 0.2878 14 0.5130 0.1971 0.3159 '15 0.468b 0.1961 0.2719 16 0.3825 0.1951 0.1874 17 0.0630 0.0567 0.0063 18 0.0855 0.0769 0.0085 19 0.0585 0.0526 0.00.58 20 0.0540 0.0486 0.0054 21 0.0495 0.0445 0.0049 22 0.0450 0.0405 0.0045 23 0.0405 0.0364 0.0040 24 0.0360 0.0324 0.0036 TOTAL STORM RAINFALL(INCHES) = 4.50 TOTAL SOIL- LOSS(INCHES) = 2.81 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.69 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 5.7812 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.2118 ----------------------------------------------------------------------- - - - - -- • 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN•FIVE- MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) -------------------------------------------- -------------------------------- VOLUME(AF) Q(CFS) 0. 2.5 5.0 7.5 10.0 ---------------------------------------------------------------------------- 0.083 0.0009 0.12 Q 0.167 0.0017 0.12 Q 0.250 0.0026 0.12 Q 0.333 0.0034 0.12 Q 0.417 0.0043 0.12 Q 0.500 0.0051 •0.12 Q 0.583 0.0060 0.12 Q 0.667 0.0068 0.12 Q 0.750' 0.0077 0.12 Q 0.833 0.0086 0.12 Q 0.917 0.0094 0.12 Q 1.000 0.0103 0.12 Q 1.083 0.0112 0.13 Q 1..167 0.0121 0.13 Q 1.250 0.0130 0.13 Q 1.333 0.0140 0.13 Q 1.417 0.0149 0.13 Q 1.500 0.0158 0.13 Q 1.583 0.0167 0.13 Q 1.667 0.0177 0.13 Q 1.750 0.0186 0.13 Q 1.833 0.0195 0.13 Q 1.917 0.0205 0.13 Q 2.000 0.0214 0.13 Q 2.083 0.0227 0.19 Q 2.167 0.0239 0.19 Q 2.250 0.0252 0.19 Q 2.333 0.0265 0-.19 Q 2.417 0.0278 0.19 Q 2.500 0.0291 0.19 Q 2.583 0.0304 0.19 Q 2.667 0.0316 0.19 Q 2.750 0.0329 0.19 Q 2.833 0.0342 0.19 Q 2.917 0.0355 0.19 Q 3.000 0.0368 0.19 Q 3.083 0.0383 0.22 Q 3.167 0.0398 0.22 Q 3.250 0.0413 0.22 Q 3.333 0.0428 0.22 Q 3.417 0.0443 0.22 Q 3.500 0.0458 0.22 Q 3.583 0.0472 0.22 Q 3.667 0.0487 0.22 Q 3.750 0.0502 0.22 Q 3.833 0.0517 0.22 Q 3.917 0.0532 0.22 Q �- 4.000 0.0547 0.22 Q 4.083 0.0567 0.29 VQ 4.167 0.05E7 0.29 VQ 4.250 0.0607 0.29 VQ 4.333 0.0627 0.29 VQ 4.417 0.0647 0.29 VQ 4.500 0.0667 0.29 VQ 4.583 0.0687 0.29 VQ 4.667 0.0707 0.29 VQ 4.750 0.0727 0.29 VQ 4.833 0.0747 0.29 VQ 4.917 0.0767 0.29 VQ 5.000 0.0787 0.29 VQ 5.083 0.0807 0.30 Q 5.167 0.0828 0.30 Q 5.250 0.0849 0.30 Q 5.333 0.0869 0.30 Q 5.417 0.0890 0.30 Q 5.500 0.0911 0.30 Q 5.583 0.0931 0.30 Q 5.667 0.0952 0.30 Q 5.750 0.0973 0.30 Q 5.833 0.0993 0.30 Q 5.917 0.1014 0.30 Q 6.000 0.1035 0.30 Q 6.083 0.1062 0.39 Q 6.167 0.1089 0.39 Q 6.250 0.1116 0.39 Q 6.333 0.1143 0.39 Q 6.417 0.1170 0.39 Q 6.500 0.1197 0.39 Q 6.583 0.1224 0.39 Q 6.667 0.1251 0.39 Q 6.750 0.1279 0.39 Q 6.833 0.1306 0.39 Q 6.917 0.1333 0.39 Q 7.000 0.1360 0.39 Q 7.083 0.1393 0.48 Q 7.167 0.1425 0.48. Q 7.250 0.1458 0.48 Q 7.33.3 0.1491 0.48 Q 7.417 0.1524 0.48 Q 7.500 0.1556 0.48 Q 7.583 0.1589 0.48 Q . 7.667 0.1622 0.48 .QV 7.750 0.1655 0.48 QV 7.833 0.1688 0.48 QV 7.917 0.1720 0.48 QV 8.000 0.1753 0.48 QV 8.083 0.1881 1.85 V Q 8.167 0.2008 1.85 V Q 8.250 0.2136 1.85 V Q 8.333 0.2263 1.85 V Q 8.417 0.2391 1.85 V Q 8.500 0.2518 1.85 V Q 8.583 0.2646 1.85 V Q 8.667 0.2773 1.85 V Q 8.750 0.2901 1.85 V Q 8.833 0.3028 1.85 V Q 8.917 0.3156 1.85 V Q 9.000 0.3284 1.85. V Q 9.083 0.3549 3.85 V Q 9.167 0.3813 3.85 V Q 9.250 0.4078 3.85 V_ Q 9.333. 0.4343 3.85 V Q 9.417 0.4608 3.85 V Q 9.500 0.4873 3.85 V Q 9.583 0.5138 3.85 V Q 9.667 0.5403 3.85 V Q 9.750 0.5668 3.85 V Q 9.833 0.5933 3.85 V Q 9.917 0.6198 3.85 V Q 10.000 0.6463 3.85 V Q 10.083 0.6644 2.63 V Q 10.167 0.6826 2.63 V Q • 10.250 0.7007 2.63 V Q 10.333 0.7189 2.63 V Q 10.417 0.7370 2.63 VQ 10.500 0.7551 2.63 VQ 10.583 0.7733 2.63 VQ 10.667 0.7914 2.63 VQ 10.750 0.8095 2.63 Q 10.833 0.8277 2.63 Q 10.917 0.8458 2.63 Q �- 11.000 0.8640 2.63 Q 11.083 0.8844 2.97 Q 11.167 0.9049 2.97 Q 11,250 0.9253 2.97 Q 11.333 0.9458 2.97 Q 11.417 0.9663 2.97 QV 11.500 0.9867 2.97 QV 11.583 1.0072 2.97 .QV 11.667 1.0277 2.97 .QV 11.750 1.0481 2.97 Q V 11.833 1.0686 2.97 Q V 11.917 1.0890 2.97 Q V 12.000 1.1095 2.97 Q V 12.083 1.1551 6.62 V Q 12.167 1.2007 6.62 V Q 12.250 1.2462 6.62 V Q 12.333 1.2918 6.62 V Q 12.417 1.3374 6.62 V Q 12.500 1.3830 6.62 V Q 12.583 1.4286 6.62 V Q 12.667 1.4742 6.62 V Q 12.750 1.5197 6.62 V Q 12.833 1.5653 6.62 V. Q 12.917 1.6109 6.62 V Q 13.000 1.6565 6.62 V 'Q 13.083 1.7065 7.26 V Q. 13.167 13.250 1.7566 1.8066 7.26 7.26 V V Q. Q. 13.333 1:8566 7.26 V Q. 13.417 1.9066 7.26 V Q. - 13.500 1.9567 7.26 V Q. 13.583 .2.0067 7.26 V Q. 13.667 2.0567 7.26 V Q. 13.750 2.1068 7.26 V Q. 13.833 2.1568 7.26 V Q. 13.917 2.2068 7.26 V Q. 14.000 2.2569 7.26 VQ. 14.083 2.2999 6.25 Q V . 14.167 2.3430 6.25 Q V. 14.250 2.3860 6.25. Q V. 14.333 2.4291 6.25 Q V 14.417 2.4722 6.25 Q V 14.500 2.5152 6.25 Q V 14.583 2.5583 6.25 Q V 14.667 2.6014 6.25 Q V 14.750 2.6444 6.25 Q V 14.833 2.6875 6.25 Q V 14.917 2.7306 6.25 Q V 15.000 2.7736 6.25 Q V 15.083 2.8033 4.31 Q V 15.167 2.8330 4.31 Q V 15.250 2.8626 4.31 Q V 15.333 2.8923 4.31 Q V 15.417 2.9220 4.31 Q V 15.500 2.9517 4.31 Q V 15.583 2.9813 4.31. Q V 15.667 3.0110 4.31 Q V - 15.750 3.0407 4.31 Q V 15.833 3.0704 4.31 Q V . 15.917 3.1000 4.31 Q V . 16.000 3.1297 4.31 Q V . 16.083 3.1307 0.14 Q V . 16.167 3.1317 0.14 Q V. 16.250 3.1327 0.14 Q V. 16.333 3.1337. 0.14 Q V. 16.417 3.1347 0.14 Q V. 16.500 3.1357 0.14 Q V. 16.583 3.1367 0.14 Q V. 16.667 3.1377 0.14 Q. V. 16.750 3.1387 0.14 Q V. 16.833 3.1397 0.14 Q V. 16.917 3.1407 0.14 Q V. 17.000 3.1417 0.14 Q V. 17.083 3.1431 0.20 Q V. 17.167 3.1444 0.20 Q V. 17.250 3.1458 0.20 Q V. 17.333 3.1471 0.20 Q V. 17.417 3.1485 0.20 Q V. 17.500 3.1498 0.20 Q V. 17.583 3.1512 0.20 Q V. 17.667 3.1525 0.20 Q V.- 17.750 3.1539 0.20 Q V. 17.833 3.1552 0.20 Q V. 17.917 3.1566 0.20 Q V. 18.000 • 3.1579 0.20 Q V. 18.083 3.1589 0.13 Q V. 18.167 3.1598 0.13 Q V. 18.250 3.1607 0.13 Q V. 18.333 3.1617 0.13 Q V. 18.417 3.1626 0.13 Q V. 18.500 3.1635 0.13 Q V. 18.583 3.1644 0.13 Q V. 18.667 3.1654 0.13 Q V. 18.750 3.1663 0.13 Q V. 18.833 3.1672 0.13 Q V. 18.917 3.1681 0.13 Q V. 19.000 3.1691 0.13 Q V. 19.083 3.1699 0.12 Q V. 19.167 3.1708 0.12 Q V. 19.250 3.1716 0.12 Q „ V. 19.333 3.1725 0.12 Q V. 19.417 3.1733 0.12 Q V. 19.500 3.1742 0.12 Q V. 19.583 3.1751 0.12 Q V. 19.667 3.1759 0.12 Q V. 19.750 3.1768 0.12 Q V. 19.833 3.1776 0.12 Q V. 19.917 3.1785 0.12 Q V,' 20.000 3.1793 0.12 Q V. 20.083 3.1801 0.11 Q V. 20.167 3.1809 0.11 Q V. 20.250 3.1817 0.11 Q V.' 20.333 3.1825 0.11 Q V. 20.417 3.1832 0.11 Q V. 20.500 3.1840 0.11 Q V. 20.583 3.1848 0.11 Q V. 20.667 3.1856 0.11 Q V. 20.750 3.1864 0.11 Q V. 20.833 3.1872 0.11 Q V. 20.917 3.1879 0.11 Q V. 21.000 3.1887 0.11 Q V. 21.083 3.1894 0.10 Q V. 21.167 3.1902 0.10 Q V. 21.250 3.1909 0.10 Q V. 21:333 3.1916 0.10 Q V. 21.417 3.1923 0.10 Q V. 21.500 3.1930 0.10 Q V., 21.583 3.1937 0.10 Q V. 21.667 3.1944 0.10 Q V. 21.750 3.1951 0.10 Q V. 21.833 3.1959 0.10 Q V. 21.917 3.1966 0.10 Q V. 22.000 3.1973. 0.10 Q V. 22.083 3.1979 0.09 Q V. 22.167 3.1986 0.09 Q V. 22.250 3.1992 0.09 Q V. 22.333 3.1999 0.09 Q V. 22.417 3.2005 0.09 Q V. 22.500 3.2011 0.09 Q V. 22.583 3.2018 0.09 Q V. 22.667 3.2024 0.09 Q V. 22.750 3.2031 0.-09. Q V. • 22.833 3.2037 0.09 Q V. 22.917 3.2043 0.09 Q V. 23.000 3.2050 0.09 Q V. 23.083 3.2056 0.08 Q V. 23.166 3.2061 0.08 Q V. 23.250 3.2067 0.08 Q V. 23.333 3.2073 0.08 Q V. 23.416 3.2078 0.08 Q V. 23.500 3.2084 0.06 Q V. 23.583 3.2090 0.08 Q V. 23.666 3.2095 0.08 Q V. 23.750 3.2101 0.08 Q V. 23.833 3.2107 0.08 Q V. 23.916 3.2113 0.08 Q V. 24.000 3.2118 0.08 Q V. 24.083 3.2118 0.00 Q V. 24.166 3.2118 0.00 Q V. 24.250 3.2118 0.00 Q V. 24.333 3.2118 0.00 Q V. 24.416 3.2118 0.00 Q V. 24.500 3.2118 .0:00 Q V. 24.583 3.2118 0.00 Q V. 24.666 3.2118 0.00 Q V. 24.750 3.2118 0.00 Q V. 24.833 3,2118 0.00 Q V. 24.916 3.2118 0.00 Q V. 25.000 3.2118 0.00 Q V. • FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >> >>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 1) V _effective depth ----- - - - - -- I (and volume) I I I....V........ detention outflow basin ......... ----- - - - - -- 1 1. \ dead basin outlet V storage OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF).= 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.77 0.510 3 2.00 0.86 1.070 4 3.00 0.95 1.690 5 4.00 1.05 2.380 6 5.00 1.15 3.140 J 7 6.00 1.25 3.950 0 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------'------------------------------------------------------ 0.083 0.000 0.12 0.00 0.00 0.0 0.001 0.167 0.000 0.12 0.00 0.00 0.0 0.002 0.250 0.000 0.12 0.00 0.00 0.0 0.003 0.333 0.000 0.12 0.00 0.01 0.0 0.003 0.417 0.000 0.12 0.00 0.01 0.0 0.004 0.500 0.000 0.12 0.00 0.01 0.0 0.005 0.583 0.000 0.12 0.00 0.01 0.0 0.006 0.667 0.00.0 0.12 0.00 0.01 0.0 0.007 0.750 0.000 0.12 0.00 0.01 0.0 0.007 0.833 0.000 0.12 0.00 0.02 0.0, 0.008 0.917 0.000 0.12 0.00 0.02 0.0 0.009 1.000 0.000 0.12 0.00 0.02 0.0 .0.010 1.083 0.000 0.13 0.00 0.02 0.0 0.010 1.167 0.000 0.13 0.00 0.02 0.0 0.011 1.250 0.000 0.13 0.00 0.02 0.0 0.012 1.333 0.000 0.13 0.00 0.03 0.0 0.013 1.417 0.000 0.13 0.00 0.03 0.0 0.014 1.500 0.000 0.13 0.00 0.03 0.0 0.014 1.583 0.000 0.13 0.00 0.03 0.0 0.015 1.667 0.000 0.13 0.00 0.03 0.0 0.016 1.750 0.000 0.13 0.00 0.03 0.0 0.017 1.833 0.000 0.13 0.00 0.03 0.0 0.017 1.917 0.000 0.13 0.00 0.04 0.0 0.018 2.000 0.000 0.13 0.00 0.04 0.0 0.019 2.083 0.000 0.19 0.00 0.04 0.0 0.020 2.167 0.000 0.19 0.00 0.04 0.0 0.021 2.250 0.000 0.19 0.00 0.04 0.0 0.022 2.333 0.000 0.19 0.00 0.05 0.0 0.023 2.417 0.000 - 0.1.9 0.00 0.05 0.0 0.024 2.500 0.000 0.19 0.00 0.05 0.0 0.025 2.583 0.000 0.19 0.00 0.05 0.0 0.026 2.667 0.000 0.19 0.00 0.05 0.0 0.027 2.750 0.000 0.19 0.00 0.06 0.0 0.028 2.833 0.000 0.19 0.00 0.06 0.0 0.029 2.917 0.000 0.19 0.00 0.06 0.0 0.030 3.000 0.000 •0.19 0.00 0.06 0..0 0.031 3.083 0.000 0.22 0.00 0.06 0.0 0.032 3.167 0.000 0.22 0.00 .0.07 0.0 0.034 3.250 0.000 0.22 0.00 0.07 0.1 0.035 3.333 0.000 0.22 0.00 0.07 0.1 0.036 3.417 0.000 0.22 0.00 0.07 0.1 0.037 3.500 0.000 0.22 0.00 0.07 0.1 0.038 3.583 0.000 0.22 0.00 0.08 0.1 0.039 3.667 0.000 0.22 0.00 0.08 0.1 0.040 3.750 0.000 0.22 0.00 0.08 0.1 0.041 3.833 0.000 0.22 0.00 0.08 0.1 0.042 3.917 0.000 0.22 0.00 0.09 0.1 0.043 4.000 0.000 0.22 0.00 • 4.083 0 0'09 0.1 0.044 .000 0.29 0.00 0.09 '•'` 0.1 0.046 4.167 0.000 0,29 0.00 0.09 0.1 0.'047 • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 4.250 0.000 0.29 0.00 0.10 0.1 0.049 4.333 0.000 0.29 0.00 0.10 0.1 0.050 4.417 0.000 0.29 0.00 0.10 0.1 0.052 4.500 0.000 0.29 0.00 0.10 0.1 0.053 4.583 0.000 0.29 0.00 0.11 0.1 0.055 4.667 0.000 0.29 0.00 0.11 0.1 0.056 4.750 0.000 0.29 0.00 0.11 0.1 0.058 4.833 0.000 0.29 0.00 0.12 0.1 0.059 4.917 0.000 0.29 0.00 0.12 0.1 0.060 5.000 0.000 0.29 0.00 0.12 0.1 0.062 5.083 0.000 0.30 0.00 0.12 0.1 0.063 5.167 0.000 0.30 0.00 0.13 0.1 0.065 5.250 0.000 0.30 0.00 0.13 0.1 0.066 5.333 0.000 0.30 0.00 0.13 0.1 0.067 5.417 0.000 0.30 0.00 0.13 0.1 0.069 5.500 0.000 0.30 0.00 0.14 0.1 0.070 5.583 0.000 0.30 0.00 0.14 0.1 0.071 5.667 0.000 0.30 0.00 0.14 0.1 0.073 5.750 0.000 0.30 0.00 0.14 0.1 0.074 5.833 0.000 0.30 0.00 0.15 0.1 0.075 5.917 0.000 0.30 0.00 0.15 0.1 0.076 6.000 0.000 0.30 0.00 0.15 0.1 0.078 6.083 0.000 0.39 0.00 0.16 0.1 0.080 6.167 0.000 0.39 0.00 0.16 0.1 0.082 6.250 0.000 0.39 0.00 0.16 0.1 0.083 6.333 0.000 0.39 0.00 0.17 0.1 0.085 6.417 0.000 0.39 0.00 0.17 0.1 0.087 6.500 0.000 0.39 0.00 0.17 0.1 0.089 6.583 0.000 0.39 0.00 0.18 0.1 0.091 6.667 0.000 0.39 0.00 0.18 0.1 0.092 6.750 0.000 0.39 0.00 0.18 0.1 0.094 6.833 0.000 0.39 0.00 0.19 0.1 0.096 6.917 0.000 0.39 0.00 0.19 0.1 0.097 7.000 0.000 0.39 0.00 0.19 0.1 0.099 7.083 0.000 0.48 0.00 0.20 0.2 0.101 7.167 0.000 0.48 0.00 0.20 0.2 0.104 7.250 0.000 0.48 0.00 0.21 0.2 0.106 7.333 0.000 0.48 0.00 0.21 0.2 '0.108 7.417 0.000 0.48 0.00 0.22 0..2 0.110 7.500 0.000 0.48 0.00 0.22 0.2 .0.112 7.583 0.000 0.48 0.00 0.22 0.2 0.114 7.667 0.000 0.48 0.00 0.23 0.2 0.116 7.750 0.000 0.48 0.00 0.23 0.2 0.118 7.833 0.000 0.48 0.00 0.24 0.2 0.120 7.917 0.000 0.48 0.00 0.24 0.2 0.122 8.000 0.000 0.48 0.00 0.24 0.2 0.124 8.083 • 0.000 1.85 0.00 0.27 0.2 0.136 w 0 8.167 0.000 1.85 0.00 0.29 0.2 8.250 0.147 0.000 1.85 0.00 0.31 p,2 8.333 0.000 1.85 0.00 0.158 0.33 0.2 0.169 •� MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 8.417 0.000 1.85 0.00 0.35 0.3 0.180 8.500 0.000 1.85 0.00 0.37 0.3 0.191 8.583 0.000 1.85 0.00 0.40 0.3 0.202 8.667 0.000 1.85 0.00 0.42 0.3 0.212 8.750 0.000 1.85 0.00 0.44 0.3 0.223 8.833 0.000 1.85 0.00 0.46 0.3 0.233 8.917 0.000 1.85 0.00 0.48 0.4 0.244 9.000 0.000 1.85 0.00 0.50 0.4 0.254 9.083 0.000 3.85 0.00 0.54 0.4 0.277 9.167 0.000 3.85 0.00 0.59 0.4. 0.301 9.250 0.000 3.85 0.00 0.64 0.5 0.324 9.333 0.000 3.85 0.00 0.68 0.5 0.347 9.417 0.000 3.85 0.00 0.73 0.5 0.370 9.500 0.000 3.85 0.00 0.77 0.6 0.392 9.583 0.000 3.85 0.00 0.81 0.6 0.415 9.667 0.000 3.85 0.00 .0.86 0.6 0.437 9.750 0.000 3.85 0.00 0.90 0.7 0.459 9.833 0.000 3.85 0.00 0.94 0.7 0.480 9.917 0.000 3.85 0.00 0.98 0.7 0.502 10.000 0.000 3.85 0.00 1.02 0.8 0.523 10.083 0.000 2.63 0.00 .1.05 0.8 0.536 10.167 0.000 2.63 0.00 1.07 0.8 0.548 10.250 0.000 2.63 0.00 1.09 0.8 0.561 10.333 0.000 2.63 0.00 1.11 0.8 0.574 10.417 0.000 2.63 0.00 1.14 0.8 0..587 10.500 0.000 2.63 0.00 1.16 0.8 0.599. 10.583 0.000 2.63 0.00 1.18 0.8 0.612 10.667 0.000 2.63 0.00 1.20 0.8 0.625 10.750 0.000 2.63 0.00 1.23 0.8 0.637 10.833 0.000 2.63 0.00 1.25 0.8 0.650 10.917 0.000 2.63 0.00 1.27 0.8 0.663 11.000 0.000 2.63 0.00 1.30 0.8 0.675 11.083 0.000 2.97 0.00 1.32 0.8 0.690 11.167 0.000 2.97 0.00 1.35 0.8 0.705 11.250 0.000 2.97 0.00 1.38 0.8 0.720 11.333 0.000 2.97 0.00 1.40 0.8 0.735 11.417 0.000 2.97 0.00 1.43 0.8 0.750 11.500 0.000 2.97 0.00 1.46 0.8 0.765 11.583 .0.000 2.97 0.00 1.48 0.8 0.780 11.667 0.000 2.97 0.00 1.51 0.8 0.795 11.750 0.000 2.97' 0.00 1.53 0.8 0.809 11.833 0.000 2.97 0.00 1.56 0.8 0.824 11.917 0.000 2.97 0.00 1.59 0.8 0.839 12.000 0.000 2.97 0.00 1.61 0.8 0.854 12.083 0.000 6.62 0.00 1.69 0.8 0.894 12.167 0.000 6.62 0.00 1.76 0.8 0.933 • 12.250 0.000 6.62 0.00 1.83 0.8 0.973 12.333 12.417 0.000 0.000 6.62 0.00 1.90 0.8 1.013 12.500 0.000 6.62 6,62 0.00 1.97 0.9 1.053 0.00 2.04 0.9 1.092 a • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 12.583 0.000 6.62 0.00 2.10 0.'9 1.132 12.667 0.000 6.62 0.00 2.16 0.9 1.171 12.750 0.000 6.62 0.00 2.23 0.9 1.211 12.833 0.000 6.62 0.00 2.29 0.9 1.251 12.917 0.000 6.62 0.00 2.35 0.9 1.290' 13.000 0.000 6.62 0.00 2.42 0.9 1.329 13.083 0.000 7.26 0.00 2.49 0.9 1.373 13.167 0.000 7.26 0.00 2.56 0.9 1.417 13.250 0.000 7.26 0.00 2.63 0.9 1.461 13.333 0.000 7.26 0.00 2.70 0,9 1.504 13.417 0.000 7.26 0.00 2.77 0.9 1.548 13.500 0.000 7.26 0.00 2.84 0.9 1.591 13.583 0.000 7.26 0.00 2.91 0.9 1.635 13.667 0.000 7.26 0.00 2.98 1.0 1.678 13.750 0.000 7.26 0.00 3.05 1.0 1.722 13.833• 0.000 7.26 0.00 3.11 1.0 1.765 13.917 0.000 7.26 0.00 3.17 1.0 1.809 14.000 0.000 7.26 0.00 3.23 1.0 1.852 14.083 0.000 6.25 0.00 3.29 1.0 1.888 14.167 0.000 6.25 0.00 3.34 1.0 1.925 14.250 0.000 6.25 0.00 3.39 1.0 1.961 14.333 0.000 6.25 0.00 3.45 1.0 1.997 14.417 0.000 6.25 0.00 3.50 1.0 2.033 14.500 0.000 6.25 0.00 3.55 1.0 2.069 14.583 0.000 6.25 0.00 3.60 1.0 2.105 14.667 0.000 6.25 0.00 3.65 1.0 2.142 14.750 0.000 6.25 0.00 3.71 1.0 2.178 14.833 0.000 6125 0.00 3.76 1.0 2.214 14.917 0.000 6.25 0.00 3.81 1.0 2.250 15.000 0.000 6.25 0.00 3.86 1.0 2.285 15.083 0.000 4.31 0.00 3.90 1.0,11 2.308 15.167 0.000 4.31 0.00 3.93 1.0 2.331 15.250 0.000 4.31 0.00 3.96 1.0 2.353 15.333 0.000 4.31 0.00 3.99 1.0 2.375 15.417 0.000 4.31 0.00 4.02 1.1 .2.398 15.500 0.000 4.31 0.00 4.05 1.1 2.420 15.583 0.000 4.31 0.00 4.08 1.1 2.443 15.667 0.000 4.31 0.00 4.11 1.1 2.465. 15.750 0.000 4.31 0.00 4.14 1.1 2.487 15.833 0.000 4.31 0.00 4.17 1.1 2.510 15.917 0.000 4.31 0.00 4.20 1.1 2.532 16.000 0.000 4.31 0.00 4.23 1.1 2.554 16.083 0.000 0.14 0.00 4.22 1.1 2.548 •16.167 0.000 0.14 0.00 4.21 1.1 2.542 16.250 0.000 .0.14 0.00 4.20 1.1 2.535 • 16.333 0.000 0.14 0.00 4.20 1.1 2.529 16.417 16.500 0.000 0.000, 0.14 0.14 0.00 0.00 4.19 1.1 2.522 16.583 4.18 1.1 2.516 16.667 0.000 0.14- 0.00 4.17 1.1 2.510 0.000 0.14 0.00 4.16 1.1 2.503 • MODIFIED -PULS BASIN ROUTING MODEL RESULTS,(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 16.750 0.000 0.14 0.00 4.15 1.1 2.497 16.833 0.000 0.14 0.00 4.15 1.1 2.491 16.917 0.000 0.14 0.00 4.14 1.1 2.484 17.000 0.000 0.14 0.00 4.13 1.1 2.478 17.083 0.000 0.20 0.00 4.12 1.1 .2.472 17.167 0.000 0.20 0.00 4.11 1.1 2.466 17.250 0.000 0.20 0.00 4.11 1.1 2.460 17.333 0.000 0.20 0.00 4.10 1.1 2.454 17.417 0.000 0.20 0.00 4.09 1.1 2.448 17,500 0.000 0.20 0.00 4.08 1.1 2.442 17.583 0.000 0.20 0.00 4.07 1.1 2.436 17.667 0.000 0.20 0.00 4.07 1.1 2.430 17.750 0.000 0.20 0.00 4.06 1.1 2.424 17.833 0.000 0.20 0.00 4.05 1.1 2.419 17.917 0.000 0.20 0.00 4.04 1.1 2.413 18.000 0.000 0.20 0.00 4.04 1.1 2.407 18.083 0.000 0.13 0.00 4.03 1.1 2.400 18.167 0.000 0.13 0.00 4.02 1.1 2.394 18.250 0.000 0.13 0.00 4.01 1.1 2.388 18.333 0.000 0.13 0.00 4.00 1.1 2.381 18.417 0.000 0.13 0.00 3.99 1.1 2.375 18.500 0.000 0.13 0.00 3.98 1.0 2.369 18.583 0.000 0.13 0.00 3.97 1.0 2.363 18.667 0.000 0.13 0.00 3.97 1.0 2.356 18.750 0.000 0.13 0.00 3.96 1.0 2.350 18.833 0.000 0.13 0.00 3.95 1.0 2.344 18.917 0.000 0.13 0.00 3.94 1.0 2.337 19.000 0.000 0.13 0.00 3.93 1.0 2.331 19.083 0.000 0.12 0.00 3.92 1.0 2.325 19.167 0.000 0.12 0.00 3.91 1.0 .2.318 19.250 0.000 0.12 0'.00 3.90 1.0 2.312 19.333 0.000 0.12 0.00 3.89 1.0* 2.306 19.417 0.000 0.12 0.00 3.88 1.0 2.299 19.500 0.000 0.12 0.00 3.87 1.0 2.293 19.583 0.000 0.12 0.00 3..87 1.0 2.287 19.667 0.000 0.12 0.00 3.86 1.0 2.281 19.750 0.000 0.12 0.00 3.85 1.0- 2.274 19.833 0.000 0..12 0.00 3.84 1.0 2.268 19.917 0.000 0.12 0.00 3.83 1.0 2.262 20.000 0.000 0.12 0.00 3.82 1.0 2.256 20.083 0.000 0.11 0..00 3.81 1.0 2.249 20.167 0.000 0.11 0.00 3.80 1.0 2.243 20.250 0.000 0.11 0.00 3.79 1.0 2.237 20.333 0.000 0.11 0.00 3.78 1.0 2.230 20.417 0.000 0.11 0.00 3.77 1.0 2.224 20.500 0.000 0.11 0.00 3.76 1.0 2.218 20.583 0.000 0.11 0.00 3.76 1.0 2.211 0- • 20.667 0.000 0.11 0.00 3.75 1.0 20.750 0.000 0.11 0.00 2.205 20.833 3.74 1.0 2.199 0.000 0.11 0.00 3.73 1.0 2.192 _________________ MODIFIED -PULS _ BASIN ROUTING _ MODEL _ RESULTS(5- MINUTE _ COMPUTATION INTERVALS): _ (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW .EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 20.917 .0.000• 0.11 0.00 3.72 1.0 2.186 21.000 0.000 0.11 0.00 3.71 1.0 2.180 21.083 0.000 0.10 0.00 3.70 1.0 2.174 21.167 0.000 0.10 0.00 3.69 1.0 2.167 21.250 0.000 0.10 0.00 3..68 1.0 2.161 21.333 0.000 0.10 0.00 3.67 1.0 2.155 21.417 0.000 0.10 0.00 3.66 1.0 2.148 21.500 0.000 0.10 0.00 3.66 1.0 2.142 21.583 0.000 0.10 0.00 3.65 1.0 2.136 21.667 0.000 0.10 0.00 3.64 1.0 2.129 21.750 0.000 0.10 0.00 3.63 1.0 2.123 21.833 0.000 0.10 0.00 3.62 1.0 2.117 21.917 0.000 0.10 0.00 3.61 1.0 2.111 22.000 0.000 0.10 0.00 3.60 1.0 2.104 22.083 0.000 0.09 0.00 3.59 1.0 2.098 22.167 0.000 0.09 0.00 3.58 1.0 2.092 22.250 0.000 0.09 0.00 3.57 1.0 2.085 22.333 0.000 0.09 0.00 3.56 1.0 2.079 22.417 0.000 0.09 0.00 3.55 1.0 2.073 22.500 0.000 0.09 0.00 3.55 1.0 2.066 22.583 0.000 0.09 0.00 3.54 1.0 2.060 22.667 0.000 0.09 0.00 3.53 1.0 2.054 22.750 0.000 0.09 0.00 3.52 1.0 2.048 22.833 0.000 0.09 0.00 3.51 1.0 2.041 22.917 0.000 0.09 0.00 3.50 1.0 2.035 23.000 0.000 0.09 0.00 3.49 1.0 2.029 .23.083 0.000 0.08 0.00 3.48 1.0 2.022 23.167 0.000 0.08 0.00 3.47 1.0 2.016 23.250 0.000 0.08 0.00 3.46 1.0 2.010 23.333 0.000 0.08 0.00 3.45 1.0 2.004 23.417 0.000 0.08 0.00 3.45 1.0 1.997 23.500 0.000 0.08 0.00 3.44 1.0 1.991 23.583 0.000 0.08 0.00 3.43 1.0 1.985 23.667 0.000 0.08 0.00 3.42 1.0 1.978 23.750 0.000 0.08 0.00 3.41 1.0 1.972 23.833 0.000 0.08 0.00 3.•40 1.0 1.966 23.917 0.000 0.08 0.00 3.39 1.0 1.960 24.000 0.000 0.08 0.00 3.38 1.0 1.953 24.083 0.000 0.00 0.00 3.37 1.0 1.946 24.167 0.000 0.00 0.00 3.36 1.0 1.940 24.250 0.000 0.00 0.00 3.35 1.0 1.933 24.333 0.000 0.00 0.00 3.34 1.0 1.926 24.417 0.000 0.00 0.00 3.33 1.0 1.919 24.500 0.000 0.00 0.00 3.32 1.0 1.'912 24.583 0.000 0.00 0.00 3.31 1.0. 1.906 24.667 0.000 0.00 0.00 3.30 1.0 1.899 24.750 • 0.000 0.00 .0.00 3.29 1.0 1.892 • 24.833 0.000 0.00 0.00 3.28 24.917 0.000 0.00 0.00 1'0 1.885 25.000 3.27 1.0 1.879 0 .000 0.00 0.00 3.25 1.0 1.872 • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK 3.212 AF 0.000 MEAN 3..212 TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW- EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ------------------------------------------------------------------ 25.083 0.000 0.00 0.00 3.25 1.0 1.865 25.167 0.000. 0.00 0.00 3.24 1.0 1.858 25.250 0.000 0.00 0.00 3.23 1.0 1.852 25.333 0.000 0.00 0.00 3.22 1.0 1.845 25.417 0.000 0.00 0.00 3.21 1.0 1.838 25.500 0.000 0.00 0.00 3.20 1.0 1.831 25.583 0.000 0.00 0.00 3.20 1.0 1.825 25.667 0.000 0.00 0.00 3.19 1.0 1.818 25.750 0.000 0.00 0.00 3.18 1.0 1.811 25.833 0.000 0.00 0.00 3.17 1.0 1.805 25.917 0.000 0.00 0.00 3.16" 1.0 1.798 26.000 0.000 0.00 0.00 3.15 1.0 1.791 26.083 0.000 0.00 0.00 3.14 1.0 1.785 26.167 0.000 0.00 0.00 3.13 1.0 1.778 26.250 0.000 0.00 0.00 3.12 1.0 1.771 26.333 0.000 0.00 0.00 3.11 1.0 1.765 26.417 0.000 0.00 0.00 3.10 1.0 1.758 26.500 0.000 0.00 0.00 3.09 1.0 1.751 26.583 b.000 0.00 0.00 3.08 1.0 1.745 26.667 0.000 0.00 0.00 3.07 1.0 1.738 26.750 0.000 0.00 0.00 3.06 1.0 1.731 26.833 0.000 0.00 0.00 3.05 1.0 1.725 26.917 0.000 0.00 0.00 3.04 1.0 1.718 27.000 0.`000 0.00 0.00 3.03 1.0 1.712 27.083 0.000 0.00 0.00 3.02 1.0 1.705 27.167 0.000 0.00 0.00 3.01 1.0 1.698 27.250 0.000 0.00 0.00 3.00 1.0 1.692 27.333 0.000 0.00 0.00 2.99 1.0 1.685 27.417 0.000 0.00 0.00 2.98 1.0 1.679 27.500 0.000 0.00 0.00 2.97 1.0 1.672 27.583 0.000 0.00 0.00 2.96 1.0 1.666 27.667 0.000 0.00 0.00 2.95 1.0 1.659 27.750 0.000 0.00 0.00 2.94 0.9 1.652 27.833 0.000 0.00 0.00 2.93 0.9 1.646 27.917 0.000 0.00 0.00 2.92 0.9 1.639 PROCESS SUMMARY OF INFLOW VOLUME = BASIN STORAGE = OUTFLOW VOLUME = LOSS VOLUME = STORAGE: 3.212 AF 0.000 AF (WITH 3..212 AF 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 0.000 AF INITIALLY FILLED) F L O O D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Basin No. 4 revised, bottom lowered to 57.0 * 3 hr - 100 year Storm FILE NAME: C:\ pnd43rwl58b. DATDDDDDDDDOOODDDDDDDD0000000000000 TIME /DATE OF STUDY: 11:51 06/11/2006 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ««< -------------------------------------------------------------- • (UNIT - HYDROGRAPH ADDED TO STREAM 41) WATERCOURSE LENGTH = 2270.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1320.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 11.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 28.980 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.083 HOURS CAUTION: LAG TINE IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER - ENTERED RAINFALL = 2.00 INCHES RCFC &WCD 3 -Hour Storm (10- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT = 10.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 200.060 • • ------------------------------------------------------ ------------------------------------------------------ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 43.288 73.763 2 86.762 74.080 3 95.527 14.935 4 98.637 5.300 5 99.512 1.491 6 99.805 0.499 7 99.951 0.250 8 100.000 0.083 • • • • Is TOTAL STORM RAINFALL(INCHES) = 2.00 TOTAL SOIL- LOSS(INCHES) = 0.60 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 'FECTIVE ,INFALL NCHES) -- ----- - - - - -- 1.0187 1.0187 ).0327 1.0327 1.0327 1.0347 1.0547 1.0507 1.0727 1.0687 1.0947 1.0847 ).1127 1.1366 1.2486 1.2486 1.0427 1.0147 ------------------------------------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.4090 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.2854 --------------------------------------------------- --------- - - - - -- UNIT UNIT UNIT El PERIOD RAINFALL SOIL -LOSS Ru (NUMBER) (INCHES) (INCHES) (: --------------------------------------------------------- 1 0.0520 - - - - -- 0.0333 2 0.0520 0.0333 3 0.0660 0.0333 4 0.0660 0.0333 5 0.0660 0.0333 6 0.0680 0.0333 7 0.0880 0.0333 8 0.0840 0.0333 9 0.1060 0.0333 10 0.1020 0.0333 11 0.1280 0.0333 12 0.1180 0.0333 I 13 0.1460 0.0333 I 14 0.1700 0.0333 I 15 0.2820 0.0333 I 16 0.2820 0.0333 I 17 0.0760 0.0333 I 18 0.0480 0.0333 I TOTAL STORM RAINFALL(INCHES) = 2.00 TOTAL SOIL- LOSS(INCHES) = 0.60 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 'FECTIVE ,INFALL NCHES) -- ----- - - - - -- 1.0187 1.0187 ).0327 1.0327 1.0327 1.0347 1.0547 1.0507 1.0727 1.0687 1.0947 1.0847 ).1127 1.1366 1.2486 1.2486 1.0427 1.0147 ------------------------------------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.4090 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.2854 --------------------------------------------------- --------- - - - - -- 3 - H O U R S T O R M R U N O F F H Y D R O G R A P H ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at ENE of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 ---------------------------------------------------------------------------- 0.083 0.0095 1.38 VQ 0.167 0.0190 1.38 VQ 0.250 0.0380 2.76 V Q 0.333 0.0570 2.76 V Q 0.417 0.0850 4.07 V Q 0.500 0.1130 4.07 V Q 0.583 0.1489 5.21 V Q 0.667 0.1847 5.21 V Q 0.750 0.2222 5.44 V Q 0.833 0.2597 5.44 V Q 0.917 0.2988 5.67 V Q 1.000 0.3379 5.67 VQ 1.083 0.3883 7.32 V Q 1.167 0.4387 7.32 V Q 1.250 0.4976 8.55 V Q . 1.333 0.5565 8.55 V Q . 1.417 0.6266 10.19 V Q 1.500 0.6968 10.19 V Q 1.583 0.7765 11.57 V.Q 1.667 0.8562 11.57 VQ 1.750 0.9493 13.53 V Q 1.833 1.0425 13.53 VQ 1.917 1.1943 14.78 VQ 2.000 • 1.2961 19.78 QV 2.083 1.3598 16.51 Q 2.167 1.4735 16.51 QV 2.250 1.6136 20.35 VQ 2.333 1.7538 20.35 QV 2.417 1.9658 30.79 V Q 2.500 2.1779 30.79 V Q 2.583 2.4506 39.59 V. Q. 2.667 2.7233 39.59 V Q. 2.750 2.9040 26.24 Q V 2.833 3.0847 26.24 Q V 2.917 3.1506 9.56 Q. V . 3.000 3.2164 9.56 Q. V. 3.083 3.2406 3.52 Q V. 3.167 3.2649 3.52 Q V. 3.250 3.2716 0.98 Q V. 3.333 3.2784 0.98 Q V. 3.417 3.2807 0.34 Q V. 3.500 3.2831 0.34 Q V. 3.583 3.2839 0.13 Q V. 3.667 3.2848 0.13 Q V. 3.750 3.2851 0.04 Q V. • • 3.833 3.2853 0.09 Q V. 3.917 3.2859 0.01 Q V. 9.000 3.2859 0.01 Q V. • • I f • • • FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< ---------------------------------------------------------------------- - - - - -- INFLOW (STREAM 1) I I V _effective depth ----- - - - - -- I (and volume) I I I I I I I....V........ 1 detention 1< - ->1 outflow 1 basin I i......••• ----- - - - - -- I I \ I I dead 1, basin outlet V 1 storage I OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW - THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSJS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.43 0.200 3 2.00 0.45 0.430 4 3.00 0.49 0.680 5 4.00 0.56 0.970 6 5.00 0.64 1.300 7 6.00 0.73 1.660 8 7.00 0.89 2.090 9 8.00 0.99 2.540 10 9.00 1.02 3.030 11 10.00 1.04 3.550 12 11.00 1.10 4.070 13 12.00 1.23 4.610 • -------------- ========================================= MODIFIED -PULS BASIN ROUTING MODEL.RESELTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 1.38 0.00 0.05 0.0 0.009 0.167 0.000 1.38 0.00 0.09 0.0 0.019 0.250 0.000 2.76 0.00 0.19 0.1 0.037 0.333 0.000 2.76 0.00 0.28 0.1 0.056 0.417 0.000 4.07 0.00 0.41 0.1 0.083 0.500 0.000 4.07 0.00 0.55 0.2 0.109 0.583 0.000 5.21 0.00 0.72 0.3 0.143 0.667 0.000 5.21 0.00 0.88 0.3 0.177 0.750 0.000 5.44 0.00 1.05 0.4 0.211 0.833 0.000 5.44 0.00 1.20 0.4 0.246 0.917 0.000 5.67 0.00 1.36 0.4 0.282 1.000 0.000 5.67 0.00 1.51 0.4 0.318 1.083 0.000 7.32 0.00 1.72 0.4 0.365 1.167 0.000 7.32 0.00 1.92 0.4 0.413 1.250 0.000 8.55 0.00 2.15 0.5 0.469 1.333 0.000 8.55 0.00 2.38 0.5 0.524 1.417 0.000 10.19 0.00 2.64 0.5 0.591 1.500 0.000 10.19 0.00 2.91 0.5 0.658 1.583 0.000 11.57 0.00 3.19 0.5 0.734 1.667 0.000 11.57 0.00 3.45 0.5 0.810 1.750 0.000 13.53 0.00 3.76 0.5 0:900 1.833 0.000 13.53 0.00 4.06 0.6 0.989 1.917 0.000 14.78 0.00 4.36 0.6 1.087 2.000 0.000 14.78 0.00 4.65 0.6 1.185 2.083 0.000 16.51 0.00 4.98 0.6 1.294 • 2.167 0.000 16.51 0.00 5.29 0.7 1.403 2.250 0.000 20.35 0.00 5.66 0.7 1.539 2.333 0.000 20.35 0.00 6.03 0.7 1.674 2.417 0.000 30.79 0.00 6.51 0.8 1.881 2.500 0.000 30.79 0.00 6.99 0.8 2.087 2.583 0.000 39.59 0.00 7.59 0.9 2.353 2.667 0.000 39.59 0.00 8.16 1.0 2.619 2.750 0.000 26.24 0.00 8.52 1.0 2.793 2.833 0.000 26.24 0.00 8.87 1.0 2.967 2.917 0.000 9.56 0.00 8.99 1.0 3.026 3.000 0.000 9.56 0.00 9.11 1.0 3.085 3.083 0.000 3.52 0.00 9.14 1.0 3.102 3.167 0.000 3.52 0.00 r9:.171_ 0 3.119 _ Comment [h1j: wS =66.17 3.250 0.000 0.98 0.00 9.17 1.0 3.119 3.333 0.000 0.98 0.00 9.17 1.0 3.118 3.417 0.000 0.34 0.00 9.16 1.0 3.114 3.500 0.000 0.34 0.00 9.15 1.0 3.109 3.583 0.000 0.13 0.00 9.14 1.0 3.103 3.667 0.000 0.13 0.00 9.13 1.0 3.097 3.750 0.000 0.04 0.00 9.12 1.0 3.090 3.833 0.000 0.04 0.00 9.10 1.0 3.083 3.917 0.000 0.01 0.00 9.09 1.0 3.076 • • 4.000 0.000 0.01 0.00 9.08 1.0 3.069 4.083 0.000 0.00 0.00 9.06 1.0 3.062 4.167 0.000 0.00 0.00 9.05 1.0 3.055 • • 0 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 4.250 0.000 0.00 0.00 9.03 1.0 3.048 4.333 0.000 0.00 0.00 9.02 1.0 3.041 4.417 0.000 0.00 0.00 9.01 1.0 3.034 4.500 0.000 0.00 0.00 8.99 1.0 3.027 4.583 0.000 0.00 0.00 8.98 1.0 3.020 4.667 0.000 0.00 0.00 8.96 1.0 3.013 4.750 0.000 0.00 0.00 8.95 1.0 3.006 4.833 0.000 0.00 0.00 8.94 1.0 2.999 4.917 0.000 0.00 0.00 8.92 1.0 2.992 5.000 0.000 0.00 0.00 8.91 1.0 2.985 5.083 0.000 0.00 0.00 8.89 1.0 2.978 5.167 0.000 0.00 0.00 8.88 1.0 2.971 5.250 0.000 0.00 0.00 8.86 1.0 2.964 5.333 0.000 0.00 0.00 8.85 1.0 2.957 5.417 0.000 0.00 0.00 8.84 1.0 2.950 5.500 0.000 0.00 0.00 8.82 1.0 2.943 5.583 0.000 0.00 0.00 8.81 1.0 2.936 5.667 0.000 0.00 0.00 8.79 1.0 2.929, 5.750 0.000 0.00 0.00 8.78 1.0 2.922 5.833 0.000 0.00 0.00 8.76 1.0 2.915 5.917 0.000 0.00 0.00 8.75 1.0 2.908 6.000 0.000 0.00 0.00 8.74 1.0 2.901 6.083 0.000 0.00 0.00 8.72 1.0 2.894 6.167 0.000 0.00 0.00 8.71 1.0 2.887 6.250 0.000 0.00 0.00 8.69 1.0 2.880 • 6.333 0.000 0.00 0.00 8.68 1.0 2.873 6.417 0.000 0.00 0.00 8.66 1.0 2.866 6.500 0.000 0.00 0.00 8.65 1.0 2.859 6.583 0.000 0.00 0.00 8.64 1.0 2.852 6.667 0.000, 0.00 0.00 8.62 1.0 2.845 6.750 0.000 0.00 0.00 8.61 1.0 2.838 6.833 0.000 0.00 0.00 8.59 1.0 2.831 6.917 0.000 0.00 0.00 8.58 1.0 2.824 7.000 0.000 0.00 0.00 8.57 1.0 2.817 7.083 0.000 0.00 0.00 8.55 1.0 2.810 7.167 0.000 0.00 0.00 8.54 1.0 2.803 7.250 0.000 0.00 0.00 8.52 1.0 2.796 7.333 0.000 0.00 0.00 8.51 1.0 2.789 7.417 0.000 0.00 0.00 8.49 1.0 2.782 7.500 0.000 0.00 0.00 8.48 1.0 2.775 7.583 0.000 0.00 0.00 8.47 1.0 2.769 7.667 0.000 0.00 0.00 8.45 1.0 2.762 7.750 0.000 0.00 0.00 8.44 1.0 2.755 7.833 0.000 0.00 0.00 8.42 1.0 2.748 7.917 0.000 0.00 0.00 8.41 1.0 2.741 8.000 0.000 0.00 0.00 8.40 1.0 2.734 8.083 0.000 0.00 0.00 8.38 1.0 2.727 0 • 8.167 0.000 0.00 0.00 8.37 1.0 2.720 8.250 0.000 0.00 0.00 8.35 1.0 2.713 8.333 0.000 0.00 0.00 8.34 1.0 2.706 1r u u F_ -I L-A MODIFIED -PULS BASIN ROUTING MODEL RESCLTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) -------=-------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 0.00 0.00 8.33 1.0 2.699 8.500 0.000 0.00 0._00 8.31 1.0 2.692 8.583 0.000 0.00 0.00 8.30 1.0 2.686 8.667 0.000 0.00 0.00 8.28 1.0 2.679 8.750 0.000 0.00 0.00 8.27 1.0 2.672 8.833 0.000 0.00 0.00 8.25 1.0 2.665 8.917 0.000 0.00 0.00 8.24 1.0 2.658 9.000 0.000 0.00 0.00 8.23 1.0 2.651 9.083 0.000 0.00 0.00 8.21 1.0 2.644 9.167 0.000 0.00 0.00 8.20 1.0 2.637 9.250 0.000 0.00 0.00 8.18 1.0 2.630 9.333 0.000 0.00 0.00 8.17 1.0 2.624 9.417 0.000 0.00 0.00 8.16 1.0 2.617 9.500 0.000 0.00 0.00 8.14 1.0 2.610 9.583 0.000 0.00 0.00 8.13 1.0 2.603 9.667 0.000 0.00 0.00 8.11 1.0 2.596 9.750 0.000 0.00 0.00 8.10 1.0 2.589 9.833 0.000 0.00 0.00 8.09 1.0 2.582 9.917 0.000 0.00 0.00 8.07 1.0 2.575 1-0.000 0.000 0.00 0.00 8.06 1.0 2.569 10.083 0.000 0.00 0.00 8.04 1.0 2.562 10.167 0.000 0.00 0.00 8.03 1.0 2.555 10.250 0.000 0.00 0.00 8.02 1.0 2.548 10.333 0.000 0.00 0.00 8.00 1.0 2.541 10.417 0.000 0.00 0.00 7.99 1.0 2.534 10.500 • 0.000 0.00 0.00 7.97 1.0 2.528 10.583 0.000 0.00 0.00 7.96 1.0 2.521 10.667, 0.000 0.00 0.00 7.94 1.0 2.514 10.750 0.000 0.00 0.00 7.93 1.0 2.507 10.833 0.000 0.00 0.00 7.91 1.0 2.500 10.917 0.000 0.00 0.00 7.90 1.0 2.494 11.000 0.000 0.00 0.00 7.88 1.0 2.487 11.083 0.000 0.00 0.00 7.87 1.0 2.480 11.167 0.000 0.00 0.00 7.85 1.0 2.473 11.250 0.000 0.00 0.00 7.84 1.0 2.467 11.333 0.000 0.00 0.00 7.82 1.0 2.460 11.417 0.000 0.00 0.00 7.81 1.0 2.453 11.500 0.000 0.00 0.00 7.79 1.0 2.446 11.583 0.000 0.00 0.00 7.78 1.0 2.440 11.667 0.000 0.00 0.00 7:76 1.0 2.433 11.750 0.000 0.00 0.00 7.75 1.0 2.426 11.833 0.000 0.00 0.00 7.73 1.0 2.420 11.917 0.000 0.00 0.00 7.72 1.0 2.413 12.000 0.000 0.00 0.00 7.70 1.0 2.406 12.083 0.000 0.00 0.00 7.69 1.0 2.400 12.167 0.000 0.00 0.00 7.67 1.0 2.393 12.250 0.000 0.00 0.00 7.66 1.0 2.387 • • 12.333 0.000 0.00 0.00 7.64 1.0 2.380 12.417 0.000 0.00 0.00 7.63 1.0 2.373 12.500 0.000 0.00 0.00 7.62 1.0 2.367 • 1x11 u • ------------- MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 12.583 0.000 0.00 0.00 7.60 1.0 2.360 12.667 0.000 0.00 0.00 7.59 1.0 2.354 12.750 0.000 0.00 0.00 7.57 0.9 2.347 12.833 0.000 0.00 0.00 7.56 0.9 2.341 12.917 0.000 0.00 0.00 7.54 0.9 2.334 13.000 0.000 0.00 0.00 7.53 0.9 2.328 13.083 0.000 0.00 0.00 7.51 0.9 2.321 13.167 0.000 0.00 0.00 7.50 0.9 2.315 13.250 0.000 0.00 0.00 7.48 0.9 2.308 13.333 0.000 0.00 0.00 7.47 0.9 2.302 13.417 0.000 0.00 0.00 7.46 0.9 2.295 13.500 0.000 0.00 0.00 7.44 0.9 2.289 13.583 0.000 0.00 0.00 7.43 0.9 2.282 13.667 0.000 0.00 0.00 7.41 0.9 2.276 13.750 0.000 0.00 0.00 7.40 0.9 2.270 13.833 0.000 0.00 0.00 7.38 0.9 2.263 13.917 0.000 0.00 0.00 7.37 0.9 2.257 14.000 0.000 0.00 0.00 7.36 0.9 2.250 14.083 0.000 0.00 0.00 7.34 0.9 2.244 14.167 0.000 0.00 0.00 7.33 0.9 2.238 14.250. 0.000 0.00 0.00 7.31 0.9 2.231 14.333 0.000 0.00 0.00 7.30 0.9 2.225 14.417 0.000 0.00 0.00 7.29 0.9 2.219 14.500 0.000 0.00 0.00 7.27 0.9 2.212 14.583 0.000 0.00 0.00 7.26 0.9 2.206 14.667 0.000 0.00 0.00 7.24 0.9 2.200 14.750 0.000 0.00 0.00 7.23 0.9 2.193 14.833 0.000 0.00 0.00 7.22 0.9 2.187 14.917 0.000 0.00 0.00 7.20 0.9 2.181 15.000 0.000 0.00 0.00 7.19 0.9 2.175 15.083 0.000 0.00 0.00 7.17 0.9 2.168 15.167 0.000 0.00 0.00 7.16 0.9 2.162 15.250 0.000 0.00 0.00 7.15 0.9 2.156 15.333 0.000 0.00 0.00 7.13 0.9 2.150 15.417 0.000 0.00 0.00 7.12 0.9 2.143 15.500 0.000 0.00 0.00 7.11 0.9 2.137 15.583 0.000 0.00 0.00 7.09 0.9 2.131 15.667 0.000 0.00 0.00 7.08 0.9 2.125 15.750 0.000 0.00 0.00 7.06 0.9 2.119 15.833 0.000 0.00 0.00 7.05 0.9 2.113 15.917 0.000 0.00 0.00 7.04 0.9 2.106 16.000 0.000 0.00 0.00 7.02 0.9 2.100 16.083 0.000 0.00 0.00 7.01 0.9 2.094 16.167 0.000 0.00 0.00 7.00 0.9 2.088 16.250 0.000 0.00 0.00 6.98 0.9 2.082 16.333 0.000 0.00 0.00 6.97 0.9 2.076 16.417 0.000 0.00 0.00 6.95 0.9 2.070 • • 16.500 0.000 0.00 0.00 6.94 0.9 2.064 16.583 0.000 0.00 0.00 6.92 0.9 2.058 16.667 0.000 0.00 0.00 6.91 0.9 2.052 • • • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 16.750 0.000 0.00 0.00 6.90 0.9 2.046 16.833 0.000 0.00 0.00 6.88 0.9 2.040 16.917 0.000 0.00 0.00 6.87 0.9 2.034 17.000 0.000 0.00 0.00 6.86 0.9 2.028 17.083 0.000 0.00 0.00 6.84 0.9 2.022 17.167 0.000 0.00 0.00 6.83 0.9 2.016 17.250 0.000 0.00 0.00 6.81 0.9 2.010 17.333 0.000 0.00 0.00 6.80 0.9 2.004 17.417 0.000 0.00 0.00 6.79 0.9 1.998 17.500 0.000 0.00 0.00 6.77 0.9 1.992 17.583 0.000 0.00 0.00 6.76 0.8 1.986 17.667 0.000 0.00 0.00 6.75 0.8 1.981 17.750 0.000 0.00 0.00 6.73 0.8 1.975 17.833 0.000 0.00 0.00 6.72 0.8 1.969 17.917 0.000 0.00 0.00 6.71 0.8 1.963 18.000 0.000 0.00 0.00 6.69 0.8 1.957 18.083 0.000 0.00 0.00 6.68 0.8 1.952 18.167 0.000 0.00 0.00 6.66 0.8 1.946 18.250 0.000 0.00 0.00 6.65 0.8 1.940 18.333 0.000 0.00 0.00 6.64 0.8 1.934 18.417 0.000 0.00 0.00 6.62 0.8 1.929 18.500 0.000 0.00 0.00 6.61 0.8 1.923 18.583 0.000 0.00 0.00 6.60 0.8 1.917 18.667 0.000 0.00 0.00 6.59 0.8 1.912 18.750 0.000 0.00 0.00 6.57 0.8 1.906 • 18.833 0.000 0.00 0.00 6.56 0.8 1.900 18.917 0.000 0.00 0.00 6.55 0.8 1.895 19.000 0.000 0.00 0.00 6.53 0.8 1.889 19.083 0.000 0.00 0.00 6.52 0.8 1.884 19.167 0.000 0.00 0.00 6.51 0.8 1.878 19.250 0.000 0.00 0.00 6.49 0.8 1.873 19.333 0.000 0.00 0.00 6.48 0.8 1.867 19.417 0.000 0.00 0.00 6.47 0.8 1.861 19.500 0.000 0.00 0.00 6.46 0.8 1.856 19.583 0.000 0.00 0.00 6.44 0.8 1.850 19.667 0.000 0.00 0.00 6.43 0.8 1.845 19.750 0.000 0.00 0.00 6.42 0.8 1.840 19.833 0.000 0.00 0.00 6.40 0.8 1.834 19.917 0.000 0.00 0.00 6.39 0.8 1.829 20.000 0.000 0.00 0.00 6.38 0.8 1.823 20.083 0.000 0.00 0.00 6.37 0.8 1.818 20.167 0.000 0.00 0.00 6.35 0.8 1.812 20.250 0.000 0.00 0.00 6.34 0.8 1.807 20.333 0.000 0.00 0.00 6.33 0.8 1.802 20.417 0.000 0.00 0.00 6.32 0.8 1.796 20.500 0.000 0.00 0.00 6.30 0.8 1.791 20.583 0.000 0.00 0.00 6.29 0.8 1.786 • • 20.667 0.000 0.00 0.00 6.28 0.8 1.780 20.750 0.000 0.00 0.00 6.27 0.8 1.775 20.833 0.000 0.00 0.00 6.26 0.8 1.770 • • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE, (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 20.911 0.000 0.00 0.00 6.24 0.8 1.764 21.000 0.000 0.00 0.00 6.23 0.8 1.759 21.083 0.000 0.00 0.00 6.22 0.8 1.754 21.167 0.000 0.00 0.00 6.21 0.8 1.749 21.250 0.000 0.00 0.00 6.19 0.8 1.743 21.333 0.000 0.00 0.00 6.18 0:8 1.738 21.417 0.000 0.00 0.00 6.17 0.8 1.733 21.500 0.000 0.00 0.00 6.16 0.8 1.728 21.583 0.000 0.00 0.00 6.15 0.7 1.723 21.667 0.000 0.00 0.00 6.13 0.7 1.718 21.750 0.000 0.00 0.00 6.12 0.7 1.712 21.833 0.000 0.00 0.00 6.11 0.7 1.707 21.917 0.000 0.00 0.00 6.10 0.7 1.702 22.000 0.000 0.00 0.00 6.09 0.7 1.697 22.083 0.000 0.00 0.00 6.07 0.7 1.692 22.167 0.000 0.00 0.00 6.06 0.7 1.687 22.250 0.000 0.00 0.00 6.05 0.7 1.682 22.333 0.000 0.00 0.00 6.04 0.7 1.677 22.417 0.000 0.00 0.00 6.03 0.7 1.672 22.500 0.000 0.00 0.00 6.02 0.7 1.667 22.583 0.000 0.00 0.00 6.00 0.7 1.662 22.667 0.000 0.00 0.00 5.99 0.7 1.657 22.750 0.000 0.00 0.00 5.98 0.7 1.652 22.833 0.000 0.00 0.00 5.96 0.7 1.647 22.917 0.000 0.00 0.00 5.95 0.7 1.642 23.000 0.000 0.00 0.00 5.94 0.7 1.637 23.083 0.000 0.00 0.00 5.92 0.7 1.632 23.167 0.000 0.00 0.00 5.91 0.7 1.627 23.250 0.000 0.00 0.00 5.89 0.7 1.622 23.333 0.000 0.00 0.00 5.88 0.7 1.617 23.417 0.000 0.00 0.00 5.87 0.7 1.612 23.500 0.000 0.00 0.00 5.85 0.7 1.607 23.583 0.000 0.00 0.00 5.84 J 0.7 1.602 23.667 0.000 0.00 0.00 5.83 0.7 1.598 23.750 0.000 0.00 0.00 5.81 .0.7 1.593 23.833 0.000 0.00 0.00 5.80 0.7 1.588 23.917 0.000 0.00 0.00 5.79 0.7 1.583 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 3.285 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 3.285 AF LOSS VOLUME ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS • C J • F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrocraph Version 2.OA) Release Date: 01/01/2002 License ID 1920 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Basin No. 9 revised, bottom lowered to 57.0 6 hr - 100 year Storm FILE NAME: C:\ pnd93rwl58b. DATDDDDDDDDDDDDDDDDDDDODDDDDDDDDDDO TIME /DATE OF STUDY: 12:02 06/11/2006 is • C] FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 2270.000 FEET "S" GRAPH LENGTH FROM CONCENTRATION POINT TO CENTROID = 1320.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 11.000 FEET BASIN FACTOR = 0.015 75.192 WATERSHED AREA = 28.980 ACRES 2 BASEFLOW = 0.000 CFS /SQUARE -MILE 13.658 WATERCOURSE "LAG" TIME = 0.083 HOURS 99.695 CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. 4 THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. 100.000 VALLEY S- GRAPH'SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER - ENTERED RAINFALL = 2.50 INCHES RCFC &WCD 6 -Hour Storm (30- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT = 30.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 600.180 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 75.192 42.709 2 99.238 13.658 3 99.695 0.260 4 99.924 0.130 5 100.000 0.043 • • • • UNIT PERIOD 1 (NUMBER) 1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10 11 12 13 14 15 12 TOTAL STORM RAINFALL(INCHES) = 2.51 TOTAL SOIL- LOSS(INCHES) = 1.19 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.32 ----------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.7866 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.0822 ------------------------------------------- --------------- - - - - - -- UNIT UNIT EFFECTIVE tAINFALL SOIL -LOSS RAINFALL ;INCHES) (INCHES) (INCHES) ).0900 0.0810 0.0090 ).1075 0.0967 0.0107 ).1200 0.1000 0.0200 ).1225 0.1000 0.0225 ).1325 0.1000 0.0325 ).1450 0.1000 0.0450 1.1700 0.1000 0.0700 ).2250 0.1000 0.1250 ).2900 0.1000 0.1900 ).3600 0.1000 0.2600 ).6275 0.1000 0.5275 ).1100 0.0990 0.0110 ).0000 0.0000 0.0000 ).0000 0.0000 0.0000 ).0000 0.0000 0.0000 ).0110 0.0099 0.0011 TOTAL STORM RAINFALL(INCHES) = 2.51 TOTAL SOIL- LOSS(INCHES) = 1.19 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.32 ----------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.7866 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.0822 ------------------------------------------- --------------- - - - - - -- 6 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 7.5 15.0 22.5 30.0 ---------------------------------------------------------------------------- 0.083 0.0026 .0.38 Q 0.167 0.0053 0.38 Q 0.250 0.0079 0.38 Q 0.333 0.0106 0.38 Q 0.417 0.0132 0.38 Q 0.500 0.0159 0.38 Q 0.583 0.0199 0.58 Q 0.667 0.0239 0.58 Q 0.750 0.0279 0.58 Q 0.833 0.0319 0.58 Q 0.917 0.0359 0.58 Q 1.000 0.0399 0.58 Q 1.083 0.0468 1.00 VQ 1.167 0.0537 1.00 VQ 1.250 0.0607 1.00 VQ 1.333 0.0676 1.00 VQ 1.417 0.0745 1.00 VQ 1.500 0.0814 1.00 Q 1.583 0.0899 1.24 Q 1.667 0.0984 1.24 Q 1.750 0.1069 1.24 Q 1.833 0.1155 1.24 Q 1.917 0.1240 1.2 Q 2.000 • 0.1325 1.29 4 .Q 2.083 0.1442 1.70 VQ 2.167 0.1560 1.70 Q 2.250 0.1677 1.70 Q 2.333 0.1794 1.70 Q 2.417 0.1911 1.70 Q 2.500 0.2028 1.70 Q 2.583 0.2192 2.37 VQ 2.667 0.2355 2.37 Q 2.750 0.2519 2.37 Q 2.833 0.2682 2.37 Q 2.917 0.2846 2.37 Q 3.000 0.3009 2.37 Q 3.083 0.3258 3.62 Q 3.167 0.3507 3.62 Q 3.250 0.3756 3.62 Q 3.333 0.4005 3.62 QV 3.417 0.4254 3.62 QV 3.500 0.4503 3.62 QV 3.583 0.4938 6.31 V Q . 3.667 0.5373 6.31 V Q . 3.750 0.5807 6.31 VQ . • • 1r u • 3.833 0.6242 6.31 3.917 0.6677 6.31 4.000 0.7111 6.31 4.083 0.7789 9.85 4.167 0.8467 9.85 4.250 0.9146 9.85 4.333 0.9824 9.85 4.417 1.0502 9.85 4.500 1.1180 9.85 4.583 1.2126 13.74 4.667 1.3073 13.74 4.750 1.4019 13.74 4.833 1.4965 13.74 4.917 1.5912 13.74 5.000 1.6858 13.74 5.083 1.8659 26.15 5.167 2.0460 26.15 5.250 2.2260 26.15 5.333 2.4061 26.15 5.417 2.5862 26.15 5.500 2.7662 26.15 5.583 2.8168 7.35 5.667 2.8675 7.35 5.750 2.9181 7.35 5.833 2.9687 7.35 5.917 3.0193 7.35 6.000 3.0699 7.35 6.083 3.0712 0.19 6.167 3.0726 0.19 6.250 3.0739 0.19 6.333 3.0752 0.19 6.417 3.0766 0.19 6.500 3.0779 0.19 6.583 3.0785 0.08 6.667 3.0790 0.08 6.750 3.0796 0.08 6.833 3.0801 0.08 6.917 3.0807 0.08 7.000 3.0812 0.08 7.083 3.0814 0.02 7.167 3.0815 0.02 7.250 3.0817 0.02 7.333 3.0819 0.02 7.417 3.0820 0.02 7.500 3.0822 0.02 7.583 3.0822 0.00 7.667 3.0822 0.00 7.750 3.0822 0.00 7.833 3.0822 0.00 7.917 3.0822 0.00 8.000 3.0822 0.00 Q . Q . QV. v Q V Q V Q VQ Q QV V Q . V Q Q . QV. Q V Q V • • • • • V V V Q Q Q V Q VQ QV V v V V . V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. • lI u • FLOW PROCESS FROM NODE 2.00 TO NCDE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I I V _effective depth ----- - - - - -- I (and volume) I I I I I I I....V........ I detention I< - - >I outflow I basin I I ......... ----- - - - - -- I I \ I I dead I basin outlet V I s =orage I OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.4= 0.200 3 2.30 0.4_ 0.430 4 3.30 0.49 0.680 5 4.00 0.5E 0.970 6 5.00 0.64 1.300 7 6.00 0.73 1.660 8 7.00 0.89 2.090 9 8.00 0.99 2.540 10 9.00 1.02 3.030 11 10.00 1.04 3.550 12 11.00 1.10 4.070 13 12.00 1.23 4.610 • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW 'EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.083 0.000 0.38 0.00 0.01 0.0 0.003 0.167 0.000 0.38 0.00 0.03 0.0 0.005 0.250 0.000 0.38 0.00 0.04 0.0 0.008 0.333 0.000 0.38 0.00 0.05 0.0 0.010 0.417 0.000 0.38 0.00 0.06 0.0 0.013 0.500 0.000 0.38 0.00 0.08 0.0 0.015 0.583 0.000 0.58 0.00 0.09 0.0 0.019 0.667 0.000 0.58 0.00 0.11 0.0 0.023 0.750 0.000 0.58 0.00 0.13 0.1 0.026 0.833 0.000 0.58 0.00 0.15 0.1 0.030 0.917 0.000 0.58 0.00 0.17 0.1 0.033 1.000 0.000 0.58 0.00 0.18 0.1 0.037 1.083 0.000 1.00 0.00 0.22 0.1 0.043 1.167 0.000 1.00 0.00 0.25 0.1 0.049 1.250 0.000 1.00 0.00 0.28 0.1 0.056 1.333 0.000 1.00 0.00 0.31 0.1 0.062 1.417 0.000 1.00 0.00 0.34 0.1 0.068 1.500 0.000 1.00 0.00 0.37 0.2 0.073 1.583 0.000 1.24 0.00 0.40 0.2 0.081 1.667 0.000 1.24 0.00 0.44 0.2 0.088 1.750 0.000 1.24 0.00 0.48 0.2 0.095 1.833 0.000 1.24 0.00 0.51 0.2 0.102 1.917 0.000 1.24 0.00 0.55 0.2 0.109 2.000 0.000 1.24 0.00 0.58 0.2 0.116 2.083 0.000 1.70 0.00 0.63 0.3 0.126 • 2.167 0.000 1.70 0.00 0.68 0.3 0.136 2.250 0.000 1.70 0.00 0.73 0.3 0.145 2.333 0.000 1.70 0.00 0.77 0.3 0.155 2.417 0.000 1.70 0.00 0.82 0.3 0.164 2.500 0.000 1.70 0.00 0.87 0.4 0.174 2.583 0.000 2.37 0.00 0.94 0.4 0.187 2.667 0.000 2.37 0.00 1.00 0.4 0.201 2.750 0.000 2.37 0.00 1.06 0.4 0.214 2.833 0.000 2.37 0.00 1.12 0.4 0.227 2.917 0.000 2.37 0.00 1.18 0.4 0.241 3.000 0.000 2.37 0.00 1.24 0.4 0.254 3.083 0.000 3.62 0.00 1.33 0.4 0.276 3.167 0.000 3.62 0.00 1.43 0.4 0.298 3.250 0.000 3.62 0.00 1.52 0.4 0.320 3.333 0.000 3.62 0.00 1.62 0.4 0.342 3.417 0.000 3.62 0.00 1.71 0.4 0.364 3.500 0.000 3.62 0.00 1.81 0.4 0.385 3.583 0.000 6.31 0.00 1.98 0.4 0.426 3.667 0.000 6.31 0.00 2.14 0.5 0.466 3.750 0.000 6.31 0.00 2.31 0.5 0.506 3.833 0.000 6.31 0.00 2.47 0.5 0.547 3.917 0.000 6.31 0.00 2.63 0.5 0.581 • • 9.000 0.000 6.31 0.00 2.79 0.5 0.627 9.083 0.000 9.85 0.00 3.09 0.5 0.692 9.167 0.000 9.85 0.00 3.26 0.5 0.756 • • • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ------------------------------------------------------------------------ FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 4.250 0.000 9.85 0.00 3.48 0.5 0.820 4.333 0.000 9.85 0.00 3.70 0.5 0.884 4.417 0.000 9.85 0.00 3.93 0.5 0.948 4.500 0.000 9.85 0.00 4.13 0.6 1.012 4.583 0.000 13.74 0.00 4.40 0.6 1.103 4.667 0.000 13.74 0.00 4.68 0.6 1.193 4.750 0.000 13.74 0.00 4.95 0.6 1.284 4.833 0.000 13.74 0.00 5.21 0.6 1.374 4.917 0.000 13.74 0.00 5.46 0.7 1.464 5.000 0.000 13.74 0.00 5.71 0.7 1.554 5.083 0.000 26.15 0.00 6.16 0.7 1.729 5.167 0.000 26.15 0.00 6.57 0.8 1.904 5.250 0.000 26.15 0.00 6.97 0.9 2.078 5.333 0.000 26.15 0.00 7.36 0.9 2.252 5.417 0.000 26.15 0.00 7.74 0.9 2.425 5.500 0.000 26.15 0.00 8.12 1.0 2.599 5.583 0.000 7.35 0.00 8.21 1.0 2.642 5.667 0.000 7.35 0.00 8.30 1.0 2.686 5.750 0.000 7.35 0.00 8.39 1.0 2.730 5.833 0.000 7.35 0.00 8.48 1.0 2.773 5.917 0.000 7.35 0.00 8.57 1.0 2.817 6.000 0.000 7.35 0.00 8 65 4.0 2 .861 Comment [h1]: wS =65.65 6.083 0.000 0.19 0.00 8.64 1.0 2.855 6.167 0.000 0.19 0.00 8.63 1.0 2.849 6.250 0.000 0.19 0.00 8.62 1.0 2.844 6.333 0.000 0.19 0.00 8.61 1.0 2.838 6.417 0.000 0.19 0.00 8.60 1.0 2.833 6.500 0.000 0.19 0.00 8.59 1.0 2.827 6.583 0.000 0.08 0.00 8.57 1.0 2.821 6.667 0.000 0.08 0.00 8.56 1.0 2.814 6.750 0.000 0.08 0.00 8.55 1.0 2.808 6.833 0.000 0.08 0.00 8.53 1.0 2.801 6.917 0.000 0.08 0.00 8.52 1.0 2.795 7.000 0.000 0.08 0.00 8.51 1.0 2.789 7.083 0.000 0.02 0.00 8.49 1.0 2.782 7.167 0.000 0.02 0.00 8.48 1.0 2.775 7.250 0.000 0.02 0.00 8.47 1.0 2.768 7.333 0.000 0.02 0.00 8.45 1.0 2.761 7.417 0.000 0.02 0.00 8.44 1.0 2.755 7.500 0.000 0.02 0.00 8.42 1.0 2.748 7.583 0.000 0.00 0.00 8.41 1.0 2.741 7.667 0.000 0.00 0.00 8.40 1.0 2.734 7.750 0.000 0.00 0.00 8.38 1.0 2.727 7.833 0.000 0.00 0.00 8.37 1.0 2.720 7.917 0.000 0.00 0.00 8.35 1.0 2.713 8.000 0.000 0.00 0.00 8.34 1.0 2.706 8.083 0.000 0.00 0.00 8.33 1.0 2.700 • 8.167 8.250 8.333 • • 0.000 0.00 0.00 8.31 1.0 2.693 0.000 0.00 0.00 8.30 1.0 2.686 0.000 0.00 0.00 8.28 1.0 2.679 • _____________________________________________ _______________________________ MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VCLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 0.00 0.00 8.27 1.0 2.672 8.500 0.000 0.00 0.00 8.26 1.0 2.665 8.583 0.000 0.00 0.00 8.24 1.0 2.658 8.667 0.000 0.00 0.00 8.23 1.0 2.651 8.750 0.000 0.00 0.00 8.21 1.0 2.644 8.833 0.000 0.00 0.00 8.20 1.0 2.637 8.917 0.000 0.00 0.00 8.18 1.0 2.631 9.000 0.000 0.00 0.00 8.17 1.0 2.624 9.083 0.000 0.00 0.00 8.16 1.0 2.617 9.167 0.000 0.00 0.00 8.14 1.0 2.610 9.250 0.000 0.00 0.00 8.13 1.0 2.603 9.333 0.000 0.00 0.00 8.11 1.0 2.596 9.417 0.000 0.00 0.00 8.10 1.0 2.589 9.500 0.000 0.00 0.00 8.09 1.0 2.582 9.583 0.000 0.00 0.00 8.07 1.0 2.576 9.667 0.000 0.00 0.00 8.06 1.0 2.569 9.750 0.000 0.00 0.00 8.04 1.0 2.562 9.833 0.000 0.00 0.00 8.03 1.0 2.555 9.917 0.000 0.00 0.00 8.02 1.0 2.548 10.000 0.000 0.00 0.00 8.00 1.0 2.541 10.083 0.000 0.00 0.00 7.99 1.0 2.535 10.167 0.000 0.00 0.00 7.97 1.0 2.528 10.250 0.000 0.00 0.00 7.96 1.0 2.521 10.333 0.000 0.00 0.00 7.94 1.0 2.514 10.417 0.000 0.00 0.00 7.93 1.0 2.507 • 10.500 0.000 0.00 0.00 7.91 1.0 2.500 10.583 0.000 0.00 0.00 7.90 1.0 2.494 10.667 0.000 0.00 0.00 7.88 1.0 2.487 10.750 0.000 0.00 0.00 7.87 1.0 2.480 10.833 0.000 0.00 0.00 7.85 1.0 2.473 10.917 0.000 0.00 0.00 7.84 1.0 2.467 11.000 0.000 0.00 0.00 7.82 1.0 2.460 11.083 0.000 0.00 0.00 7.81 1.0 2.453 11.167 0.000 0.00 0.00 7.79 1.0 2.447 11.250 0.000 0.00 0.00 7.78 1.0 2.440 11.333 0.000 0.00 0.00 7.76 1.0 2.433 11.417 0.000 0.00 0.00 7.75 1.0 2.427 11.500 0.000 0.00 0.00 7.73 1.0 2.420 11.583 0.000 0.00 0.00 7.72 1.0 2.413 11.667 0.000 0.00 0.00 7.70 1.0 2.407 11.750 0.000 0.00 0.00 7.69 1.0 2.400 11.833 0.000 0.00 0.00 7.67 1.0 2.393 11.917 0.000 0.00 0.00 7.66 1.0 2.387 12.000 0.000 0.00 0.00 7.64 1.0 2.380 12.083 0.000 0.00 0.00 7.63 1.0 2.374 12.167 0.000 0.00 0.00 7.62 1.0 2.367 12.250 0.000 0.00 0.00 7.60 1.0 2.360 • • 12.333 0.000 0.00 0.00 7.59 1.0 2.354 12.417 0.000 0.00 0.00 7.57 0.9 2.347 12.500 0.000 0.00 0.00 7.56 0.9 2.341 • • • • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VCLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 12.583 0.000 0.00 0.00 7.54 0.9 2.334 12.667 0.000 0.00 0.00 7.53 0.9 2.328 12.750 0.000 0.00 0.00 7.51 0.9 2.321 12.833 0.000 0.00 0.00 7.50 0.9 2.315 12.917 0.000 0.00 0.00 7.49 0.9 2.308 13.000 0.000 0.00 0.00 7.47 0.9 2.302 13.083 0.000 0.00 0.00 7.46 0.9 2.295 13.167 0.000 0.00 0.00 7.44 0.9 2.289 13.250 0.000 0.00 0.00 7.43 0.9 2.283 13.333 0.000 0.00 0.00 7.41 0.9 2.276 13.417 0.000 0.00 0.00 7.40 0.9 2.270 13.500 0.000 0.00 0.00 7.39 0.9 2.263 13.583 0.000 0.00 0.00 7.37 0.9 2.257 13.667 0.000 0.00 0.00 7.36 0.9 2.251 13.750 0.000 0.00 0.00 7.34, 0.9 2.244 13.833 0.000 0.00 0.00 7.33 0.9 2.238 13.917 0.000 0.00 0.00 7.31 0.9 2.231 14.000 0.000 0.00 0.00 7.30 0.9 2.225 14.083 0.000 0.00 0.00 7.29 0.9 2.219 14.167 0.000 0.00 0.00 7.27 0.9 2.212 14.250 0.000 0.00 0.00 7.26 0.9 2.206 14.333 0.000 0.00 0.00 7.24 0.9 2.200 14.417 0.000 0.00 0.00 7.23 0.9 2.194 14.500 0.000 0.00 0.00 7.22 0.9 2.187 14.583 0.000 0.00 0.00 7.20 0.9 2.181 14.667 0.000 0.00 0.00 7.19 0.9 2.175 14.750 0.000 0.00 0.00 7.17 0.9 2.169 14.833 0.000 0.00 0.00 7.16 0.9 2.162 14.917 0.000 0.00 0.00 7.15 0.9 2.156 15.000 0.000 0.00 0.00 7.13 0.9 2.150 15.083 0.000 0.00 0.00 7.12 0.9 2.144 15.167 0.000 0.00 0.00 7.11 0.9 2.137 15.250 0.000 0.00 0.00 7.09 0.9 2.131 15.333 0.000 0.00 0.00 7.08 0.9 2.125 15.417 0.000 0.00 0.00 7.06 0.9 2.119 15.500 0.000 0.00 0.00 7.05 0.9 2.113 15.583 0.000 0.00 0.00 7.04 0.9 2.107 15.667 0.000 0.00 0.00 7.02 0.9 2.100 15.750 0.000 0.00 0.00 7.01 0.9 2.094 15.833 0.000 0.00 0.00 7.00 0.9 2.088 15.917 0.000 0.00 0.00 6.98 0.9 2.082 16.000 0.000 0.00 0.00 6.97 0.9 2.076 16.083 0.000 0.00 0.00 6.95 0.9 2.070 16.167 0.000 0.00 0.00 6.94 0.9 2.064 16.250 0.000 0.00 0.00 6.93 0.9 2.058 16.333 0.000 0.00 0.00 6.91 0.9 2.052 16.417 0.000 0.00 0.00 6.90 0.9 2.046 • 16.500 0.000 0.00 0.00 6.88 0.9 2.040 16.583 0.000 0.00 0.00 6.87 0.9 2.034 16.667 0.000 0.00 0.00 6.86 0.9 2.028 • • • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) -------=-------------------------------------------------------------------- FILLEDIAF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 16.750 0.000 0.00 0.00 6.84 0.9 2.022 16.833 0.000 0.00 0.00 6.83 0.9 2.016 16.917 0.000 0.00 0.00 6.81 0.9 2.010 17.000 0.000 0.00 0.00 6.80 0.9 2.004 17.083 0..000 0.00 0.00 6.79 0.9 1.998 17.167 0.000 0.00 0.00 6.77 0.9 1.992 17.250 0.000 0.00 0.00 6.76 0.8 1.987 17.333 0.000 0.00 0.00 6.75 0.8 1.981 17.417 0.000 0.00 0.00 6.73 0.8 1.975 17.500 0.000 0.00 0.00 6.72 0.8 1.969 17.583 0.000 0.00 0.00 6.71 0.8 1.963 17.667 0.000 0.00 0.00 6.69 0.8 1.958 17.750 0.000 0.00 0.00 6.68 0.8 1.952 17.833 0.000 0.00 0.00 6.67 0.8 1.946 17.917 0.000 0.00 0.00 6.65 0.8 1.940 18.000 0.000 0.00 0.00 6.64 0.8 1.935 18.083 0.000 0.00 0.00 6.63 0.8 1.929 18.167 0.000 0.00 0.00 6.61 0.8 1.923 18.250 0.000 0.00 0.00 6.60 0.8 1.918 18.333 0.000 0.00 0.00 6.59 0.8 1.912 18.417 0.000 0.00 0.00 6.57 0.8 1.906 18.500 0.000 0.00 0.00 6.56 0.8 1.901 18.583 0.000 0.00 0.00 6.55 0.8 1.895 18.667 0.000 0.00 0.00 6.53 0.8 1.889 18.750 0.000 0.00 0.00 6.52 0.8 1.884 • 18.833 0.000 0.00 0.00 6.51 0.8 1.878 18.917 0.000 0.00 0.00 6.49 0.8 1.873 19.000 0.000 0.00 0.00 6.48 0.8 1.867 19.083 0.000 0.00 0.00 6.47 0.8 1.862 19.167 0.000 0.00 0.00 6.46 0.8 1.856 19.250 0.000 0.00 0.00 6.44 0.8 1.851 19.333 0.000 0.00 0.00 6.43 0.8 1.845 19.417 0.000 0.00 0.00 6.42 0.8 1.840 19.500 0.000 0.00 0.00 6.41 0.8 1.834 19.583 0.000 0.00 0.00 6.39 0.8 1.829 19.667 0.000 0.00 0.00 6.38 0.8 1.823 19.750 0.000 0.00 0.00 6.37 0.8 1.818 19.833 0.000 0.00 0.00 6.35 0.8 1.813 19.917 0.000 0.00 0.00 6.34 0.8 1.807 20.000 0.000 0.00 0.00 6.33 0.8 1.802 20.083 0.000 0.00 0.00 6.32 0.8 1.796 20.167 0.000 0.00 0.00 6.30 0.8 1.791 20.250 0.000 0.00 0.00 6.29 0.8 1.786 20.333 0.000 0.00 0.00 6.28 0.8 1.780 20.417 0.000 0.00 0.00 6.27 0.8 1.775 20.500 0.000 0.00 0.00 6.26 0.8 1.770 20.583 0.000 0.00 0.00 6.24 0.8 1.765 • • 20.667 0.000 20.750 0.000 20.833 0.000 • 0.00 0.00 6.23 0.8 1.759 0.00 0.00 6.22 0.8 1.754 0.00 0.00 6.21 0.8 1.749 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 20.917 0.000 0.00 0.00 6.19 0.8 1.744 21.000 0.000 0.00 0.00 6.18 0.8 1.738 21.083 0.000 0.00 0.00 6.17 0.8 1.733 21.167 0.000 0.00 0.00 6.16 0.8 1.728 21.250 0.000 0.00 0.00 6.15 0.7 1.723 21.333 0.000 0.00 0.00 6.13 0.7 1.718 21.417 0.000 0.00 0.00 6.12 0.7 1.713 21.500 0.000 0.00 0.00 6.11 0.7 1.707 21.583 0.000 0.00 0.00 6.10 0.7 1.702 21.667 0.000 0.00 0.00 6.09 0.7 1.697 21.750 0.000 0.00 0.00 6.07 0.7 1.692 21.833 0.000 0.00 0.00 6.06 0.7 1.687 21.917 0.000 0.00 0.00 6.05 0.7 1.682 22.000 0.000 0.00 0.00 6.04 0.7 1.677 22.083 0.000 0.00 0.00 6.03 0.7 1.672 l 22.167 0.000 0.00 0.00 6.02 0.7 1.667 22.250 0.000 0.00 0.00 6.00 0.7 1.662 22.333 0.000 0.00 0.00 5.99 0.7 1.657 22.417 0.000 0.00 0.00 5.98 0.7 1.652 22.500 0.000 0.00 0.00 5.96 0.7 1.647 22.583 0.000 0.00 0.00 5.95 0.7 1.642 22.667 0.000 0.00 0.00 5.94 0.7 1.637 22.750 0.000 0.00 0.00 5.92 0.7 1.632 22.833 0.000 0.00 0.00 5.91 0.7 1.627 22.917 0.000 0.00 0.00 5.90 0.7 1.622 23.000 • 0.000 0.00 0.00 5.88 0.7 1.617 23.083 0.000 0.00 0.00 5.87 0.7 1.612 23.167 0.000 0.00 0.00 5.85 0.7 1.607 23.250 0.000 0.00 0.00 5.84 0.7 1.603 23.333 0.000 0.00 0.00 5.83 0.7 1.598 23.417 0.000 0.00 0:00 5.81 0.7 1.593 23.500 0.000 0.00 0.00 5.80 0.7 1.588 23.583 0.000 0.00 0.00 5.79 0.7 1.583 23.667 0.000 0.00 0.00 5.77 0.7 1.578 23.750 0.000 0.00 0.00 5.76 0.7 1.573 23.833 0.000 0.00 0.00 5.75 0.7 1.568 23.917 0.000 0.00 0.00 5.73 0.7 1.564 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 3.082 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 3.082 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS ,I /1 u F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Basin No. 4 revised, bot=om lowered to 57.0 �* 24 hr - 100 year Storm * * FILE NAME: C:\ pnd43rwl58b. DATOODODODDODODODODODODOODDDODODDOO TIME /DATE OF STUDY: 10:30 05/17/2006 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ««< • (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 2270.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1320.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 11.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 28.980 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.083 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH /HOUR) = 0.190 USER - ENTERED RAINFALL = 4.50 INCHES RCFC &WCD 24 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES • • • UNIT INTERVAL PERCENTAGE OF LAG -TIME = 300.090 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------- INTERVAL "S "GRAPH NUMBER MEAN VALUES 1 56.630 2 93.754 3 98.922 4 99.553 5 99.821 6 99.955 7 100.000 ----------------------------------- UNIT HYDROGRAPH ORDINATES(CFS) ----------------------------------- 64.332 42.173 5.871 0.716 0.305 0.152 0.051 ******* * * * * * .......................... ****** * * * * * * *........................ UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0090 0.0081 0.0009 2 0.0135 0.0121 0.0013 3 0.0135 0.0121 0.0013 4 0.0180 0.0162 0.0018 5 0.0135 0.0121 0.0013 6 0.0135 0.0121 0.0013 7 0.0135 0.0121 0.0013 8 0.0180 0.0162 0.0018 9 0.0180 0.0162 0.0018 10 0.0180 0.0162 0.0018 11 0.0225 0.0202 0.0022 12 0.0225 0.0202 0.0022 13 0.0225 0.0202 0.0022 14 0.0225 0.0202 0.0022 15 0.0225 0.0202 0.0022 16 0.0270 0.0243 0.0027 17 0.0270 0.0243 0.0027 18 0.0315 0.0283 0.0031 19 0.0315 0.0283 0.0031 20 0.0360 0.0324 0.0036 21 0.0270 0.0243 0.0027 22 0.0315 0.0283 0.0031 23 0.0360 0.0324 0.0036 24 0.0360 0.0324 0.0036 25 0.0405 0.0364 0.0040 26 0.0405 0.0364 0.0040 27 0.0450 0.0405 0.0045 28 0.0450 0.0405 0.0045 29 0.0450 0.0405 0.0045 • 30 0.0495 0.0445 0.0049 31 0.0540 0.0486 0.0054 32 0.0585 0.0509 0.0076 33 0.0675 0.0509 0.0166 34 0.0675 0.0508 0.0167 35 0.0720 0.0507 0.0213 36 0.0765 0.0506 0.0259 37 0.0855 0.0505 0.0350 38 0.0900 0.0505 0.0395 39 0.0945 0.0504 0.0441 40 0.0990 0.0503 0.0487 41 0.0675 0.0502 0.0173 42 0.0675 0.0502 0.0173 43 0.0900 0.0501 0.0399 44 0.0900 0.0500 0.0400 45 0.0855 0.0499 0.0356 46 0.0855 0.0499 0.0356 47 0.0765 0.0498 0.0267 48 0.0810 0.0497 0.0313 49 0.1125 0.0496 0.0629 50 0.1170 0.0496 0.0674 51 0.1260 0.0495 0.0765 52 0.1305 0.0494 0.0811 53 • 0.1530 0.0494 0.1036 54 0.1530 0.0493 0.1037 55 C.1035 0.0492 0.0543 56 C.1035 0.0492 0.0543 57 0.1215 0.0491 .0.0724 58 0.1170 0.0490 0.0679 59 0.1170 0.0490 0.0680 60 0.1125 0.0489 0.0636 61 0.1080 0.0489 0.0591 62 0.1035 0.0488 0.0547 63 0.0855 0.0487 0.0367 64 0.0855 0.0487 0.0368 65 0.0180 0.0162 0.0018 66 0.0180 0.0162 0.0018 67 0.0135 0.0121 0.0013 68 0.0135 0.0121 0.0013 69 0.0225 0.0202 0.0022 70 0.0225 0.0202 0.0022 71 0.0225 0.0202 0.0022 72 0.0180 0.0162 0.0018 73 0.0180 0.0162 .0.0018 74 0.0180 0.0162 0.0018 75 0.0135 0.0121 0.0013 76 0.0090 0.0081 0.0009 77 0.0135 0.0121 0.0013 78 0.0180 0.0162 0.0018 79 0.0135 0.0121 0.0013 80 0.0090 0.0081 0.0009 81 0.0135 0.0121 0.0013 82 0.0135 0.0121 0.0013 83 0.0135 0.0121 0.0013 84 0.0090 0.0081 0.0009 85 0.0135 0.0121 0.0013 86 0.0090 0.0081 0.0009 87 • 0.0135 0.0121 0.0013 88 0.0090 0.0081 0.0009 89 0.0135 0.0121 0.0013 90 0.0090 0.0081 0.0009 91 0.0090 0.0081 0.0009 92 0.0090 0.0081 0.0009 93 0.0090 0.0081 0.0009 94 0.0090 0.0081 0.0009 95 0.0090 0.0081 0.0009 96 0.0090 0.0081 0.0009 TOTAL STORM RAINFALL(INCHES) = 4.50 TOTAL SOIL- LOSS(INCHES) = 2.81 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.69 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 6.5944 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.9705 --------------------------------------------------------------- ------- - - - - -- • 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE- MINU --E UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) -------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 -------------------------------------------------------------------------- 0.083 0.0004 0.06 Q 0.167 0.0008 0.06 Q 0.250 0.0012 0.06 Q 0.333 0.0021 0.12 Q 0.417 0.0029 0.12 Q 0.500 0.0038 0.12 Q 0.583 0.0048 0.15 Q 0.667 0.0058 0.15 Q 0.750 0.0069 0.15 Q 0.833 0.0081 0.18 Q 0.917 0.0094 0.18 Q 1.000 0.0106 0.18 Q 1.083 0.0118 0.17 Q 1.167 0.0130 0.17 Q 1.250 0.0142 0.17 Q 1.333 0.0152 0.16 Q 1.417 0.0163 0.16 Q 1.500 0.0174 0.16 Q 1.583 0.0184 0.15 Q 1.667 0.0195 0.15 Q 1.750 0.0205 0.15 Q 1.833 0.0218 0.18 Q 1.917 0.0231 0.18 Q 2.000 • 0.0293 0.18 Q 2.083 0.0257 0.20 Q 2.167 0.0271 0.20 Q 2.250 0.0285 0.20 Q 2.333 0.0299 0.20 Q 2.417 0.0313 0.20 Q 2.500 0.0327 0.20 Q 2.583 0.0343 0.23 Q 2.667 0.0359 0.23 Q 2.750 0.0375 0.23 Q 2.833 0.0392 0.25 Q 2.917 0.0410 0.25 Q 3.000 0.0427 0.25 Q 3.083 0.0445 0.26 Q 3.167 0.0462 0.26 Q 3.250 0.0480 0.26 Q 3.333 0.0497 0.26 Q 3.417 0.0515 0.26 Q 3.500 0.0533 0.26 Q 3.583 0.0550 0.26 Q 3.667 0.0568 0.26 Q 3.750 0.0585 0.26 Q 3.833 0.0605 0.28 Q 3.917 • 0.0625 0.28 Q 4.000 0.0644 0.28 Q 4.083 0.0665 0.30 Q 4.167 0.0686 0.30 Q 4.250 0.0707 0.30 Q 4.333 0.0730 0.34 Q 4.417 0.0753 0.34 Q 4.500 0.0776 0.34 Q 4.583 0.0801 0.35 Q 4.667 0.0825 0.35 Q 4.750 0.0849 0.35 Q 4.833 0.0876 0.39 Q 4.917 0.0903 0.39 Q 5.000 0.0929 0.39 Q 5.083 0.0953 0.35 Q 5.167 0.0977 0.35 Q 5.250 0.1001 0.35 QV 5.333 0.1025 0.34 QV 5.417 0.1048 0.34 QV 5.500 0.1072 0.34 QV 5.583 0.1098 0.38 QV 5.667 0.1124 0.38 QV 5.750 0.1151 0.38 QV 5.833 0.1179 0.41 QV 5.917 0.1207 0.41 QV 6.000 0.1235 0.41 QV 6.083 0.1265 0.44 QV 6.167 0.1295 0.44 QV 6.250 0.1325 0.44 QV 6.333 0.1357 0.46 QV 6.417 0.1388 0.46 QV 6.500 0.1419 0.46 QV 6.583 0.1453 0.49 QV 6.667 0.1487 0.49 QV 6.750 • 0.1520 0.49 QV 6.833 0.1555 0.51 Q 6.917 0.1590 0.51 Q 7.000 0.1625 0.51 Q 7.083 0.1660 0.51 Q 7.167 0.1696 0.51 Q 7.250 0.1731 0.51 Q 7.333 0.1768 0.54 Q 7.417 0.1805 0.54 Q 7.500 0.1842 0.54 Q 7.583 0.1883 0.59 Q 7.667 0.1923 0.59 Q 7.750 0.1964 0.59 Q 7.833 0.2015 0.75 QV 7.917 0.2067 0.75 QV 8.000 0.2118 0.75 QV 8.083 0.2217 1.43 Q 8.167 0.2315 1.43 Q 8.250 0.2413 :.43 Q 8.333 0.2539 1.83 VQ 8.417 0.2665 1.83 VQ 8.500 0.2791 1.83 VQ • 8.583 0.2941 2.18 V Q 8.667 • 0.3091 2.18 VQ 8.750 0.3241 2.18 VQ 8.833 0.3425 2.68 V Q 8.917 0.3610 2.68 V Q 9.000 0.3794 2.68 V Q 9.083 0.4034 3.48 V Q 9.167 0.4274 3.48 V Q 9.250 0.4514 3.48 v Q 9.333 0.4803 4.19 V Q . 9.417 0.5091 4.19 V Q . 9.500 0.5380 4.19 V Q . 9.583 0.5706 4.74 V Q. 9.667 0.6033 4.74 v Q. 9.750 0.6359 4.74 v Q. 9.833 0.6722 5.26 v Q 9.917 0.7084 5.26 V Q 10.000 0.7446 5.26 V Q 10.083 0.7685 3.47 QV 10.167 0.7924 3.47 QV 10.250 0.8163 3.47 Q V . 10.333 0.8313 2.18 Q V . 10.417 0.8463 2.18 Q V . 10.500 0.8613 2.18 Q V . 10.583 0.8851 3.46 Q V . 10.667 0.9089 3.46 Q V. 10.750 0.9327 3.46 Q V. 10.833 0.9630 4.39 QV. 10.917 0.9933 4.39 Q V 11.000 1.0235 4.39 Q V 11.083 1.0527 4.24 Q V 11.167 1.0819 4.24 Q v 11.250 1.1110 4.24 Q 11.333 1.1390 4.07 Q . 11.417 1.1671 4.07 Q . 11.500 1.1951 4.07 Q . • • -------------------------------------------------------------------------- TIN_E(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 11.583 1.2190 3.47 Q V 11.667 1.2429 3.47 Q V 11.750. 1.2668 3.47 Q V 11.833 1.2902 3.39 Q . V 11.917 1.3136 3.39 Q v 12.000 1.3369 3.39 Q v 12.083 1.3753 5.56 Q V 12.167 1.4136 5.56 Q v 12.250 1.4519 5.56 Q V 12.333 1.5015 7.21 QV 12.417 1.5512 7.21 QV 12.500 1.6008 7.21 Q V 12.583 1.6571 8.17 Q 12.667 1.7134 8.17 QV 12.750 1.7697 8.17 QV 12.833 1.8309 8.90 QV . 12.917 1.8922 8.90 Q V. 13.000 1.9535 8.90 Q V. 13.083 2.0265 10.61 VQ 13.167 2.0996 10.61 Q 13.250 2.1726 10.61 Q 13.333 2.2525 11.60 VQ 13.417 2.3324 11.60 Q 13.500 2.4124 11.60 QV 13.583 2.4714 8.57 Q V 13.667 2.5304 8.57 Q v 13.750 2.5893 8.57 Q v 13.833 2.6342 6.51 Q v 13.917 2.6790 6.51 Q v 14.000 2.7238 6.51 Q V 1.083 2.7746 7.39 Q V 194.167 • 2.8255 7.39 Q v . 14.250 2.8764 7.39 Q v . 14.333 2.9303 7.83 Q V. 14.417 2.9843 7.83 Q V 14.500 3.0382 7.83 Q V 14.583 3.0916 7.74 Q V 14.667 3.1999 7.74 Q V 14.750 3.1982 7.74 Q V 14.833 3.2494 7.44 Q V 14.917 3.3007 7.44 Q V 15.000 3.3519 7.44 Q v 15.083 3.3999 6.97 Q v 15.167 3.4478 6.97 Q v 15.250 3.4958 6.97 Q v 15.333 3.5404 6.47 Q V 15.417 3.5849 6.47 Q v 15.500 3.6295 6.47 Q v 15.583 3.6646 5.10 Q v 15.667 3.6997 5.10 Q V 15.750 3.7348 5.10 Q v 15.833 3.7645 4.31 Q v 15.917 3.7942 4.31 Q v . • 16.000 3.8239 4.31 Q V . 16.083 • 3.8374 1.95 Q V . 16.167 3.8508 1.95 Q V . 16.250 3.8643 1.95 Q V . 16.333 3.8675 0.46 Q V . 16.417 3.8707 0.46 Q V . 16.500 3.8739 0.46 Q V. 16.583 3.8754 0.22 Q V. 16.667 3.8769 0.22 Q V. 16.750 3.8784 0.22 Q V. 16.833 3.8797 0.18 Q V. 16.917 3.8809 0.18 Q V. 17.000 3.8821 0.18 Q V. 17.083' 3.8836 0.22 Q V. 17.167 3.8851 0.22 Q V. 17.250 3.8866 0.22 Q V. 17.333 3.8883 0.25 Q V. 17.417 3.8901 0.25 Q V. 17.500 3.8918 0.25 Q V. 17.583 3.8935 0.25 Q V. 17.667 3.8953 0.25 Q V. 17.750 3.8970 0.25 Q V. 17.833 3.8986 0.23 Q V. 17.917 3.9002 0.23 Q V. 18.000 3.9017 0.23 Q V. 18.083 3.9031 0.21 Q V. 18.167 3.9046 0.21 Q V. 18.250 3.9060 0.21 Q V. 18.333 3.9074 0.20 Q V. 18.417 3.9088 0.20 Q V. 18.500 3.9102 0.20 Q V. 18.583 3.9114 0.18 Q V. 18.667 3.9127 0.18 Q V. 18.750 3.9139 0.18 Q V. 18.833 3.9148 0.13 Q V. 18.917 • 3.9156 0.13 Q V. 19.000 3.9165 0.13 Q V. 19.083 3.9174 0.13 Q V. 19.167 3.9184 0.13 Q V. 19.250 3.9193 0.13 Q V. 19.333 3.9205 0.18 Q V. 19.417 3.9218 0.18 Q V. 19.500 3.9230 0.18 Q V. 19.583 3.9242 0.17 Q V. 19.667 3.9254 0.17 Q V. 19.750 3.9266 0.17 Q V. 19.833 3.9274 0.13 Q V. 19.917 3.9283 0.13 Q V. 20.000 3.9292 0.13 Q V. 20.083 3.9301 0.13 Q V. 20.167 3.9310 0.13 Q V. 20.250 3.9320 0.13 Q V. 20.333 3.9330 0.15 Q V. 20.417 3.9341 0.15 Q V. 20.500 3.9351 0.15 Q V. 20.583 3.9361 0.15 Q V. 20.667 3.9372 0.15 Q V. 20.750 3.9383 0.15 Q V. 20.833 • 3.9391 0.12 Q V. 20.917 3.9400 0.12 Q V. 21.000 3.9408 0.12 Q V. 21.083 3.9417 0.13 Q V. 21.167 3.9427 0.13 Q V. 21.250 3.9436 0.13 Q' V. 21.333 3.9444 0.12 Q V. 21.417 3.9453 0.12 Q V. 21.500 3.9461 0.12 Q V. 21.583 3.9470 0.13 Q V. 21.667 3.9480 0.13 Q V. 21.750 3.9489 0.13 Q V. 21.833 3.9497 0.12 Q V. 21.917 3.9506 0.12 Q V. 22.000 3.9514 0.12 Q V. 22.083 3.9523 0.13 Q V. 22.167 3.9532 0.13 Q V. 22.250 3.9542 0.13 Q V. 22.333 3.9550 0.12 Q V. 22.417 3.9558 0.12 Q V. 22.500 3.9567 0.12 Q V. 22.583 3.9574 0.11 Q V. 22.667 3.9581 0.11 Q V. 22.750 3.9588 0.11 Q V. 22.833 3.9596 0.10 Q V. 22.917 3.9603 0.10 Q V. 23.000 3.9610 0.10 Q V. 23.083 3.9617 0.10 Q V. 23.166 3.9624 0.10 Q V. 23.250 3.9631 0.10 Q V. 23.333 3.9638 0.10 Q V. 23.416 3.9645 0.10 Q V. 23.500 3.9652 0.10 Q V. 23.583 3.9659 0.10 Q V. 23.666 • 3.9666 0.10 Q V. 23.750 3.9673 0.10 Q V. 23.833 3.9680 0.10 Q V. 23.916 3.9687 0.10 Q V. 24.000 3.9694 0.10 Q V. CJ • 0 • ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 24,083 3.9697 0.04 Q V. 24,166 3.9700 0.04 Q V. 24,250 3.9703 0.04 Q V. 24,333 3..9704 0.01 Q V. 24,416 3.9704 0.01 Q V. 24,500 3.9705 0.01 Q V. • FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ----------------------------------------- ----------------------------------- >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I I V _effective depth ----- - - - - -- I (and volume) I I I I I I I....V........ I detention 1 < - - >I outflow I basin I I......••• ----- - - - - -- I I \ I I dead I basin outlet V I storage I OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 • BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.43 0.200 3 2.00 0.45 0.430 4 3.00 0.49 0.680 5 4.00 0.56 0.970 6 5.00 0.64 1.300 7 6.00 0.73 1.660 8 7.00 0.89 2.090 9 8.00 0.99 2.540 10 9.00 1.02 3.030 11 10.00 1.04 3.550 12 11.00 1.10 4.070 13 12.00 1.23 4.610 is f1 I1 u MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.06 0.00 0.00 0.0 0.000 0.167 0.000 0.06 0.00 0.00 0.0 0.001 0.250 0.000 0.06 0.00 0.01 0.0 0.001 0.333 0.000 0.12 0.00 0.01 0.0 0.002 0.417 0.000 0.12 0.00 0.01 0.0 0.003 0.500 0.000 0.12 0.00 0.02 0.0 0.004 0.583 0.000 0.15 0.00 0.02 0.0 0.005 0.667 0.000 0.15 0.00 0.03 0.0 0.006 0.750 0.000 0.15 0.00 0.03 0.0 0.006 0.833 0.000 0.18 0.00 0.04 0.0 0.008 0.917 0.000 0.18 0.00 0.04 0.0 0.009 1.000 0.000 0.18 0.00 0.05 0.0 0.010 1.083 0.000 0.17 0.00 0.05 0.0 0.011 1.167 0.000 0.17 0.00 0.06 0.0 0.012 1.250 0.000 0.17 0.00 0.06 0.0 0.013 1.333 0.000 0.16 0.00 0.07 0.0 0.014 1.417 0.000 0.16 0.00 0.07 0.0 0.015 1.500 0.000 0.16 0.00 0.08 0.0 0.016 1.583 0.000 0.15 0.00 0.08 0.0 0.016 1.667 0.000 0.15 0.00 0.09 0.0 0.017 1.750 0.000 0.15 0.00 0.09 0.0 0.018 1.833 0.000 0.18 0.00 0.09 0.0 0.019 1.917 0.000 0.18 0.00 0.10 0.0 0.020 2.000 0.000 0.18 0.00 0.10 0.0 0.021 2.083 0.000 0.20 0.00 0.11 0.0 0.022 • 2.167 0.000 0.20 0.00 0.11 0.0 0.023 2.250 0.000 0.20 0.00 0.12 0.1 0.024 2.333 0.000 0.20 0.00 0.13 0.1 0.025 2.417 0.000 0.20 0.00 0.13 0.1 0.026 2.500 0.000 0.20 0.00 0.14 0.1 0.027 2.583 0.000 0.23 0.00 0.14 0.1 0.028 2.667 0.000 0.23 0.00 0.15 0.1 0.029 2.750 0.000 0.23 0.00 0.15 0.1 0.031 2.833 0.000 0.25 0.00 0.16 0.1 0.032 2.917 0.000 0.25 0.00 0.17 0.1 0.033 3.000 0.000 0.25 0.00 0.17 0.1 0.034 3.083 0.000 0.26 0.00 0.18 0.1 0.036 3.167 0.000 0.26 0.00' 0.18 0.1 0.037 3.250 0.000 0.26 0.00 0.19 0.1 0.038 3.333 0.000 0.26 0.00 0.20 0.1 0.039 3.417 0.000 0.26 0.00 0.20 0.1 0.040 3.500 0.000 0.26 0.00 0.21 0.1 0.042 3.583 0.000 0.26 0.00 0.21 0.1 0.043 3.667 0.000 0.26 0.00 0.22 0.1 0.044 3.750 0.000 0.26 0.00 0.22 0.1 0.045 3.833 0.000 0.28 0.00 0.23 0.1 0.046 3.917 0.000 0.28 0.00 0.24 0.1 0.047 f1 I1 u • 4.000 0.000 0.28 0.00 0.24 0.1 0.049 4.083 0.000 0.30 0.00 0.25 0.1 0.050 4.167 0.000 0.30 0.00 0.26 0.1 0.051 • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 4.250 0.000 0.30 0.00 0.26 0.1 0.053 4.333 0.000 0.34 0.00 0.27 0.1 0.054 4.417 0.000 0.34 0.00 0.28 0.1 0.056 4.500 0.000 0.34 0.00 0.29 0.1 0.057 4.583 0.000 0.35 0.00 0.29 0.1 0.059 4.667 0.000 0.35 0.00 0.30 0.1 0.060 4.750 0.000 0.35 0.00 0.31 0.1 0.062 4.833 0.000 0.39 0.00 0.32 0.1 0.064 4.917 0.000 0.39 0.00 0.33 0.1 0.065 5.000 0.000 0.39 0.00 0.34 0.1 0.067 5.083 0.000 0.35 0.00 0.34 0.1 0.068 5.167 0.000 0.35 0.00 0.35 0.1 0.070 5.250 0.000 0.35 0.00 0.36 0.2 0.071 5.333 0.000 0.34 0.00 0.36 0.2 0.072 5.417 0.000 0.34 0.00 0.37 0.2 0.074 5.500 0.000 0.34 0.00 0.37 0.2 0.075 5.583 0.000 0.38 0.00 0.38 0.2 0.076 5.667 0.000 0.38 0.00 0.39 0.2 0.078 5.750 0.000 0.38 0.00 0.40 0.2 0.079 5.833 0.000 0.41 0.00 0.41 0.2 0.081 5.917 0.000 0.41 0.00 0.41 0.2 0.083 6.000 0.000 0.41 0.00 0.42 0.2 0.084 6.083 0.000 0.44 0.00 0.43 0.2 0.086 6.167 0.000 0.44 0.00 0.44 0.2 0.088 6.250 0.000 0.44 0.00 0.45 0.2 0.089 • 6.333 0.000 0.46 0.00 0.46 0.2 0.091 6.417 0.000 0.46 0.00 0.46 0.2 0.093 6.500 0.000 0.46 0.00 0.47 0.2 0.095 6.583 0.000 0.49 0.00 0.48 0.2 0.097 6.667 0.000 0.49 0.00 0.49 0.2 0.099 6.750 0.000 0.49 0.00 0.50 0.2 0.100 6.833 0.000 0.51 0.00 0.51 0.2 0.102 6.917 0.000 0.51 0.00 0.52 0.2 0.104 7.000 0.000 0.51 0.00 0.53 0.2 0.106 7.083 0.000 0.51 0.00 0.54 0.2 0.108 .7.167 0.000 0.51 0.00 0.55 0.2 0.110 7.250 0.000 0.51 0.00 0.56 0.2 0.112 7.333 0.000 0.54 0.00 0.57 0.2 0.114 7.417 0.000 0.54 0.00 0.58 0.2 0.116 7.500 0.000 0.54 0.00 0.59 0.3 0.118 7.583 0.000 0.59 0.00 0.60 0.3 0.120 7.667 0.000 0.59 0.00 0.61 0.3 0.123 7.750 0.000 0.59 0.00 0.62 0.3 0.125 7.833 0.000 0.75 0.00 0.64 0.3 0.128 7.917 0.000 0.75 0.00 0.66 0.3 0.131 8.000 0.000 0.75 0.00 0.67 0.3 0.135 8.083 0.000 1.43 0.00 0.71 0.3 0.142 • • 8.167 0,000 1.43 0.00 0.75 0.3 0.150 8.250 0.000 1.43 0.00 0.79 0.3 0.158 8.333 0.000 1.83 0.00 0.84 0:3 0.168 1r u • • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 1.83 0.00 0.89 0.4 0.178 8.500 0.000 1.83 0.00 0.94 0.4 0.188 8.583 0.000 2.18 0.00 1.00 0.4 0.200 8.667 0.000 2.18 0.00 1.05 0.4 0.212 -8.750 0.000 2.18 0.00 1.10 0.4 0.224 8.833 0.000 2.68 0.00 1.17 0.4 0.239 8.917 0.000 2.68 0.00 1.24 0.4 0.255 9.000 0.000 2.68 0.00 1.31 0.4 0.270 9.083 0.000 3.48 0.00 1.40 0.4 0.291 9.167 0.000 3.48 0.00 1.49 0.4 0.312 9.250 0.000 3.48 0.00 1.58 0.4 0.333 9.333 0.000 4.19 0.00 1.69 0.4 0.359 9.417 0.000 4.19 0.00 1.80 0.4 0.385 9.500 0.000 4.19 0.00 1.92 0.4 0.411 9.583 0.000 4.74 0.00 2.04 0.4 0.440 9.667 0.000 4.74 0.00 2.16 0.5 0.470 9.750 0.000 4.74 0.00 2.28 0.5 0.499 9.833 0.000 5.26 0.00 2.41 0.5 0.532 9.917 0.000 5.26 0.00 2.54 0.5 0.565 10.000 0.000 5.26 0.00 2.67 0.5 0.598 10.083 0.000 3.47 0.00 2.75 0.5 0.619 10.167 0.000 3.47 0.00 2.84 0.5 0.639 10.250 0.000 3.47 0.00 2.92 0.5 0.660 10.333 0.000 2.18 0.00 2.97 0.5 0.671 10.417 0.000 2.18 0.00 3.01 0.5 0.683 10.500 0.000 2.18 0.00 3.05 0.5 0.695 10.583 0.000 3.46 0.00 3.12 0.5 0.715 10.667 0.000 3.46 0.00 3.19 0.5 0.735 10.750 0.000 3.46 0.00 3.26 0.5 0.756 10.833 0.000 4.39 0.00 3.35 0.5 0.783 10.917 0.000 4.39 0.00 3.45 0.5 0.809 11.000 0.000 4.39 0.00 3.54 0.5 0.836 11.083 0.000 4.24 0.00 3.63 0.5 0.861 11.167 0.000 4.24 0.00 3.71 0.5 0.887 11.250 0.000 4.24 0.00 3.80 0.5 0.912 11.333 0.000 4.07 0.00 3.88 0.5 0.937 11.417 0.000 4.07 0.00 3.97 0.6 0.961 11.500 0.000 4.07 0.00 4.05 0.6 0.985 11.583 0.000 3.47 0.00 4.11 0.6 1.005 11.667 0.000 3.47 0.00 4.17 0.6 1.025 11.750 0.000 3.47 0.00 4.23 0.6 1.045 11.833 0.000 3.39 0.00 4.29 0.6 1.064 11.917 0.000 3.39 0.00 4.34 0.6 1.084 12.000 0.000 3.39 0.00 4.40 0.6 1.103 12.083 0.000 5.56 0.00 4.51 0.6 1.137 12.167 0.000 5.56 0.00 4.61 0.6 1.171 12.250 0.000 5.56 0.00 4.71 0.6 1.205 • • 12.333 0.000 7.21 0.00 4.85 0.6 1.251 12.417 0.000 7.21 0.00 4.99 0.6 1.296 .12.500 0.000 7.21 0.00 5.11 0.6 1.341 • r �_J • lr u • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) - ---------------------------------------------------------------------------- FILLED-;AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 12.583 0.000 8.17 0.00 5.26 0.7 1.393 12.667 0.000 8.17 0.00 5.40 0.7 1.445 12.750 0.000 8.17 0.00 5.55 0.7 1.496 12.833 0.000 8.90 0.00 5.70 0.7 1.553 12.917 0.000 8.90 0.00 5.86 0.7 1.609 13.000 0.000 8.90 0.00 6.01 0.7 1.666 13.083 0.000 10.61 0.00 6.17 0.7 1.733 13.167 0.000 10.61 0.00 6.33 0.8 1.801 13.250 0.000 10.61 0.00 6.49 0.8 1.869 13.333 0.000 11.60 0.00 6.66 0.8 1.943 13.417 0.000 11.60 0.00 6.83 0.8 2.017 13.500 0.000 11.60 0.00 7.00 .0.9 2.091 13.583 0.000 8.57 0.00 7.12 0.9 2.144 13.667 0.000 8.57 0.00 7.24 0.9 2.197 13.750 0.000 8.57 0.00 7.35 0.9 2.249 13.833 0.000 6.51 0.00 7.44 0.9 2.288 13.917 0.000 6.51 0.00 7.52 0.9 2.326 14.000 0.000 6.51 0.00 7.61 0.9 2.364 14.083 0.000 7.39 0.00 7.71 1.0 2.409 14.167 0.000 7.39 0.00 7.81 1.0 2.453 14.250 0.000 7.39 0.00 7.90 1.0 2.497 14.333 0.000 7.83 0.00 8.01 1.0 2.544 14.417 0.000 7.83 0.00 8.10 1.0 2.591 14.500 0.000 7.83 0.00 8.20 1.0 2.638 14.583 0.000 7.74 0.00 8.30 1.0 2.685 14.667 0.000 7.74 0.00 8.39 1.0 2.731 14.750 0.000 7.74 0.00 8.48 1.0 2.778 14.833 0.000 7.44 0.00 8.58 1.0 2.822 14.917 0.000 7.44 0.00 8.67 1.0 2.866 . 15.000 0.000 7.44 0.00 8.76 1.0 2.910 15.083 0.000 6.97 0.00 8.84 1.0 2.951 15.167 0.000 6.97 0.00 8.92 1.0 2.992 15.250 0.000 6.97 0.00 9.01 1.0 3.033 15.333 0.000 6.47 0.00 9.08 1.0 3.071 15.417 0.000 6.47 0.00 9.15 1.0 3.108 15.500 0.000 6.47 0.00 9.22 1.0 3.146 15.583 0.000 « 5.10 0.00 9.28 1.0 3.174 15.667 0.000 5.10 0.00 9.33 1.0 3.202 15.750 0.000 5.10 0.00 9.38 1.0 3.230 15.833 0.000 4.31 0.00 9.43 1.0 3.252 15.917 0.000 4.31 0.00 9.47 1.0 3.275 16.000 0.000 4.31 0.00 9.51 1.0 3.298 16.083 0.000 1.95 0.00 9.53 1.0 3.304 16.167 0.000 1.95 0.00 9.54 1.0 3.310 16.250 0.000 1.95 0.00 955 .. l 0 31317 16.333 0.000 0.46 0.00 9.54 .: 1.0 ..... 3.313 Commint[hl]: WS =66.55 • 16.417 0.000 0.46 0.00 9.54 1.0 3.309 16.500 0.000 0.46 0.00 9.53 1.0 3.305 16.583 0.000 0.22 0.00 9.52 1.0 3.299 16.667 0.000 0.22 0.00 9.51 1.0 3.294 • • • MODIFIED -PULS BASIN ROUT =NG MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 16.750 0.000 0.22 0.00 9.50 1.0 3.288 16.833 0.000 0.18 0.00 9.49 1.0 3.282 16.917 0.000 0.18 0.00 9.47 1.0 3.277 17.000 0.000 0.18 0.00 9.46 1.0 3.271 17.083 0.000 0.22 0.00 9.45 1.0 3.265 17.167 0.000 0.22 0.00 9.44 1.0 3.260 17.250 0.000 0.22 0.00 9.43 1.0 3.254 17.333 0.000 0.25 0.00 9.42 1.0 3.249 17.417 0.000 0.25 0.00 9.41 1.0 3.243 17.500 0.000 0.25 0.00 9.40 1.0 3.238 17.583 0.000 0.25 0.00 9.39 1.0 3.233 17.667 0.000 0.25 0.00 9.38 1.0 3.227 17.750 0.000 0.25 0.00 9.37 1.0 3.222 17.833 0.000 0.23 0.00 9.36 1.0 3.216 17.917 0.000 0.23 0.00 9.35 1.0 3.211 18.000 0.000 0.23 0.00 9.34 1.0 3.205 18.083 0.000 0.21 0.00 9.33 1.0 3.200 18.167 0.000 0.21 0.00 9.32 1.0 3.194 18.250 0.000 0.21 0.00 9.30 1.0 3.188 18.333 0.000 0.20 0.00 9.29 1.0 3.183 18.417 0.000 0.20 0.00 9.28 1.0 3.177 18.500 0.000 0.20 0.00 9.27 1.0 3.171 18.583 0.000 0.18 0.00 9.26 1.0 3.166 18.667 0.000 0.18 0.00 9.25 1.0 3.160 18.750 0.000 0.18 0.00 9.24 1.0 3.154 • 18.833 0.000 0.13 0.00 9.23 1.0 3.148 18.917 0.000 0.13 0.00 9.21 1.0 3.141 19.000 0.000 0.13 0.00 9.20 1.0 3.135 19.083 0.000 0.13 0.00 9.19 1.0 3.129 19.167 0.000 0.13 0.00 9.18 1.0 3.123 19.250 0.000 0.13 0.00 9.17 1.0 3.117 19.333 0.000 0.18 0.00 9.16 1.0 3.111 19.417 0.000 0.18 0.00 9.14 1.0 3.105 19.500 0.000 0.18 0.00 9.13 1.0 3.099 19.583 0.000 0.17 0.00 9.12 1.0 3.094 19.667 0.000 0.17 0.00 9.11 1.0 3.088 19.750 0.000 0.17 0.00 9.10 1.0 3.082 19.833 0.000 0.13 0.00 9.09 1.0 3.076 19.917 0.000 0.13 0.00 9.08 1.0 3.070 20.000 0.000 0.13 0.00 9.06 1.0 3.063 20.083 0.000 0.13 0.00 9.05 1.0 3.057 20.167 0.000 0.13 0.00 9.04 1.0 3.051 20.250 0.000 0.13 0.00 9.03 1.0 3.045 20.333 0.000 0.15 0.00 9.02 1.0 3.039 20.417 0.000 0.15 0.00 9.01 1.0 3.033 20.500 0.000 0.15 0.00 8.99 1.0 3.027 20.583 0.000 0.15 0.00 8.98 1.0 3.021 • • 20.667 0.000 0.15 0.00 8.97 1.0 3.015 20.750 0.000 0.15 0.00 8.96 1.0 3.009 20.833 0.000 0.12 0.00 8.94 1.0 3.003 • • • MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 20.917 0.000 0.12 0.00 8.93 1.0 2.997 21.000 0.000 0.12 0.00 8.92 1.0 2.991 21.083 0.000 0.13 0.00 8.91 1.0 2.985 21.167 0.000 0.13 0.00 8.89 1.0 2.978 21.250 0.000 0.13 0.00 8.88 1.0 2.972 21.333 0.000 0.12 0.00 8.87 1.0 2.966 21.417 0.000 0.12 0.00 8.86 1.0 2.960 21.500 0.000 0.12 0.00 8.84 1.0 2.954 21.583 0.000 0.13 0.00 8.83 1.0 2.948 21.667 0.000 0.13 0.00 8.82 1.0 2.942 21.750 0.000 0.13 0.00 8.81 1.0 2.936 21.833 0.000 0.12 0.00 8.79 1.0 2.930 21.917 0.000 0.12 0.00 8.78 1.0 2.923 22.000 0.000 0.12 0.00 8.77 1.0 2.917 22.083 0.000 0.13 0.00 8.76 1.0 2.911 22.167 0.000 0.13 0.00 8.75 1.0 2.905 22.250 0.000 0.13 0.00 8.73 1.0 2.899 22.333 0.000 0.12 0.00 8.72 1.0 2.893 22.417 0.000 0.12 0.00 8.71 1.0 2.887 22.500 0.000 0.12 0.00 8.70 1.0 2.881 22.583 0.000 0.11 0.00 8.68 1.0 2.874 22.667 0.000 0.11 0.00 8.67 1.0 2.868 22.750 0.000 0.11 0.00 8.66 1.0 2.862 22.833 0.000 0.10 0.00 8.64 1.0 2.856 22.917 0.000 0.10 0.00 8.63 1.0 2.849 23.000 • 0.000 0.10 0.00 8.62 1.0 2.843 23.083 0.000 0.10 0.00 8.61 1.0 2.837 23.167 0.000 0.10 0.00 8.59 1.0 2.831 23.250 0.000 0.10 0.00 8.58 1.0 2.824 23.333 0.000 0.10 0.00 8.57 1.0 2.818 23.417 0.000 0.10 0.00 8.55 1.0 2.812 23.500 0.000 0.10 0.00 8.54 1.0 2.806 23.583 0.000 0.10 0.00 8.53 1.0 2.799 23.667 0.000 0.10 0.00 8.52 1.0 2.793 23.750 0.000 0.10 0.00 8.50 1.0 2.787 23.833 0.000 0.10 0.00 8.49 1.0 2.781 23.917 0.000 0.10 0.00 8.48 1.0 2.774 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 3.971 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 3.970 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS • a 0 POND No. 5 100 yr 3 -hr Unit Time Pattern Period Percent* 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 2.600 2.600 3.300 3.300 3.300 3.400 4.400 4.200 5.300 5.100 6.400 5.900 7.300 8.500 14.100 14.100 3.800 2.400 Rainfall Loss rate (in /hr) (in /hr) 0.312 0.200 0.312 0.200 0.396 0.200 0.396 0.200 0.396 0.200 0.408 0.200 0.528 0.200 0.504 0.200 0.636 0.200 0.612 0.200 0.768 0.200 0.708 0.200 0.876 0.200 1.020 0.200 1.692 0.200 1.692 0.200 0.456 0.200 0.288 0.200 Total Adjusted Rainfall (in) = 2.000 Unit time (min) = 10.000 Catchment Area (ac) = 4.220 *RCFC & WCD Hyd Manual Plate.E -5.9 Efective Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.112 0.473 0.007 0.053 0.001 0.005 0.112 0.473 0.007 0.053 0.001 0.005 0.196 0.827 0.011 0.053 0.001 0.010 0.196 0.827 0.011 0.053 0.001 0.010 0.196 0.827 0.011 0.053 0.001 0.010 0.208 0.878 0.012 0.260 0.005 0.007 0.328 1.384 0.019 0.260 0.005 0.014 0.304 1.283 0.018 0.260 0.005 0.012 0.436 1.840 0.025 0.260 0.005 0.020 0.412 1.739 0.024 0.260 0.005 0.019 0.568 2.397 0.033 0.260 0.005 0.028 0.508 2.144 0.030 0.410 0.008 0.021 0.676 2.853 0.039 0.410 0.008 0.031 0.820 3.460 0.048 0.410 0.008 0.039 1.492 6.296 0.087 0.410 0.008 0.078 1.492 6.296 0.087 0.503 0.010 0.076 0.256 1.080 0.015 0.503 0.010 0.004 0.088 0.371 0.005 0.503 0.010 0.000 Total Volume: 0.488 0.103 0.391 Note net volume less than basin capacity of 0.80 ac -ft • • • • • POND No. 5 100 yr 6 -hr Efective Inflow Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.700 0.170 0.200 0.095 0.402 0.008 0.053 0.001 0.007 2.00 1.900 0.190 0.200 0.107 0.450 0.009 0.053 0.001 0.008 3.00 2.100 0.210 0.200 0.118 0.497 0.010 0.053 0.001 0.009 4.00 2.200 0.220 0.200 0.123 0.521 0.011 0.053 0.001 0.010 5.00 2.400 0.240 0.200 0.135 0.568 0.012 0.053 0.001 0.011 6.00 2.400 0.240 0.200 0.135 0.568 0.012 0.053 0.001 0.011 7.00 2.400 0.240 0.200 0.135 0.568 0.012 0.053 0.001 0.011 8.00 2.500 0.250 0.200 0.140 0.592 0.012 0.260 0.005 0.007 9.00 2.600 0.260 0.200 0.146 0.616 0.013 0.260 0.005 0.007 10.00 2.700 0.270 0.200 0.151 0.639 0.013 0.260 0.005 0.008 11.00 2.800 0.280 0.200 0.157 0.663 0.014 0.260 0.005 0.008 12.00 3.000 0.300 0.200 0.168 0.710 0.015 0.260 0.005 0.009 13.00 3.200 0.320 0.200 0.180 0.758 0.016 0.290 0.006 0.010 14.00 3.600 0.360 0.200 0.202 0.852 0.018 0.290 0.006 0.012 15.00 4.300 0.430 0.200 0.241 1.018 0.021 0.290 0.006 0.015 16.00 4.700 0.470 0.200 0.270 1.139 0.024 0.290 0.006 0.018 17.00 5.400 0.540 0.200 0.340 1.435 0.030 0.290 0.006 0.024 18.00 6.200 0.620 0.200 0.420 1.772 0.037 0.290 0.006 0.031 19.00 6.900 0.690 0.200 0.490 2.068 0.043 0.290 0.006 0.037 20.00 7.500 0.750 0.200 0.550 2.321 0.048 0.290 0.006 0.042 21.00 10.600 1.060 0.200 0.860 3.629 0.075 0.290 0.006 0.069 22.00 14.500 1.450 0.200 1.250 5.275 0.109 0.290 0.006 0.103 23.00 3.400 0.340 0.200 0.191 0.805 0.017 0.053 0.001 0.016 24.00 1.000 0.100 0.200 0.056 0.237 0.005 0.053 0.001 0.004 Total Adjusted Rainfall (in) = 2.500 Total Volume: 0.581 0.097 0.484 Unit time (min) = 15.000 Catchment Area (ac) = 4.220 Note net volume less than basin capacity of 0.80 ac -ft `• POND No. 5 100 yr 24 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in /hr) (in/hr) 1.00 1.200 0.054 0.200 2.00 1.300 0.059 0.200 3.00 1.800 0.081 0.200 4.00 2.100 0.095 0.200 5.00 2.800 0.126 0.200 6.00 2.900 0.131 0.200 7.00 3.800 0.171 0.200 8.00 4.600 0.207 0.200 9.00 6.300 0.284 0.200 10.00 8.200 0.369 0.200 11.00 7.000 0.315 0.200 12.00 7.300 0.329 0.200 13.00 10.800 0.486 0.200 14.00 11.400 0.513 0.200 15.00 10.400 0.468 0.200 16.00 8.500 0.383 0.200 17.00 1.400 0.063 0.200 18.00 1.900 0.086 0.200 19.00 1.300 0.059 0.200 20.00 1.200 0.054 0.200 21.00 1.100 0.050 0.200 22.00 1.000 0.045 0.200 23.00 0.900 0.041 0.200 24.00 0.800 0.036 0.200 Total Adjusted Rainfall (in) = 4.500 Unit time (min) = 60.000 Catchment Area (ac) = 4.220 40 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.030 0.127 0.010 0.053 0.004 0.006 0.033 0.137 0.011 0.053 0.004 0.007 0.045 0.190 0.016 0.053 0.004 0.011 0.053 0.222 0.018 0.053 0.004 0.014 0.070 0.295 0.024 0.053 0.004 0.020 0.073 0.306 0.025 0.053 0.004 0.021 0.095 0.401 0.033 0.053 0.004 0.029 0.115 0.485 0.040 0.260 0.021 0.019 0.158 0.665 0.055 0.260 0.021 0.033 0.205 0.865 0.071 0.330 0.027 0.044 0.175 0.739 0.061 0.330 0.027 0.034 0.183 0.770 0.064 0.330 0.027 0.036 0.270 1.139 0.094 0.330 0.027 0.067 0.285 1.203 0.099 0.330 0.027 0.072 0.260 1.097 0.091 0.330 0.027 0.063 0.213 0.897 0.074 0.330 0.027 0.047 0.035 0.148 0.012 0.053 0.004 0.008 0.048 0.200 0.017 0.053 0.004 0.012 0.033 0.137 0.011 0.053 0.004 0.007 0.030 0.127 0.010 0.053 0.004 0.006 0.028 0.116 0.010 0.053 0.004 0.005 0.025 0.106 0.009 0.053 0.004 0.000 0.023 0.095 0.008 0.053 0.004 0.003 0.020 0.084 0.007 0.053 0.004 0.003 Total Volume: 0.872 0.300 0.568 Note net volume less than basin capacity of 0.80 ac -ft • 9 0 15 mCn POND No. 6 100 yr 3 -hr Unit Time Pattern Period Percent* 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 2.600 2.600 3.300 3.300 3.300 3.400 4.400 4.200 5.300 5.100 6.400 5.900 7.300 8.500 14.100 14.100 3.800 2.400 Rainfall Loss rate (in /hr) (in /hr) 0.312 0.200 0.312 0.200 0.396 0.200 0.396 0.200 0.396 0.200 0.408 0.200 0.528 0.200 0.504 0.200 0.636 0.200 0.612 0.200 0.768 0.200 0.708 0.200 0.876 0.200 1.020 0.200 1.692 0.200 1.692 0.200 0.456 0.200 0.288 0.200 Efective Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.112 0.086 0.001 0.000 0.00000 0.001 0.112 0.086 0.001 0.006 0.00012 0:001 0.196 0.151 0.002 0.012 0.00025 0.002 0.196 0.151 0.002 0.022 0.00045 0.002 0.196 0.151 0.002 0.045 0.00093 0.001 0.208 0.160 0.002 0.045 0.00093 0.001 0.328 0.253 0.003 0.045 0.00093 0.003 0.304 0.234 0.003 0.045 0.00093 0.002 0.436 0.336 0.005 0.045 0.00093 0.004 0.412 0.317 0.004 0.064 0.00132 0.003 0.568 0.437 0.006 0.072 0.00149 0.005 0.508 0.391 0.005 0.088 0.00182 0.004 0.676 0.521 0.007 0.088 0.00182 0.005 0.820 0.631 0.009 0.105 0.00217 0.007 1.492 1.149 0.016 0.105 0.00217 0.014 1.492 1.149. 0.016 0.105 0.00217 0.014 0.256 0.197 0.003 0.010 0.00021 0.003 0.088 0.068 0.001 0.000 0.00000 0.000 Total Volume: 0.089 0.01864 0.070 Total Adjusted Rainfall (in) = 2.000 Note net volume less than basin capacity of 0.087 ac -ft Unit time (min) = 10.000 Catchment Area (ac) _ _0.770 `RCFC & WCD Hyd Manual Plate E -5.9 POND No. 6 100 yr 6 -hr Unit Time Pattern Rainfall Loss rate Period Percent* (in/hr) (in/hr) 1.00 1.700 0.170 0.200 2.00 1.900 0.190 0.200 3.00 2.100 0.210 0.200 4.00 2.200 0.220 0.200 5.00 2.400 0.240 0.200 6.00 2.400 0.240 0.200 7.00 2.400 0.240 0.200 8.00 2.500 0.250 0.200 9.00 2.600 0.260 0.200 10.00 2.700 0.270 0.200 11.00 2.800 0.280 0.200 12.00 3.000 0.300 0.200 13.00 3.200 0.320 0.200 14.00 3.600 0.360 0.200 15.00 4.300 0.430 0.200 16.00 4.700 0.470 0.200 17.00 5.400 0.540 0.200 18.00 6.200 0.620 0.200 19.00 6.900 0.690 0.200 20.00 7.500 0.750 0.200 21.00 10.600 1.060 0.200 22.00 14.500 1.450 0.200 '23.00 3.400 0.340 0.200 24.00 1.000 0.100 0.200 Total Adjusted Rainfall (in) = 2;500' Unit time (min) = 15.000 Catchment Area (ac) = 0770 Efective Inflow Outflow Net Rain Volume Volume Volume (in/hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.095 0.073 0.002 0.000 0.00000 0.002 0.107 0.082 0.002 0.008 0.00017 0.002 0.118 0.091 0.002 0.011 0.00023 0.002 0.123 0.095 0.002 0.011 0.00023 0.002 0.135 0.104 0.002 0.011 , 0.00023 0.002 0.135 0.104 0.002 0.011 0.00023 0.002 0.135 0.104 0.002 0.023 0.00048 0.002 0.140 0.108 0.002 0.023 . 0.00048 0.002 0.146 0.112 0.002 0.023 0.00048 0.002 0.151 0.117 0.002 0.037 0.00076 0.002 0.157 0121 0.002 0.065 0.00134 0.001 0.168 0.130 0.003 0.065 0.00134 0.001 0.180 0.138 0.003 0.065 0.00134 0.002 0.202 0.156 0.003 0.065 0.00134 0.002 0.241 0.186 0.004 0.065 0.00134 0.002 0.270 0.208 0.004 0.065 0.00134 0.003 0.340 0.262 0.005 0.088 0.00182 0.004 0.420 0.323 0.007 0.094 0.00194 0.005 0.490 0.377 0.008 0.105 0.00217 0.006 0.550 0.424 0.009 0.105 0.00217 0.007 0.860 0.662 0.014 0.105 0.00217 0.012 1.250 0.963 0.020 0.047 0.00097 0.019 0.191 0.147 0.003 0.024 0.00050 0.003 0.056 0.043 0.001 0.000 0.00000 0.001 Total Volume: 0.106 0.02306 0.083 Note net volume less than basin capacity of 0.087 ac -ft POND No. 6 100 yr 24 -hr Unit Time Pattern Rainfall Loss rate Period Percent" (in /hr) (in /hr) 1.00 1.200 0.054 0.200 2.00 1.300 0.059 0.200 3.00 1.800 0.081 0.200 4.00 2.100 0.095 0.200 5.00 2.800 0.126 0.200 6.00 2.900 0.131 0.200 7.00 3.800 0.171 0.200 8.00 4.600 0.207 0.200 9.00 6.300 0.284 0.200 10.00 8.200 0.369 0.200 11.00 7.000 0.315 0.200 12.00 7.300 0.329 0.200 13.00 10.800 0.486 0.200 14.00 11.400 0.513 0.200 15.00 10.400 0.468 0.200 16.00 8.500 0.383 0.200 17.00 1.400 0.063 0.200 18.00 1.900 0.086 0.200 19.00 1.300 0.059 0.200 20.00 1.200 0.054 0.200 21.00 1.100 0.050 0.200 22.00 1:000 0.045 0.200 23.00 0.900 0.041 0.200 24.00 0.800 0.036 0.200 Total Adjusted Rainfall (in) = 0.069 4.500 Unit time (min) = 0.213 60.000 Catchment Area (ac) = 0.069 0.770 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.030 0.023 0.002 0.005 0.00041 .0:001 0.033 .0.025 0.002 0.009 0.00074 0.001 0.045 0.035 0.003 0.012 0.00099 0.002 0.053 0.040 0.003 0.012 0.00099 0.002 0.070 0.054 0.004 0.012 0.00099 0.003 0.073 0.056 0.005 0.022 ' 0.00182 0.003 0.095 0.073 0.006 0.022 0.00182 0.004 0.115 0.089 0.007 0.022 0.00182 0.006 0.158 0.121 0.010 0.037 0.00306 0.007 0.205 0.158 0.013 0.037 0.00306 0.010 0.175 0.135 0.011 0.044 0.00364 0.008 0.183 0.141 0.012 0.044 0.00364 0.008 0.270 0.208 0.017 0.044 0.00364 0.014 0.285 0.219 .0.018 0.069 0.00570 0.012 0.260 0.200 0.017 0.069 0.00570 0.011 0.213 0.164 0.014 0.069 0.00570 0.008 0.035 0.027 0.002 .0.081 0.00669 -0.004 0.048 0.037 0.003 0.105 0.00868 -0.006 0.033 0.025 0.002 0.105 0.00868 -0.007 0.030 0.023 0.002 0.105 0.00868 -0.007 0.028 0.021 0.002 0.073 0.00603 -0.004 0.025 0.019 0.002 0.081 0.00669 0.000 0.023 0.017 0.001 0.040 0.00331 -0.002 0.020 0.015 0.001 0.000 0.00000 0.001 Total Volume: 0.159 0.09248 <, 0:072 Note net volume less than basin capacity of 0.087 ac -ft d Q WASHINGTON PARK PARCEL MAP 30903 CITY OF LA QUINTA HYDROLOGY & HYDRAULIC ANALYSIS PREPARED BY: • stance PALM DESERT DIVISION 73733 Fred Waring Drive Palm Desert, CA, 92260 Prepared Under the Supervision of: Daniel R. Ruiz R.C.E. C54559 Expiration Date: 12/31/07 r1 U / OpF ESS R `F w No. C54559 � N Exp. 12/31/07 d� CIVIC ��\P F OF 1 .i .i l n:. i :4 7 i PARCEL MAP 30903 HYDROLOGY & HYDRAULICS January 20, 2005 PROJECT DESCRIPTION The -purpose of this study is to provide hydraulic analysis of the precise grading and storm drain system plan design of the for the "Trader Joe's" project, Parcel 3, Parcel Map 30903. For this portion of the Washington Park development, the developer has agreed to take off -site storm runoff from a portion of Simon Drive. This is an area on the segment off Highway 111. This report addresses drainage conditions for the Parcel 3 development in support of the Precise Grading Plan for Trader Joe's in the northerly portion of Parcel 3 and includes the following: 1. Drainage parameters for storm drain' hydraulic analysis based on the delineation of on -site drainage areas and site drainage patterns. 2. A hydrology map for the Parcel 3 site and vicinity indicating flow. patterns and .expected flow rates. Drainage catch basins and storm pipe sizes are also indicated. (see Appendix). Storm water volume calculations for this site are not included in the scope of this study. Synthetic unit hydrographs and retention basin .size calculations will be part of a separate study to be submitted by Pardue, Cornwell and Associates, Inc. The Precise Grading Plan indicates existing topography, proposed pad elevations, elevations of proposed improvements, and storm drain location and details. l .9 U .c a l PARCEL MAP 30403 HYDROLOGY & HYDRAULICS January 20, 2005 DESIGN CRITERIA The following Riverside County Flood Control District ( RCFCD) parameters were used in the preparation of the analyses: ® Antecedent Moisture Condition 2 10 year - 1 hour Precipitation ® 100 year - 1 hour Precipitation ® Slope of Intensity Duration Curve © Hydrologic Soil Type "B" SITE FLOWS and STORM DRAINS 0.95" Plate D -4.3 1.60" Plate D -4.4 0.60 Plate D -4.6 Per City standards and requirements, site improvements have been designed to carry the 100 -year storm event flow on the surface as well as in the storm drain system. Sub -basin runoff and pipe sizes have been determined utilizing RCFCD Rational software in conjunction with "StormCad" hydraulic software. The rational method calculations show a peak discharge of 38.8 c.f.s. will ultimately be-directed to the retention basin during a 100 -year storm event. Catch Basin #1 collects water runoff from Simon :Drive and a portion of the parking area where it is then conveyed via an 18" pipe to manhole #1 (node 103). A separate pipe network of PVC storm pipe will collect runoff from the Trader Joe's site and portion of the parking area through Catch Basin . #2 and . confluence at manhole #1 with storm water collected by Catch Basin #1. For the purposes of this study, the storm system model depicts runoff flow from the areas adjacent to the Trader Joe's at Catch Basin #2. Also, Catch Basin #2 and. #4 will split the calculated runoff from area T2. Line "A" conveys the runoff southerly via a 36" storm pipe underneath the future parking area and will collect runoff from future catch basins at nodes 108, 110, 112, and 114. (see hydrology map). 6 ..l i I :a - 1 ,J '8 7 �i �1 _l. 7 PARCEL MAP 30903 HYDROLOGY & HYDRAULICS January 20, 2005 RETENTION BASIN A separate drainage study, to be prepared by Pardue, Cornwell and Associates, Inc., will calculate the on -site retention requirements per recent city recommendations. For the purposes of this study, the 100 -year worst case water surface elevation for the existing retention is assumed to be 64.00. This allows for a retention basin depth of 5 feet and matches previously approved precise grading plans for construction of the Lowe's and Circuit City buildings. SAND FILTER/DRYWELL. It has been determined that a sand filter will not be the most efficient method of percolating nuisance water flows into -the soil. Additional borings of the area adjacent to the existing retention basin have been conducted and a thick layer of silty soil lies beneath the retention basin. Any nuisance water flows and storm flows could potentially pond at the bottom of the retention basin and standing water would be present for extended periods of time. A constructed drywell that will extend through the silt layer (at an elevation of approximately 31.0) and into the medium grained sandy layer will provide a much higher rate of infiltration, thereby, greatly reducing the potential for standing water from "everyday" or nuisance flows. •-f3 i�. PARCEL MAP 30903 HYDROLOGY & HYDRAULICS January 20, 2005 4 �� d 71_ f. ea PARCEL MAP 30903 HYDROLOGY & HYDRAULICS January 20, 2005 Riverside'Co-unty R.atlonal HydrologyProgram 100-ye alr Storm Hydrautic A' nalysis ' RATIONA-L METHOD 100-YEAR STORM EVEN T Riverside County Rational Hydrology Program ".3 e CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3 -- - - -- Rational Hydrology Study Date: 01/18/05 File.:40889tjhyd3.out zN ----------------------------------------------- WASHINGTON 111 LTD WASHINGTON PARK - TRADER JCES, PHASE III 100 -YEAR STORM ANALYSIS TKC 01./17/05 ---------=----------------------=---------------------•------------------ "` * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units' used in input data file ------------------------------------------------------------------------ ,j Keith Companies, Inc., Palm Desert, California - SIN 709 ----------------------------------'-------=-----------------------=------ 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 2 year, 1 hour precipitation = .0.500(In.) 100 year, 1 hour precipitation = 1.600(In.) 'Storm event year = 100.0 Calculated . rainfall intensity data: 1 hour intensity = 1.600(In /Hr) T Slope of intensity duration curve = 0.6000 Process from Point /Station 101.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 560.000(Ft_)' J Top (of initial area) elevation = 76.40.0(Ft.) Bottom (of initial area) elevation = 71.700•(Ft.) Difference in elevation = 4.700(Ft.) . Slope = 0.00839 s(percent)= 0.84 TC = k(0.300) *[(length 3) /(elevation change)]"0.2 Initial'area time of concentration = 9.809 min. Rainfall intensity = 4.743(In /Hr) for a 100.0 year storm ' COMMERCIAL subarea type Runoff Coefficient =+0.884 Decimal fraction soil group A = 0.000 3 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 = 3.311(CFS) Total initial stream area = 0.790(Ac.) Pervious area fraction = 0.100. !' Process from Point /Station 102.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** �. Upstream point /station elevation = 63.040(Ft.) 1 ( Downstream point /station elevation = 62.300(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 3.311(CFS) 4 Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approkimate hydraulic grade line above the pipe invert is 1.398(Fi.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.724(.Ft.) Minor friction loss = 0.414(Ft.) K- factor = 1.50 Pipe flow velocity = 4.22(Ft /s) i Travel time through pipe = 0.59 min. Time of concentration (TC) = 10.40 min. Process from Point /Station 102.000 to Point /Station 103.000 CONFLUENCE OF MINOR STREAMS * * ** i Along Main Stream number: 1 in normal stream number 1 111 Stream flow area = 0.790(Ac.) Runoff from this stream = 3.311(CFS) Time of concentration = 10.40 min. Rainfall intensity = 4.579(In /Hr) Process from Point /Station 104.000 to Point /Station 105.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation = 73.700(Ft.) Bottom (of initial area) elevation = 68.800(Ft.) ;;1 Difference in elevation = 4.900(Ft.) v Slope = 0.02722 s(percent)= 2.72 TC ='k(0.300) *[(length 3) /(elevation change))^0.2 Warning: TC computed.to be less than 5 min.; program is assuming the time-of concentration is 5 minutes. Initial area time, of concentration = 5.000 min. Rainfall. intensity = 7.106(In /Hr)'for a 100.0 year storm a ' COMMERCIAL subarea type Runoff Coefficient = 0.888 M. Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 1 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 RI index for soil(AMt 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 1 Initial subarea runoff = 10.038(CFS) 1 Total initial stream area = 1.590(Ac.) Pervious area fraction = 0.100 qqq +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 62.500(Ft.) Downstream point /station elevation = 62.300(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.015 No- of pipes = 1 Required pipe flow = 10.038(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 10.038(CFS) Normal flow depth in pipe = 16.38(In.) Flow top width inside pipe = 22.34(In.) Critical Depth'= 13.59(In.) ( Pipe flow velocity = 4.39(Ft /s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 5.19 min. f� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 9 3 d 9 i e: e. r I' i' P 1' i VP Process from Point /Station 105.000 to Point /Station ****-CONFLUENCE OF MINOR STREAMS ** ** Along Main Stream number: 1 in normal stream number Stream flow area = 1.590(Ac.) Runoff from this stream = 10.038(CFS) Time of concentration = 5.19.min. Rainfall intensity = 6.949(In /Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 3.311 10.40 2 10.038 5.19 Largest stream flow has longer Qp = 10.038 + sum of Qa Tb /Ta 3.311 * 0.499 Op = 11.690 Rainfall Intensity (In /Hr) 103.000 4.579 6.949 or shorter time of concentration 1.652 Total-of 2 streams to confluence: Flow rates,before confluence point: 3•.311 10.038 Area of streams before confluence: 0.790 1.590 Results of confluence: Total flov4i. rate = 11.69Q(CFS) Time of concentration = 5.190 min. Effective stream area after confluence = 2.380(Ac.) +++++++++++++++++++++++++++++++++++++++ + ++ + +++ + + + + + + + + + + + + + + + ++ + + + + + ++ Process from Point /Station 103.000 to Point /Station 106.000 * * ** PIPEFLOW TRAVEL TIME (User 'specified size) * * ** Upstream point /station elevation = 62.300 (Ft.) Downstream point /station elevation = 62.000(Ft.) Pipe length = , 34.00.(Ft.) Manning's N = 0.015 No: of 'pipes. = 1 Required pipe flow = 11.690(CFS) Given pipe size = 24.00(In.) Calculated i:ridividual pipe flow 11.690(CFS) Normal flow 'depth.in 'pipe = 13.88 (In. ) Flow top width inside pipe 23.71(In.) Critical Depth = 14.72(In.) Pipe flow velocity: 6.21(Ft /s) Travel time through pipe = 6.09 min. Time of concentration (TC) = 5.28 min. r.• +++++++++++++++++++++++++++++++++++++++ +++++ + +++ +++ ++ + + +++ + + + +++ + ++ +++ Process from Point /Station 107.000 to Point /Station 106.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil, group A = 0.000 ` WW S;'F&-67' Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 01000 Decimal fraction. soil group D 0.000 �� RI index for soi.l(AMC 2) 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.28 min. �a Rainfall intensity = 6.877(In /Hr) for a 100.0 year storm Subarea runoff = 3.725(CFS) for 0.610(Ac.) Total runoff = 15.416(CFS) Total area = 2.990(Ac.) ++++++++++++- r++++++++++++++++++++++ T++± + + + +++ + + + + + + + + + +++ + + + + + + + ++ + + ++ Process from Point /Station 106.000 to Point /Station 108.000 * ** PIPEFLOW TRAVEL TIME (User specified size) 1 Process from Point /Station 109.000 to Point /Station 108.000 * * ** SUBAREA FLOW ADDITION * * =* COMMERCIAL subarea type Runoff Coefficient 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction Boil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious. area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.3.4 min. Rainfall intensity = 6.160(In /fir) for a 100.0 year storm Subarea runoff = 8.878(CFS) for 1.625(Ac.) Total runoff = 24.294(CFS) Total area = 4.615(Ac.) +±+++++++++±++++++++++++++++±• i+++++++++ + + ++ + + + + ++...... + ++ ++ + + + + + + +... Process from Point /Station 108.000 to Point /Station 110.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** UpstreO p'oizit /station elevation.= 60:506 (Ft .) Downstream point /station elevation = 59.170(Ft.) Pipe length = 365.00( Ft. ) Manning's N = 0'.015 No. of pipes 1 Required pipe flow = 24:294(CFS) Nearest computed pipe. diameter 33.00(In.) Calculated individual pipe flow - 24.294(CFS) Normal flow depth in pipe = '24.00(In.) Flow Eop width inside 'pipe = '29.19 (In.) Critical Depth 19.57(In.) Pipe flow velocity = 5.26(Ft /s)' Travel time through pipe = 1.16 min.' Time of concentration (TC) = 7.50 min. Process from Point /Station 111.000 to Point /Station 110.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.0.00 3y Decimal fraction soil group B = 1.000 1 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 Time of concentration = 7.50 min. 99 ( Rainfall intensity = 5.571(In /Hr) for a 100.0 year storm 3." Subarea runoff = 8.265(CFS) for 1.675(Ac.) Total runoff = 32.559(CFS) Total area = 6.290(Ac.) Upstream point /station elevation = 62.000(Ft.) Downstream point /station elevation = 60.540(Ft.) Pipe length = 313.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 15.416(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected.pipe size. The approximate hydraulic grade line above the pipe invert is 1.035(Ft.) at the headworks or inlet of the pipe(s) •- Pipe friction loss = 1.934(Ft.) Minor friction loss = 0.561(Ft.) K- factor = 1.50 Pipe flow velocity = 4.91(Ft /s) Travel time through pipe = 1.06 min. Time of concentration (TC) = 6.34 min. Process from Point /Station 109.000 to Point /Station 108.000 * * ** SUBAREA FLOW ADDITION * * =* COMMERCIAL subarea type Runoff Coefficient 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction Boil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious. area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.3.4 min. Rainfall intensity = 6.160(In /fir) for a 100.0 year storm Subarea runoff = 8.878(CFS) for 1.625(Ac.) Total runoff = 24.294(CFS) Total area = 4.615(Ac.) +±+++++++++±++++++++++++++++±• i+++++++++ + + ++ + + + + ++...... + ++ ++ + + + + + + +... Process from Point /Station 108.000 to Point /Station 110.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** UpstreO p'oizit /station elevation.= 60:506 (Ft .) Downstream point /station elevation = 59.170(Ft.) Pipe length = 365.00( Ft. ) Manning's N = 0'.015 No. of pipes 1 Required pipe flow = 24:294(CFS) Nearest computed pipe. diameter 33.00(In.) Calculated individual pipe flow - 24.294(CFS) Normal flow depth in pipe = '24.00(In.) Flow Eop width inside 'pipe = '29.19 (In.) Critical Depth 19.57(In.) Pipe flow velocity = 5.26(Ft /s)' Travel time through pipe = 1.16 min.' Time of concentration (TC) = 7.50 min. Process from Point /Station 111.000 to Point /Station 110.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.0.00 3y Decimal fraction soil group B = 1.000 1 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 Time of concentration = 7.50 min. 99 ( Rainfall intensity = 5.571(In /Hr) for a 100.0 year storm 3." Subarea runoff = 8.265(CFS) for 1.675(Ac.) Total runoff = 32.559(CFS) Total area = 6.290(Ac.) ) i r•� A �e t 2� s Runoff Coefficient = 0.886 Decimal fraction soil group A 0.000 Decimal fractioni soil group B = 1.060 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.006 RI index for 6oi1(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration 7.58 min. Rainfall intensity = 5.535(In /Hr) for a 100.0 year storm Subarea runoff = 1.1.27(6FS) for 0.230(AO.) Total runoff = 33.686(CFS) Total area = 6.520(Ac.) Process from Point /Station 112.000 to Point /Station 114.000 ** PIPEFL:OW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation Downstream point /station elevation = 57:070(Ft.). Pipe length. = 38,0.00 (Ft.. ) Manning' s N = 0.015 No.. of pipe's = 1 Required pipe flow 33.686(CFS) Nearest g0tputed.'pipe diameter = 36.00(In.) Calculated individual pipe flow = 33.666(CFS) Normal flow depth ir- k. pipe' 26.02(In.) Flow top width inside pipe =- 32.23(In.)_ Critical Depth = 22.61(In.) Pipe flow velocity = 6.16(Ft /s) Travel time through pipe = 1.03 min. Time of concentration (TC) = 8.61 min. ++++++++++++++ i•+++++++++++++++ 4t++++++ t+ +.....F+++++t++++-h+t+t++++++t+ Process from Point /Station 115.000 to Point /Station 114.000 * * ** SUBAREA FLOW ADDITION *� ** COMMERCIAL subarea type Runoff Coefficient = 0.885 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 Time of concentration = .8.61 min. Rainfall intensity = 5.129(In /Hr) for a 100.0 year storm Subarea runoff = 5.136(CFS) for 1.132(Ac.) Total runoff = 38.823(CFS) Total area = 7.652(Ac.) Process from Point /Station 110.000 to Point /Station 112.000 * ** PIPEFLOW TRAVEL TIME (Program estimated size) .: Upstream point /station elevation = 59.170(Ft.) Downstream point /station elevation = 58.770(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.015 No. of pipes = 1 .Required pipe flow .= 32.559(CFS) Nearest computed pipe diameter = 30.00(ln.) :.. Calculated individual pipe flow = 32.559(CFS) Normal flow depth in pipe = 22.59(In.) r, Flow top width inside pipe = 25.87(In.) Critical Depth = 23.32(In.) Pipe flow velocity = 8.21(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 7.58 min. ++++++++++++++++++++ t++++++++ t.4...++++ + + + + + + + ++++ + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.000 to Point /Station 112.000 * * ** SUBAREA FLOW ADDITION * * ** r•� A �e t 2� s Runoff Coefficient = 0.886 Decimal fraction soil group A 0.000 Decimal fractioni soil group B = 1.060 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.006 RI index for 6oi1(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration 7.58 min. Rainfall intensity = 5.535(In /Hr) for a 100.0 year storm Subarea runoff = 1.1.27(6FS) for 0.230(AO.) Total runoff = 33.686(CFS) Total area = 6.520(Ac.) Process from Point /Station 112.000 to Point /Station 114.000 ** PIPEFL:OW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation Downstream point /station elevation = 57:070(Ft.). Pipe length. = 38,0.00 (Ft.. ) Manning' s N = 0.015 No.. of pipe's = 1 Required pipe flow 33.686(CFS) Nearest g0tputed.'pipe diameter = 36.00(In.) Calculated individual pipe flow = 33.666(CFS) Normal flow depth ir- k. pipe' 26.02(In.) Flow top width inside pipe =- 32.23(In.)_ Critical Depth = 22.61(In.) Pipe flow velocity = 6.16(Ft /s) Travel time through pipe = 1.03 min. Time of concentration (TC) = 8.61 min. ++++++++++++++ i•+++++++++++++++ 4t++++++ t+ +.....F+++++t++++-h+t+t++++++t+ Process from Point /Station 115.000 to Point /Station 114.000 * * ** SUBAREA FLOW ADDITION *� ** COMMERCIAL subarea type Runoff Coefficient = 0.885 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 Time of concentration = .8.61 min. Rainfall intensity = 5.129(In /Hr) for a 100.0 year storm Subarea runoff = 5.136(CFS) for 1.132(Ac.) Total runoff = 38.823(CFS) Total area = 7.652(Ac.) ` « ` 1 � y� 'J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** PIPE.FLOW TRAVEL TIME (Program estimated size) **** Upstream point/station el6v.ation 57.070(Ft.) Downstream pointZstation elevation 54.000,(Ft.) No. of pipes = 1 Required pipe' flow' 38.823(CFS) Nearest computed pipe diameter 4. 0 0 114 Calculated iudividu4l pipe flow 38.823(CFS) Normal flow depth in pipe 17.39.(In.) Flow top width inside pipe 21.44(In.) Critical depth could not be cal'14ated. Travel time through pipe = d.06 min. Time of concentration (TC) 8.67 min. End of comput�&-ions, total study area 7.65 (Ac.) The following f igures may he used for a unit hydrograph study of the same area. Area averaged pervious area fraction ) ~ 0.100 Area averaged nz index oombez • C, 00 PARCEL MAP 30903 HYDROLOGY & HYDRAULICS January 20, 2005 Riverside County Rational Hydrology Program 10--ye'ar. Storm Hydraulic Analysis ttt )i +++++++++++++++++++++++++++++++++++++++ + + +...... + + + ++ + + + + + ++ + ++ + + + + + ++ Process from Point /Station 102.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** 'Ile ( 3 I ) RATIONAL ME'T'HOD 10YEAR S'T'ORM EVENT Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3 Rational Hydrolo g. Study Date: 01/,18/05 Fi1e:40889tJ h d3.out 'y ------------------------------------------------------------------------ WASHINGTON 111 LTD WASHINGTON PARK - TRADER JOES, PHASE III 10 -YEAR STORM ANALYSIS " TKC 01/17/05 ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** I English (in -lb) Units used in input data file ------------------------------------------------------------------------ Keith Companies, Inc., Palm Desert, California - SIN 709 ------------------------------------------------------------------------ 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 2 year, 1 hour precipitation = 0.500(In.) 100 year, 1 hour precipitation = 1.600(In.) Storm event year = 10.0 i•. Calculated rainfall intensity data: 1 hour intensity = 0.953(In /Hr) Is 1 Slope of intensity duration curve = 0.6000 ++++++++++++++ k+++++++++++++++++++++++++ + ++ ++ +. + + + ++ t + + + + + + + + + + + ++ + + + ++ Process from Point /Station.. 101.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 560.000(Ft.) . Top (of initial area) elevation 76.400(Ft.) :. Bottom (of initial,area) elevation = 71.700(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.00839 s(percent)= 0: "84 Td = k (0.300) *((length°3) /(elevation change)]'0.2 Initial area time of concentration = 9.809 min. Rainfall intensity = 2.824(In /Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 s 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 = 1.953(CFS) Total initial stream area = 0.790(Ac.) Pervious area fraction = 0.100 ttt )i +++++++++++++++++++++++++++++++++++++++ + + +...... + + + ++ + + + + + ++ + ++ + + + + + ++ Process from Point /Station 102.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** 'Ile ( 3 I Upstream point /station elevation = 63.040(Ft.) Downstream point /station elevation = 62.300(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required.pipe flow = 1.953(CPS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.953(CFS) Normal flow depth in pipe = 8.91(In.) Flow top width inside pipe = 10.50(In..) } Critical Depth = 7.15(In.) -: Pipe flow velocity # 3.13 (Ft /.$) ' f:. Travel time through pipe = 0.80 min. Time of concentration (TC) = 10.61 min. Process from Point /Station 102.000 to Point /Station 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.790(Ac.) Runoff from this stream = 1.953(CFS) j Time of concentration = 10.61 min. j Rainfall intensity = 2.694(In /Hr) t�. ++++++++t+++++++++++++++t r+++++++++++++ + + + + + ++ + ++ + + + + + + + + + + + + + + + + +++ ++ Process from Point /Station 104.000 to Point /Station 105.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance'= 180..000(Ft.) Top (of initial area) elevation = 73.700(Ft.) Bottom (of initial area) elevation 68.800(Ft.) -g Difference in elevation = 4.900(Ft.) Slope = 0.02722 s(percent)= 2.72 ;) TC = k (0.300) *[( length^ -3) /(elevation change))''0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.231(In /Hr) for a 10:0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 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 = 5.934(CFS) Total initial stream' area = 1.590(Ac.) Pervious area fraction = 0.100 ' +±+++++++++++++++++++t+++++++++++++++++ + + + + + +++ ++ + + + + +++ + ++ + + + ++ + + + + ++ 3 Process from Point /Station 105.000 to Point /Station 103.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 62.500(Ft.) Downstream point /station elevation = 62.300(Ft.) Pipe length 50.00(Ft.) Manning's N = 0.015 _ No. of pipes = 1 Required pipe flow 5.934(CFS) Nearest computed pipe diameter = 21.00(In.) ') Calculated individual pipe flow = 5.934(CFS) Normal flow depth in pipe = 12.74(In.) Flow top width inside pipe = 20.52(In.) Critical Depth = 10.77(In.) Pipe flow velocity = 3.89(Ft /s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 5.21 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ i �1.. e 3 i s J Process from Point /Station 105.000 to Point /Station 103.000 ::* ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.590(Ac.) Runoff from this stream = 5.934(CPS) Time'of concentration = 5.21 min. Rainfall intensity = 4.125(Ia /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 1.953 10.61 2.694 2 5.934 5.21 4.125 Largest stream flow has longer or shorter time of concentration Qp = 5.934 + sum of Qa Tb /Ta 1.953 * 0.492 = 0.960 QP = 6.894 Total of 2 streams to confluence: Flow rates before confluence point: 1.953 5.934 Area of streams before confluence: 0.790 1.590 Results of confluence: Total flow rate = 6.894(CFS) Time of concentration = ' 5.214 min. Effective stream area after confluence = 2.380(Ac•.) ++++++++++++++++++±+++.+++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 106.000 * * ** PIPEFLOW TRAVEL TIME (User specified size }, * * ** Upstream point /station elevation = 62.300(Ft.) Downstream point /station elevation = 62.000(Ft.) Pipe length = 34.60 (Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 6.894(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow 6.894(CFS) Normal flow depth in pipe = 10.17(In.) Flow top width inside pipe = 23.72(In.) Critical Depth = 11.18(In.) .Pipe flow velocity = 5.44(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 5.32 min. +++++++++++ t+++++++++++++++++++++++++++ + + + + + + + ++ + + + + + + + + + + + ++ + ++ + + + +++ Process from Point /Station 107.000 to Point /Station 106.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group P_ = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group Decimal fraction soil group C = D = 0.000 0.000 �� �'��& RI index for soil(AMC 2r = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' °f0 C�� Time of concentration = 5.32 min. v Rainfall intensity = 4.077(In /Hr) for a 10.0 year storm Subarea runoff = 2.192(C7S) for 0.610(Ac.) Total runoff = 9.086(CFS) Total area = 2.990(Ac.) ++++++++++++++++++++++++++++ t+++++++++++ + + + + + + + + + + + + + +. + + + + + + ++ + + ++ + + ++ Process from Point /Station 106.000 to Point /Station 108.000 c.: i i ) �I �I i I * * ** PIPEFLOW TRAVEL TIME (User specified size). * * ** Upstream point /station elevation = 62.000(F.t.) Downstream point /station elevation = 60.540(Ft.) Pipe length 313.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 9.086(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.086(CFS) Normal flow depth in pipe = 14.50(In.) Flow top width inside pipe = 23.48(In.) Critical Depth = 12.92(In.) Pipe flow velocity = 4.58(Ft /6) Travel time through pipe = 1.14 min. Time of concentration (TC) = 6.46 min. Process from Point /Station 109.000 to Point /Station 108.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.880 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 Time of .concentration = 6.46 min. Rainfall intensity = 3.629(In /Hr) for Subarea runoff = 5.186(CFS) for 1 Total runoff = 14.274(CFS) Total fraction = 0.900 i 10.0 year storm 625 (Ac . ) area = 4.615(Ac.) ++++++++++++++ t++++++++++++++++++++++++ + + ++ + + + + + + ++ + + + + + + + + + +t + + + + + + ++ Process from Point /Station 108.000 to Point /Station 110'.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 60:500(Ft.Y Downstream point /station elevation = 59.170(F.t.) Pipe length = 365.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 14.274(CFS) Nearest computed pipe diameter = 27.00(fn.) Calculated individual pipe flow = 14.274(CFS) Normal flow depth in pipe = 19.69(In.) Flow top width inside pipe = 24.00(In.) ,Critical Depth = 15.76(In.) Pipe flow velocity = 4.60(Ft /s) Travel time through pipe = 1.32 min. Time of concentration (TC) = 7.78 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ++ + + + + + + + + + + + ++++ Process from Point /Station 111.000 to Point /Station 110.000 * ** *'SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.878 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 Time of concentration = 7.78 min. Rainfall intensity = 3.245(ln /Hr) for Subarea runoff = 4.772(CFS) for 1 Total runoff = 19.046(CFS) Total fraction = 0.900 1 10.0 year storm 675 (Ac . ) area = 6.290(Ac.) +++t....4............................................................. 1. a i t .i J J 4R -. i Process from Point /Station 110.000 to Point /Station 112.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 59.ilo (Ft.) Downstream point /station elevation = 58.770(Ft.) Pipe length = 40..00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 19.046(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow = 19.046(CFS) Normal flow depth in pipe 19_.08(In.) Flow top width inside -pipe = 19.38(In.) Critical Depth = 18.84(In.) Pipe flow velocity = 7.11(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 7.87 min. ++++++++++++++++++t++++t+++++++++++++++ + ++ + + + + +++ ++ + + + + + + + + + + ++ + + + + + ++ Process from Point /Station 113.000 to Point /Station 112.000 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Runoff Coefficient = 0.878 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 Time -of concentration = 7.67 min. Rainfall intensity = 3.222(In /Hr) for a 10.0 year storm Subarea runoff = 0.651.(CFS) for 0.230(Ac.) Total runoff = 19.697(CPS) Total area = 6.520(Ac.) ++++++++++++++++++++++++++++++++++t+.... ..+ + + + +: ++ +++ ++ + + ++ ++ ++ + ++ + + + ++ Process from Point /Station 112.000 to Point /Station 114.000 * * ** PIPEFLOW TRAVEL TIME Grogram estimated size) * * ** Upstream point /station elevation = 58.770.(Ft.) Downstream point /station elevation = 57.070(Ft.) Pipe length = 380.00'(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 19.697(CFS) Nearest computed pipe diameter _ 30.00(In.) Calculated individual pipe flow F 19.697(CFS) Normal flow depth in pipe 20.84(In.) Flow top width inside 'pipe = 27.64(in.) Critical Depth = 18.07'(In.) Pipe flow velocity. = 5.41(Ft /s) Travel time through pipe = 1.17 min. Time of concentration (TC) = 9.04 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + ++ + + ++ + + + + + + + + ++ + ++ + + + ++ Process from Point /Station 115.000 to Point /Station 114.000 * * ** SUBAREA FLOW ADDITION * * ** 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 i Time of concentration = 9.04 min. Rainfall intensity = 2.965(ln /Hr) for a 10.0 year storm Subarea runoff = 2.942(CPS) for 1.132(Ac.) a Total runoff = 22.638(CFS) Total area = 7.652(Ac.) i i b S. ;1 R t S 3 1 yS 7� ++++t+.....tt+t+++t++tt++++++++ t++t+tt++ t.....-F +t+t +t+ ++tt++t ++ +t+++t+ Process from Point /Station 114.000 to Point /Station 116,.000 * * ** PIPEFLOW TRAVEL TIME .(Program estimated size) * * ** Upstream point /station elevation = 57.070(Ft.) Downstream point /station elevation = 54.000(Ft.) Pipe length = 60.00(F.t.) ManningIs N = 0.015 No. of pipes = 1 Required pipe flow 22.638(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 22.638(CPS) Normal flow depth in pipe = 13.31(In.) Flow top width inside pipe = 20.23(In.) Critical Depth = 19.79(In.) Pipe flow velocity = -14.09(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TIC) = 9.11 min. End of computations, total study area = 7.65 (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 f' • WASHINGTON PARK SUPPLEMENTAL HYDROLOGY 5/16/06 RATIONAL METHOD DATA SUB -BASIN AREA acres Q PEAK cfs Tc min I in /hr Q DESIGNATION PHASE 1 6.49 27.84 10.10 5.388 Q1 PHASE 2 13.14 58.05 10.53 4.551 Q2 PHASE 3 7.65 38.82 8.61 5.129 Q3 TOTALS 27.28 1 124.71 Per RCFC & WDC, PLATE D -1, where longer Tc has larger Q, the smaller Q's need to be adjusted. Q1 and Q3 need to be adjusted. On =Oa +ObfIa /Ibl.To =Ta Ia /Ib Qb(Ia /Ib) cfs Qp cfs 0.8447 23.52 81.57 0.8873 34.45 92.50 TOTALS 1 57.96 1 116.01 VOLUME 5/24/06 Q = 116.01 cfs (cu ft /sec) • Tc = 10.53 min = 631.8 sec Volume = area of triangle hydrograph to the Tc. V = 36,647.71 cu ft = 0.841 ac -ft I* '1N. Scenario: Base EV1, D Lay ',vt 1 -5 n4- 0— -nom CB-4 ,C—Utah .007.00] )e 1 of 1 • is • Scenario: Base NODE REPORT - WASHINGTON PARK Node Additional Flow (cfs) Known Flow (cfs) Ground Elevation (ft) Rim Elevation (ft) Sump Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) 1 -5 0.00 15.92 69.50 69.50 60.54 63.98 63.94 J -2 58.00 68.00 60.20 63.91 63.87 J -1 68.00 68.00 59.63 63.83 63.78 1 -8 0.00 0.00 68.00 68.00 59.29 63.76 63.59 J -6 68.00 68.00 59.20 63.57 63.57 0-5 59.00 59.00 54.00 62.00 62.00 J -5 68.00 68.00 56.27 62.36 62.11 1 -11 0.57 0.00 67.50 67.50 59.21 63.54 63.54 J-4 68.00 68.00 58.93 63.50 63.32 1 -7 0.00 0.00 68.00 68.00 58.52 63.21 62.90 1 -6 0.00 0.00 68.00 68.00 57.20 62.57 62.39 C13-3 0.56 0.00 67.50 67.50 59.04 63.53 63.51 C13-4 5.14 0.00 68.16 68.16 57.36 62.48 62.41 CB -2 4.13 0.00 67.50 67.50 62.50 64.26 64.24 C13-313 0.00 2.99 67.12 67.12 65.12 66.04 65.87 C13-3A 0.00 3.00 67.12 67.12 65.12 66.04 65.87 C13-1 4.14 0.00 67.50 67.50 64.43 65.32 65.22 J -3 68.00 68.00 63.88 65.30 65.02 J -7 68.00 68.00 61.69 64.24 64.05 Title: WASHINGTON PARK Project Engineer: TKC_Utah k: \305405 \engr\washington park - revised.stm StormCAD v5.6 [05.06.007.00] 06/07/06 11:18:1 IDOftntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 1 • • 01 Scenario: Base PIPE REPORT - WASHINGTON PARK Pipe Dn. Node Up. Node System Q (cfs) Cap (cfs) L (ft) Section Material Size Mannings n S (ft/ft) V avg (ft/s) Up. Invert (ft) Dn. Invert (ft) Up HGL (ft) Dn HGL (ft) P -6 1 -8 J -1 15.92 61.64 67.27 PVC 36 inch 0.010 0.005054 2.25 59.63 59.29 63.78 63.76 P -7 J -1 J -2 15.92 61.12 114.71 PVC 36 inch 0.010 0.004969 2.25 60.20 59.63 63.87 63.83 P -8 J -2 1 -5 15.92 61.29 68.03 PVC 36 inch 0.010 0.004998 2.25 60.54 60.20 63.94 63.91 P -4 1 -6 1 -7 31.31 62.62 253.06 PVC 36 inch 0.010 0.005216 4.43 58.52 57.20 62.90 62.57 P -14 1 -7 J-4 31.31 61.24 82.17 PVC 36 inch 0.010 0.004990 4.43 58.93 58.52 63.32 63.21 P -16 J-4 CB -3 1.13 3.25 22.34 PVC 12 inch 0.010 0.004924 1.44 59.04 58.93 63.51 63.50 P -17 CB -3 1 -11 0.57 3.28 33.99 PVC 12 inch 0.010 0.005001 0.73 59.21 59.04 63.54 63.53 P -18 J -5 1 -6 31.31 165.58 25.50 PVC 36 inch 0.010 0.036471 4.43 57.20 56.27 62.39 62.36 P -19 0-5 J -5 36.45 165.70 62.15 PVC 36 inch 0.010 0.036525 5.16 56.27 54.00 62.11 62.00 P -20 J -5 CB-4 5.14 23.31 37.40 PVC 18 inch 0.010 0.029144 2.91 57.36 56.27 62.41 62.36 P -21 J -4 J -6 30.18 60.33 55.77 PVC 36 inch 0.010 0.004841 4.27 59.20 58.93 63.57 63.50 P -22 J -6 1 -8 30.18 61.21 18.06 PVC 36 inch 0.010 0.004983 4.27 59.29 59.20 63.59 63.57 P -11 J -3 CB -1 4.14 20.79 110.04 PVC 24 inch 0.010 0.004998 5.16 64.43 63.88 65.22 65.30 P -12 J -3 CB -3A 3.00 3.30 53.16 PVC 12 inch 0.010 0.005079 4.76 65.12 64.85 65.87 65.59 P -13 J -3 CB -313 2.99 3.30 53.16 PVC 12 inch 0.010 0.005079 4.76 65.12 64.85 65.87 65.59 P -24 J -7 J -3 10.13 40.70 114.31 PVC 24 inch 0.010 0.019158 10.76 63.88 61.69 65.02 64.24 P -25 J -7 CB -2 4.13 64.63 16.77 PVC 24 inch 0.010 0.048301 11.53 62.50 61.69 64.24 64.24 P -26 1 -8 J -7 14.26 40.73 125.10 PVC 24 inch 0.010 0.019185 4.54 61.69 59.29 64.05 63.76 Title: WASHINGTON PARK Project Engineer: TKC_Utah k: \305405 \engr\washington park - revised.stm StormCAD v5.6 (05.06.007.00] 06/07/06 11:18:21 AM - © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203 -755 -1666 Page 1 of 1 P -7 114 115 -4 Title: Washington Park - Parcel 3 o:\ 40889 \4088900 \dots \hydro\projecti.stm 9 b] The Keith Companies Inc StorrriCAD v3.0 [319 Project Engineer: Matt Petroni .' 01/19/05 12:03:11 PM © Haestad Methods, Inc. 37.,Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 9 1 Scenario: Base Plan P -7 114 115 -4 Title: Washington Park - Parcel 3 o:\ 40889 \4088900 \dots \hydro\projecti.stm 9 b] The Keith Companies Inc StorrriCAD v3.0 [319 Project Engineer: Matt Petroni .' 01/19/05 12:03:11 PM © Haestad Methods, Inc. 37.,Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 9 1 1 lj 1' I` s 5 Information: Subsurface analysis i=erations: 1 Information: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS ( Label ( Inlet ( Inlet ( Total j Total ( Capture ( Gutter ( Gutter { j ( Type j Shape j (ft) j ( Intercepted j Bypassed j Efficiency j Spread ( Depth j j 69.00 { j j Flow j (ft /s) Flow j Flow j ( %) j (ft) ( (ft) j { 8.27 { 70.00 j 108 (cfs) j j (ft) (cfs) j (cfs) j---------- { 1 --- }- -- - - - - - j (--------- { 115 j--------------- j Generic j Inlet ( ---------------------- Generic Default 100% j ------------- j 0.00 j ---------- j j 0.00 ------------ j 100.0 j ----- j 0.00 j 0.00 { { 112 -113 { Generic Inlet ( Generic Default 100% { 0.00 { 0.00 { 100.0 ( 0700 { 0.00 j ( 105 j Generic Inlet { Generic Default 100% { 0.00 j 0.00 j 100.0 { 0.00 ( 0.00 { ( 106 j Generic Inlet j Generic Default 100% j 0.00 { 0.00 { 100.0 { 0.00 i 0.00 { ( 102 j Generic Inlet j Generic Default 100% j 0.00 j 0.00 ( 100..0 ( 0.00 { 0.00 j ( 111 j Generic Inlet j Generic Default 106% j 0.00 j 0.00 j 100.0 j 0.00 j 0.00 j j 109 ---------------------------------------------------------------------------------------------------- j Generic Inlet j Generic Default 100% j 0.00 j 0.00 .1 100.0 1 0.00 j 0.00 j - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: DRYWELL j Label { Number j Section j Section j Length { Total j Average j Hydraulic j Hydraulic j ( of j Size j Shape j (ft) j System j Velocity j Grade j' Grade j j 115 Sections j j 69.00 { j j Flow j (ft /s) { Upstream j Downstream j j 24.19 j 69.00 { 111 { 8.27 { 70.00 j 108 (cfs) j j (ft) { (ft) j (------- ( P -7 j---------- { 1 {--------- ( 36 inch j---------- j ( Circular { -------- { 69.00 { -------- 36.46 {---- ------ { 4.31 j ----------- j 64.19 i ------------ ( { 64.00 { j P -10 ( 1 ( 36 inch ( Circular ( 20.00 j 5.14 { 6.73 j 64.19 ( 64.19 { j P -6 ( 1 ( 36 inch ( Circular,] 253.00 ( 25.32 ( 3.58 { 64.68 ( 64.19 ( P -14 j 1 ( 36 inch j Circular { 95.00 j 25.32 ( 3.58 .j 64.86 ( 64.68 ( P -13 ( 1 } 36 inch j Circular j 60.00 j. 24.19 j 3.42 j 64.96 j 64.86 j j P -11 j- 1 j 24 inch j Circular ( 20.00.) 8.27 j 2.63 j 65.00 i 64.96 j j P -4 j 1 j 36 inch ]-Circular 1 250.00 j 15.92 j 2.25 ( 65.15 j 64.96 j j.P -12 j 1 j 24 inch j Circular { 20.00 j 8.88 { 2.83 { 65.20 j 65.15 i j P -3 ( 1 { 24 inch j Circular j 296.00 j 7104 { 2.24 j. 65.54 { 65.15 j j P -2 j 1 j 24 inch { Circular { 4Q.00 { 13.35 ( 4.25 { 65.72 { 65.54 { { P -1 j 1 ( 18 inch j Circular { 132.00 j 3..31 { 1.87 { 65.90 ( 65.72 j ( P -9 -----------------------•------------------------------------------ { 1 ( 15 inch j Circular j 50.00 { 10.04 j 8:18 ------- ( 67.33 --- -- -------- ( 65.72 { ---- - -- - -- Label Total Ground Out j j System j Elevation j { Flow { (ft) ( { (cfs) i 64.19 j (---------(--------{----------- {- DRYWELL ( 30.46 j 58.00 j 114 j 30.46 j 68.50 j 115 j 5.14 j 69.00 i J -4 j 25.32 j 70.00 { 112 -113 ( 25.32 j 69.00 { 110 j 24.19 j 69.00 { 111 { 8.27 { 70.00 j 108 ( 15.92 ( 69.00 j 109 j 8.88 j 70.00 ( 106 i 7.04 j 69.50 { 103 j 13.35 j 69.80 j 102 ( 3.31 j 71.70 105 10.04 68.80 I Hydraulic .j Hydraulic { I Grade In ].Grade Out j I (ft) { { (f t) �; { I {. ( ----------- ( 64.00. ( ----------- { j 64.00 { { 64.19 i. 64.19 { { 64.19 i 64.19 j { 64.68 { 64.68 { { 64.86 j 64.86 { { 64.96 { 64.96 { { 65.00 ( 65.00 { j 65.15 ( 65.15 j { 65.20 j. 65.20 j j 65.54 j 65.54 j { 65.72 { 65.72 { j 65.90 j 65.90 ( 67.33 67.33 1 * Calculation Completed: 01/20/05 03:34:06 PM ` Title: Washington Park - Parcel 3 Project Engineer: Matt Petroni z o :\ 40889 \40889001docs \hydro \projectl .stm The Keith Companies Inc StormCAD v3.0 [319b] 01120/05 03:34 :19 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page i of 1 is 1 _i 7 Scenario. Base Man Combined Pape /Node Report Label Up. Node Dn. Node Length (ft) Size Cap (cfs) Average Velocity (ft1s) Up Invert (ft) Dn Invert (ft) S (ft/ft) 105 P -9 105 103 50.00 15 Inch 12.39 8.18 64.75 62.30 0.049000 102. P -1 102 103 132.00 18 inch 6.82 1.87 63.04 62.30 0.005606 103 P -2 103 106 40.00 24 inch 15.50 4.25 62.30 62.05 0.006250 106 P -3 106 108 296.00 24 inch 13.96 2.24 62.05 60:55 0.005068 109 P -12 109 108 20.00 24 inch 13.86 2.83' 60.70 60.60 0.005000. 108 P -4 108 110 250.00 36 inch 40.54 2.25 60.53 59.30 0.004920 111 P -11 111 110 20.00 24 inch 13.86 2.63 59.40 59.30 0.005000 110 P -13 110 112 -113 60.00 .36 inch 40.87 3.42. 59.28 58.98 0.005000 112 -113 P -14 112 -113 J-4 95.00 36 inph 39.78 3.58 58.98 58.53 0.004737 J -4 P -6 J -4 114 253.00 36 inch 41.27 3.58 58.50 57.21 0.005099 115 P -10 115 114 20.00 36 inch 40.87 0.73 57.27 57.17 0.005000 114 P -7 114 DRYWELL 69.00 36 inch 123.89 4:31 57.17 54.00 0.045942 DRYWELL i ii Title: Washington Park - Parcel 3 Project Engineer: Matt Petroni o:\ 40889 \4088900\docs \hydro \project1.stm The Keith Companies Inc StormCAD v3.0 [319b] 0//20105 03:34:35 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 • • 20 • O Mao CPA ud 12 M, D Mae M L__L_j Ov AN".-t -S 21 Ar ater DA P. IvI o f. 71. MaD is r . :'ice I N, 2;: .%f 7 2Wi t9 t, m;.MILE 44 MaB r. - TZ, Ma D. 7 S. . . . . . . . . . . . . . . . . ..... 22 A. K c SIRRM... 1...*4 1 . . . . . . . ell Vi. V L *.4n "Mm MaD a15 4Z Mae 1: M66" . b y Mao Mao two v w 31 M D kbsence of an entry indicates RrVt, RSID- COUNTY, CAI.pFORNIA 771 TABLE 12. —Soil and ava,ier f eatures the feature is not a concern. See text for descriptions of symbols' and such terms as "rare," and "perched." The symbol < means less than; > rheans greater than] Flooding High water table Bedrock Frequency Duration Months Depth Kind Months Depth hardness None------ --- ----- - -- --- - ----- -- - --- None------ -------- - - - - -- - ----- - -- - -- None------ -------- - - - --- ---- -- -- - - -- Rare------- -------- - - - - -- ------ - - - - -- None - - - - -- -------- - -- - -- ------ = - - - -- None- - - -- -------- -- - - -- ------ - - - - -- None------ -------- - - - - -- ------ - - - - -- None------ ----- --- - - - - -- -- ---- - - - - -- None------ -------- - - -- -- --- --- - - - - -- None------ -------- - - - - -- --- -- - - --- -- Frequent___ Very long_____ Apr-Sep---- Occasional__ Very brief _ _ _ _ Jan - Dec ---- Rare- - - - --- -------- - - - - -= ----- - - - - - -- None ------ ------ --- - - --- -- ---- - ----- None- - - - -- ---- --- - - - - -- None-------------------- None-------------------- None ------ I-------------- None______ _ -------------- None------ -------- - -- - -- None ------ 1-------------- >6.0 > 6.0 >6.0 >6.0 >6:0' 2.0 -4.0 >6.0 >6.0 >6.0 3 -0-5.0 0.5 -2.0 >6.0 >6.0 3.0 -5.0 --- -- - - - - -- > 6.0 - ----- - - - - -- 1.0 -3.0 ------ - - - - -- .>6.0 1.5 -5.0 Apparent_____ Jan - Dec____ Apparent___:_ Jan-Dee ---- Apparent_____ Jan - )Dec____ Apparent_____ Apr -:Oct____ Apparent_____ Jan - Dec____ Apparent_____ Jan - Dec____ >6.0 3.0 -5.0 Apparent_____ >6.0 I-------- - - - - -- >60 >60 >60 >60 >60 >60 6-20 >60 >60 > 00 >60 >60 >60 >.60 >60 >60 >60 >60 >60 Jan - Dec____ >60 ------- - - - - -I 1 -10 Rippable. ---- - - - - -- Hard. "brier n' Hydro- Soil name and logic 9 map symbol group � 1 Badland: L. BA. Borrow pits: 8 P. Bull Trail: BtE----------- - - - - -- B Ca'on: �aD-=--------- - - - - -- A Ca 'on variant: 8b A ;• i D----------- - - - - -- Carrizo: CcC-- - = - - -- -= - - - - -- A ? �•� Cafsltas:. CdC; Cd E, ChC, CkB. A CfB-----=------------ A Caisitas Variant: Cbuckawalla: Co B, Cob, C nC, C n E. B � -- ^•oachella ¢A, CpB GsA _____ y Fluvaqueats: P Fluvents: =- GeB GbA G68 GeA. Gravel pits and dumps: G P. Imperial: IeA------------ - - - - -- D IfA------------ - - - - -- ]MCI: D Impperial part -------- D C land part. Imppeerial: 16c, Impperial part_______ Gullied land part. D Indio: fP, IS-- =- - ----- -- -- -- B 1'r, �t --------- ------- B Lithic Torripsamments: 1 I L.R1: Lithic Toriipsamments part. D Rock outcrop part. r q9' .9 RrVt, RSID- COUNTY, CAI.pFORNIA 771 TABLE 12. —Soil and ava,ier f eatures the feature is not a concern. See text for descriptions of symbols' and such terms as "rare," and "perched." The symbol < means less than; > rheans greater than] Flooding High water table Bedrock Frequency Duration Months Depth Kind Months Depth hardness None------ --- ----- - -- --- - ----- -- - --- None------ -------- - - - - -- - ----- - -- - -- None------ -------- - - - --- ---- -- -- - - -- Rare------- -------- - - - - -- ------ - - - - -- None - - - - -- -------- - -- - -- ------ = - - - -- None- - - -- -------- -- - - -- ------ - - - - -- None------ -------- - - - - -- ------ - - - - -- None------ ----- --- - - - - -- -- ---- - - - - -- None------ -------- - - -- -- --- --- - - - - -- None------ -------- - - - - -- --- -- - - --- -- Frequent___ Very long_____ Apr-Sep---- Occasional__ Very brief _ _ _ _ Jan - Dec ---- Rare- - - - --- -------- - - - - -= ----- - - - - - -- None ------ ------ --- - - --- -- ---- - ----- None- - - - -- ---- --- - - - - -- None-------------------- None-------------------- None ------ I-------------- None______ _ -------------- None------ -------- - -- - -- None ------ 1-------------- >6.0 > 6.0 >6.0 >6.0 >6:0' 2.0 -4.0 >6.0 >6.0 >6.0 3 -0-5.0 0.5 -2.0 >6.0 >6.0 3.0 -5.0 --- -- - - - - -- > 6.0 - ----- - - - - -- 1.0 -3.0 ------ - - - - -- .>6.0 1.5 -5.0 Apparent_____ Jan - Dec____ Apparent___:_ Jan-Dee ---- Apparent_____ Jan - )Dec____ Apparent_____ Apr -:Oct____ Apparent_____ Jan - Dec____ Apparent_____ Jan - Dec____ >6.0 3.0 -5.0 Apparent_____ >6.0 I-------- - - - - -- >60 >60 >60 >60 >60 >60 6-20 >60 >60 > 00 >60 >60 >60 >.60 >60 >60 >60 >60 >60 Jan - Dec____ >60 ------- - - - - -I 1 -10 Rippable. ---- - - - - -- Hard. 3.5 3 2.5 �.� V Z Z . I 1.5 1.5' I �m 1 I . °5 •® 5. 16.. 5.0 .160. RETURN PERIOD. IN -YEARS Waite B. For.. iriftrf"601*04 rO* porl* yEo$., ��. ®��. 100 -yaoP ®n& Pew mw-o °4��� piil6d . F ®P of @. moi@ given 2°y� ate, $E ®p9V M End 100 - R®fieeeflm WOAA A$I ®s 2.MWfuine X -CW HOVOW91973 RAINFALL DEPTH VERSUS FC • . . D RETURN PERIOD FOR lYDROLOG.Y . IN>JANUAL PARTIAL- DURATION SERIES J the District uses the following generalized clef initions of AYIC levels. AMC I - Lowest runoff potential. The watershed soils are dry enough . to allow satisfactory grading or cultivation to take place. AMC II - Moderate runoff potential, an intermediate condition. AMC III - Highest runoff potential. The watershed is practically sat- urated - frcah antecedent rains. in-rainfall based hydrology methods it is normally true that a low AMC index (high loss rates) should be used in developing short return period storms (2 - 5 year); and a moderate to high AMC index (low loss rates) should be used in developing longer return period storms (10 100 year).. For the purposes of. design hydr6 ogy usih District methods, AMC 11 should normally be assumed f6r both the' 10 year and 100 year fre- quency storm, In the case .of spillway hydrology for dams or debris basins, a condition between AMC 1.± -and :AkC Il1---pbo-qld;be assumed depending on the degree of risk involved in failure Of the structure.' Impervious areas = Discussion in the previous. paragraphs has dealt en- tirely-with infiltrati-on for rervious; surfaces. In aha-lyzin g - devqloped areas the effect of impervious burlacds `on,the- 4vo *.' P inf llt:j�ation rate rag over the entire waterslxe' d anus -t be coriside]redi - Estimated ranges df .. imp6r- vious percentages for various types of deveiqpment are .given on Plate' D-5.6 or E-6.3 (identical Plates). Values given are for the .actual. percentage of area covered by im pervious surfaces; however, studies have shoe4n'that . effedtive impervious area -is generally smaller than actual impervious area. A-number of reasons for this difference can be.citeid,. idea e an surface discharging ®nto ',i. Pervious surface where infiltration 'inay take place, -evap&ratian from local dep:Fessidn storage, pervious area under.the overhang ofzooftop eves, etd. The difference betwee*n' effective and actual C-4 r: • • Q1, 0 WASHINGTON PARK 'PAVUr'-pl, -M EFYDRO* LOGY ACS PORT PN-SITE OZVEIWENTS PREIPA"D ]BY.- THk KUtoTm OOMPAMP,' 9' PREPA D.PORI: Was➢ipigton 111 Ud. 30240 Rancho Vi"o Road, Suite 13 San Juan Capistran-o CA 92675 - February 4, 2005 PURPOSE AND SCOPE •" The purpose of this report is to provide a hydrology and hydraulic analysis foi the proposed 5-acre commercial development (Washington Park Phase 3E) located in the City of La Quinta, California. The site is located adjacent to the east side ofWashington Street between Simon Drive and 47th Street.. This report s u*mmarizeg the hydrology and hydraulics calculations for the site. The proposed storm drain system consists of four lines (Lines 4WI 9!6W.2, "C", and "D"). Each line conveys the on-site flows into ail existing storm drain line which runs through the middle of the site and outlets into an existing retention basin in the southeast .part of the site. Per City. of La Quinta requirements, sizing of the. storm drain system and catch basins were based on the 100 -year storm event. This report 1 Acl.-d 9s : 1) the :determinatio' of on-§ite 4 Age, areas as identified on the e 4 "'," k flow ' � using Rational hy oilo. for the p 01 ..... .. ...,.,pe rate ing f - 'Ott; 2) the, det6ibfihdt!6g of'* N[etliod (Riv& Co 9oftware by C. i-Vj,IC-A-DD/CW.fIbe§igii and 3) the determination 6f,storm Or a m pipe utilising "Stb rm Cam' . iydra idsoftware, e. DASIGN CWT-ERXA The following Riverside County Flood Control District (RCFCD) parameters were used in. the prop on o e an.. ysps: ArAti f the .0 ® Antecedent. Moisture Coridition— 100 year 3 ® 2 year =1 Hour P-#cipft#,iOn 0.517 Plate D .3 ® 1.0Q year -1 hour Precipitation 1,6 Plate 13-4.4 ® Slope of Intensity Duration curve 0.59 Plate 0-4.6 ® 2 year — 3 hour Preci pi — t400n 0. . 7" Plate E -5.1 ® 100 year — 3 hour Precipitation 2.011 Plate E -5.2 ® .2 year — 6 hour Precipitation 0.899 Plate E -5.3 ® 100 year — 6 hour Precipitation 2.5" Plate E -5.4 ® 2 year — 24 hour Precipitation 1,191 Plate E -5.4 0 100 year — 24 hour Precipitation 4.539 Plate E -5.6 ® Runoff Coefficient 0.90 Plate D-5.6 ® Hydrologic gic Soil Type "A" i. 1 DRMNAGE SETS All proposed inlets are Brooks "Quickset" D3636 grated inlets in sag condition. The grated inlets were sized . using nomographs from the U.S. Department of Transportation. A summary is provided below for each inlet. INLET INLET TYPE SIZE BASIN DISCHARGE Q100 (cfs) 1 8.35 GRATED . INLET 40 "x4099 2 8.18 GRATED T 401'x40" 3 2.53 GRATED. INLET 40)7x'4. V 4 4.93 GRATED INLET 4 OEM FOR F ' ' {' 1 , u Grated inlets were sized utilizing Chart 11 as per U.S. Department of Transportation Circular FHWA-TS-84-202 assuming a maximum ponding depth of 0.5 feet and 50 percent clogging of the grate. The following summarizes the capacities for various inlet sizes. SIZE TOTAL PERIMETER 50% CLOGGED PERDAETER INLET CAPACITY (04) 12"x12" 4 3 3.20 12"xl 8" 5 4 4.25 18"x18" 6 4.5 4.75 24"x24" 8 6 6.50 30))06" '12 9 9.50 40. ,i4v, 13.33 19 10-50 16 1.2 13.00. 4. ?)x607 26 15 15.',00 • ?3 0 w .0f s l wASHINGTONPARK- 10.out Riverside county Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering software,(c) 1989 - 2001 version 6.4 Rational Hydrology Study Date: 02/01/05 File:washingtonpark. out ------------------------------=-------------------=--------------- - - - - -= * * *.t * * * ** Hydrology study control Information English (in -lb) units used in input data file ------------------------------------------------------------------------ The Keith companies, Inc. - S/N 704 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood control & water conservation District 1978 hydrology manual storm event (year) = 10.00 Antecedent Moisture condition = 3 standard intensity - duration: curves. data (plate D. -4.1) Por the [ Palm.Sorings ]. a:rea. used. 10 year is, torm 10 minute intensity 2. 83 10.year storm 60. minute Jntensiiy =. 1..000.(in /Hr) l00 year storm, .. minute intensity = 4 52.0(zn /H r) 100 year storm 60 minute intensity = 1.600(Iri /Hr) Storm.event year = 10.0 calculated rainfall intensity data: 1 hour intensity = 1.Q00(zriJa♦r) slope of intensity duration curve = 0.5800, +.......- I-- i- i-+= 4- i- i-i-..i-i--1-i--1--F.i-.... i-- 4- i- i-- F'- F.- I-- Fi-- fr- F.- h.....- i-+ i"- 1 --1--4"...... +-F-4"t-i--4-... Process: from P®intf5tation 100.000 to Point /Station 101.000 ie'.e'�k11 IT-J.4 Ak.EA "EVALCJATION * jQ Initial area flow .dittance 347.620.(Ft.,)` Top (of initial area.- el.eVAti on , MAW Ft . ) Bottom (of initial area) "el`evat ion .= 66.500(Ft.) Di ffereh'ce in el,evati on 4.450(61. ) sl..ope_.= 0°01280. s(percent) `1.28 TC k(0.300) *[(lengthA3). %(elevation change)]AO.2 Initial area time of concentration = 7.449 min. Rainfall intensity = 3.354(in /Hr) for a 10. COMMERCIAL suoarea type Runoff Coefficient = 0.87.6 Decimal fraction soil group A = 1.000 Decimal fraction soil. group B = 0.000 Decimal fraction soil group c = 0.0.00 Devi mal frad't on. soi 1 group b.- 0..000 ki i n:dex f or soi 1: (AMC 3) 52.00 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial s.ubarrea runoff 5.172 &s) Total initial'stream area = 1.761(Ac.) Pervious area fraction = 0.100 .- 4-- i- .i-- ht-- S- i-.- h- hi-..... .f, i-- F• i-- Fa- ..f- i- .- F- F- h. i--l-- f"- I-."'!-' r., "--I--1-a--F..i".-F-F.-F,i-. r'}".-0-'r.-F..i"-i-.. Process from Point /station 101.000 to Point /station 102.000 Page 1 WASH.INCTONPARK- 10.out * PIPEFLOW TRAVEL TIME (Program estimated size)x •� upstream point /station elevation 62.500(Ft.) Downstream point/station elevation = 60.610(Ft.) ' Pipe length = 129.93(Ft.) Manning's N = 0-.010 No. of pipes = 1 keyui.red pipe flow = 5.172(CFS) Nearest computed pipe diameter = 12.00(In.) calculated individual pipe flow = 5.172(CFS) Normal flow depth in pipe = 9.12(In.) Flow top width inside pipe 10.25(In.) ..� Critical Depth = 11.10(In.) g. Pipe flow velocity = 8.07(Ft /s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 7.72 min. ++++++++++++++++++++++++++++++ .++++++ .+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from.Point /Station 102.000 to Point /station 102.000 CONFLUENCE OF MINOR 'STREAMS 9 A1060:,Ain St;r.eam number: 1 in normal stream number 1 stream ow area 1.761(Ac.) Runoff fr.6i this stream = 5.172(CFS) ,: Time Of concetlti°atl On = 7 . 72 . Min . Rainfall inten'sitiy = 3.285(in /Nr) Summary of stream data.; Stream Flow rate TC Rainfall Intensity No. (crs) (min) (In /Hr) 1 5.172 7.72 3.285 — Largest stream flow has longer *time of concentration Qp 5.172 + sum of Qp = 5-.172 Total of 1 streams to confluence; Flow raies,,before confluence point: 5.172 Area of st`re`ams before confluence- 1, 761 Results of confluence: Total flow 'rate 5.172(cFs) Time of concentration = 7.717 mirk:. Effective stream area after confluence = 1.761(AC.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /station 201.000. INITIAL AREA EVALUATION Initial area flow distance = 452.390(Ft.)' Top (of initial. area)�e.levation = 70.500(Ft.) Bottom (of initial area) elevation 64.580(Ft.) Difference. in .61 Vation 5.o920(Ft.). Slope = 0 0 0130.9. s (percent)= 1.31 TC _.lc.(0. 3,00) *[(lengthA3: elevation chang:e)] AO. 2 Initial area time 'of c'oncentrati'on 8.241 min. Rainfall intensity = 3.163(zn /Nr) for a 10.0 COMMERCIAL subarea type Runoff coefficient = 0.875 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Page 2 y year storm WASHINGTONPARK- 10.out Decimal fraction soil group C. = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.1009 impervious fraction = 0.900 initial subarea runoff = 5.066(CFs) Total initial stream area = 1,831(Ac.) a._ Pervious area fraction = 0,100 + + + + + ++ -+++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /station 202.000 * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /statioh.elevation = 60.550(Ft.) Downstream.point /stati.on elevation = 59.210(Ft.) Pipe length = 131.41(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 5;066(CFS) Nearest computed pipe diameter 15.00(in.) Caleul:ated individual pipe flow 5.066(CFS) Normal flow depth in pipe. _ : 8.33(In.) Flow.top. width inside pipe. = 14.91(in.) critical Depth 10..96(In.) P `e flow 'velocity = 7.23(Ft /s) Travel time through pipe = 0.31 min. Time of concentration (TC) 8,55 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202a000.to Point /station 202,000 CONFLUENCE OF MINOR STREAMS ** Al orrg alai n stream number: 1 i d no rr;al stream 6` mbee 1 stream flow area = 1.831(Ac,) RURf'6Tf, from this. stream = 5.066(CFS) T me. 'of concentration = 8.55 min, Rainfall i.nten5ity = 3.096(In /Hr) summary of stream data° i St.ream Flow rate TC Rainfall Intensity i No (CFS) (min) (In /Hr) 1 5.666 8.55 3.096 Largest stream flow has longer time of concentration Qp 5.066 + sum of Qp = 5.066 Total of 1 streams to confluence: Flow rates before confluence point: 5,066 Area of streams before confluence: 1.831 Results . of confluence: Total flow rate = 5.066(CFS) Time of concentration = 8.548 min. Effective stream area after confluence = 1.831(Ac,) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ j Process from Point /station 300,000 to Point /Station 301,000 INITIAL AREA EVALUATION * * ** Initial area flow distance = 220.000(Ft..) '' • Page 3 i WASHINGTIONPARK= IO.QUt Top (of initial area) elevation = 69.780(Ft.) Bottom (of initial area) elevation = 64.930(Ft.) Difference in elevation = 4.-850(Ft.) Slope = 0.02205 s -(Oercent)= 2.20 TC = k(0.300)*[(lengthA3 )/(elevation changq)]AO.2 initial area time of concentration = .5.565 min. Rainfall intensity = - 3.972(in/Hr) for a 10.0 year storm ItOMMERCIAL'sdbArea type ;Y1. fkun6ff C'deffici*einit 0...879 Decimal fraction soil group A = 1.000 Decimal fraictio -6 toil group B = 0. 000 Decimal fraction soil group C = 0.660 Decimal fraction soil group b = 0.060 RI index for soil(AMC 3) = 52.00' Pervious area fraction = 0.1009 0; impervious fraction 0.900 initial subarea runoff = 1.567(CFS) Total initial stream. area = 0.449(AC.) Pervious area fraction = 0.100 ............... ! ........ Process from P, 0, "station-. - 301-000 to poiht/Station *O* OIkFL6W TRAVEL TIME (PrograA esiiinaied size) Upst r' eam 'Ob'.i h.t/stati On eI e'v Ati i o- n 60.930(Ft*. Dbwnsireampoint/statiOn el evaiioh 58.996(Ft) .) Pipe length 20A 6'(Ft.) Manning's k = 0.010 No. of pipes = 1 —"j R e qUir ed pi pe flow ' .1.56 7 (CFS) Nearest computed pipe diaffiet6r 6.00(Tn.) Calculated in 4iVi db41 pipe f! ow 1.5 67(CFS) Normdl flow depth in . OJOe 3.66.(-In.) F1 6� top width inside pipe 5.,85(in.) Critical depth could not be calcu'l.ated. Pipe flow velocity 12 50.(Ft/s) Travel time through pipe 0.-03 min. Time of concentration (TO = 5.59 min. 302.000 Odi ht/statj h 10 000 to P iht/ka"Hoh 302.000 Process from 2. 0 CONFLUENCE' MINOR Along Main stream number":, I'in, h6rniAl. stream number 1 'Stream flow .area = O.dM�(AC-)' Runoff from this stream = 1. 567" (CFS) Time of concentration = 5.59 min. Rainfall intensity = 3.960(In/Hr) Summary of stream data: Stream Flow rate TC Rai-nfall intensity No. (CFS) (min) (In/Hr) I , 1.567 5.59 3.960 Largest stream flow ha§.longer ti.me of concentration QP = 1.567 +' sum 'Of QP = 1.567 Total of I streams to confluehce: Flow rates before confluente point: 1.567 Area of streams before confluence, i. 0.449 Page 4 I Results of confluence: WASHINCTONPARK- 10.out Total flow rate = 1.567(CFS) Time of concentration = 5.592 min. Effective stream area after confluence = O A49(AC.) Process from Point /station 400.000 to Point /Station 401.000 * ** INITIAL AREA EVALUATION * *" initial area flow distance = 169.330(Ft.) Top (of initial area) elevation. 69.780(Ft.) Bottom (of initial area) elevation = 68.090(Ft,) bifference in elevation = 1.690(Ft,) slope.= 0.06998 s(percent)= 1.00 TC = 'k(0.300) *[(lengthA3) /(elevation change)]AOo2 initldl.a,rea time of concentration = 5.872 min. Rainfall intensity = 3,850(In /Hr)'for a 10.0 year storm COMMER . L .sulfa .ea type. . Runoff. coefficient 0.. 8.78 Deema7. fraction soil. group A = 1,000 Decimal fraction soil group B = 0.000 Decimal fracti °on soil group C = 0.060 Decimal f:raeti.o. soil group D 0.060 RI iiid.ex for so I (AMC', 3) = 52.00 Pervious area fraction = 0.100; impervious fraction = 0.900 Initial subarea runoff = 3.060(CFs) Total initial stream area = 0.905(AC.) Per i.ous area fraction = 0.100 ±++++++±+++++±±++±++±+++++++.+..... ................... ......... + + ++ Process from Point /station. 401.0:00 to: Point /Station 402.000 °* *�PIPEFLQW TRAVEL TIME (Program estimated size) * * ** Upstream point /station. eleVation 59.650(Ft,.) bo-W,1is.treaiii point /stab 0n elevation = 55.870(Ft.) 01 pe ;" ngth - 37;77(Ft,) Manning °s N = 0.010 Nq`e of. pipes. 1 Requi..red .p:iP.e flow = 3 >06.0(CFS) Nearest computed pipe diameter = 9,00(In.) calculated individual pipe flow 3.060(cFS) No .ma flow _depth . n pip:° .= 4.23 (in . ) Flow top vui dth i risi de pi pe Critical depth could not be calculated. Pipe flow velocity 14.99(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 5.91 min. +++++++++++.++++++ t+++++.....+++++++++ + + +. + + + + +. + + + + +......... + + + + + ++ Process from Point /Station 402.000 to Point /Station 402.000 * * ** CONFLUENCE OF MINOR STREAMS Along Main stream nuinbcr -. 1 in normal stream number 1 Stream flow area 0 <905(Ac,) k6h6ff. fjr6m thi' s stream = 3.060(CFS) Time of concentration 5.91 min. Rai nfal l i i tensi ty = 3 , 834 (In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) . e (In/Hr) 1 � Pag i WASHING T OMPARK -10 . out 1 3.060 5.91 3.834 Largest stream flow has longer time of concentration Qp = 3.060 .- sun of Qp = 3.060 Total of 1 streams to confluence° ' Flow rates before confluence point- 3.060 Area of streams before confluence: 0.905 x Results of confluence: Total'flow rate = 3.060(CFS) Time of concentration = 5.914 min. Effective stream area after confluence = 0.905(Ac.) End of computations, total study area = 4.95 (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 = 32.0 J.' 6 1 Page 6 M l wASHINGTONPARK- 100.out •� Riverside county Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 01/31/05 Fi1e:wASHINGTONPARK.out -------------------------------------------------- �'t' °� �•�r'* Hydrology Study control information '� *"�'ti -- -- English (in -1b) units used in input data file ------------------------------------------------------------------------ The Keith companies, Inc. - S/N 704 -------------=----------------------------I------------------------------ Rational Method Hydrology Program based on Riverside county Flood control & water conservation District 1978 hydrology manual storm event (year) = 100.00 Antecedent Moisture condition = 3 A standard intensity duration curves data (Plate D -4.1) For the [ Palm springs ] area used,. '10. year storm 10' minute i ntensi ty = 2.830.(In %Hr.) 10 year storm 60, Minute i ntensi ty. = 1..00.0.(ih1Hr) 100 y:,ear 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 I.600.(In /H r) slope of intensity duration curve = 0.5800, �L J ++ f++++++++++±+++++++++ f.........±++++ ± + + + + + +.......... + + + + + + + + + + + + ++ Y. PrOtesS from Point /Station .100',000 to Point /Station 101'.000 INITIAL AREA EVALUATION ni ti.al area flow `di stance 347 , 620(Ft'o ) ' Top (of iniiial.Area) elevation.= 70.950(Ft.) Bottom (of ihitial,area) elevation 66.500(Ft.) Difference in elevation = 4.450(Ft.) slope = 0.01280 s(percent)= 1.28 TC k.(0.300)*[(lengthA3) /(elevation change)]A0.2 Initial area time of concentration = 7.449 min. Rainfall intensity = 5.366(In /Hr) for a 100.0 year storm COMMERCIAL. subarea type Runoff coefficient = 04883 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0..000 b.ecimal .fraction soil group D = 0.000 RI . index, for soi 1(AMC 3) = 52.06 Pervious area fraction 0.10. Impervious fraction = 0.900 Initial subarea ruin'dff 8.345 (CFS) Total initial stream area = 1.761(Ac.) Pervious area fraction = 0.100 '}"F. ..Y..'F"F."y'... j" F' i' .i" ." F.'i"F.'I'"O"i"'F'1'i".,f'-i ."I"."f"F.'i'"I'Y..'F... F F I"F'F'F."i +'F',4'.'i...."1 Process from Point /Station 101.000 to'Point /Station 102.000 Page 1 7 -total of 1 streams to confluence: Flow rates before confluence point: 8.3:45 Area of streams before confluence: Results of confluence: e Total flow rat= 8.345(CPS) Time of concentration = 7.684 mi.n.. Effective stream area after confluence 1.761(Ac.) +++++++++++++++++++±+++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /station 201.000 * ** INITIAL AREA EVALUATION Initial area flow distance, =. 452'.390(k.) Tap (of initial area) elevation = 70.500(Ft.) Bottom (of initial area) elevation 64.580(Ft.) Difference in elevation 5.920(Ft.) sl ope = 0 ..0.]:309 s (percent)= 1.31 TC = k(0.300)i�[(lengthA3) /(elevation eha6ge)]n0.2 Initial area time of concentration = 80241 min. Rainfall intensity 5.060(In /Hr)'for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient F 0.882 . Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Page 2 WASHINGTONPARK- 100.out .-' PIPEFLOW TRAVEL TIME (Program estimated size) upstream point /station elevation = 62.500(-Ft.) Downstream point /station.elevation = 60.610(Ft.) Pipe length = 129.93(Ft.) Fanning °s N = 0.010 No. of pipes = 1 Required pipe flow = 8.345(CFS) Nearest computed pipe diameter = 15.0.0 (In..) Calculated individual pipe flow = 8.345.(CFS) :. Normal flow depth in pipe = 10.37(In.) Flow top width inside pipe = 13.8.6(In.) Critical Depth= 13.56(In.) Pipe flow velocity = 9.22(Ft /s) �.: Travel time through pipe = 0.23 min. Time of concentration (TC) = 7.68 min. ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + +a- + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.000 to Point /Station 102.000 * * ** CONFCUENCE OF MINOR STREAMS Along i�ai.n Strrdam numbers 1 in normal stream number 1 Stream flow area = 1a761(Ae,) Runoff this stream = 8a3 45 .from Time..0f concentration = 7,68 min. Rainfal l i ntens-J iy = 5.270(In /Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (min) (In /Hr) 1 8.345 7068 5.270 Largest stream flow has longer time of concentration 4 qp 8.345 + sum of j op = &.345 -total of 1 streams to confluence: Flow rates before confluence point: 8.3:45 Area of streams before confluence: Results of confluence: e Total flow rat= 8.345(CPS) Time of concentration = 7.684 mi.n.. Effective stream area after confluence 1.761(Ac.) +++++++++++++++++++±+++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 200.000 to Point /station 201.000 * ** INITIAL AREA EVALUATION Initial area flow distance, =. 452'.390(k.) Tap (of initial area) elevation = 70.500(Ft.) Bottom (of initial area) elevation 64.580(Ft.) Difference in elevation 5.920(Ft.) sl ope = 0 ..0.]:309 s (percent)= 1.31 TC = k(0.300)i�[(lengthA3) /(elevation eha6ge)]n0.2 Initial area time of concentration = 80241 min. Rainfall intensity 5.060(In /Hr)'for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient F 0.882 . Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Page 2 9 • WASHINGTONPARK- 100.out Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Poi index for soil(AMC 3) = 52.00 Pervious area fraction = 0.1009 impervious f initial subarea runoff = 8.176(CFS) Total initial stream area = 1.831(Ac.) Pervious area - fraction = 0.100 +++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +- Process from Point /Station 201.000 to Po- PIPEFLOW TRAVEL TIME (Program'.estimated Upstream point /station elevation = 60.5800 Downstream point /station elevation = 59.211 Pipe length = 133.41(Ft.) Manning °s N = ( No. of pipes = 1 Reouired pipe flow = 8 Nearest computed pipe diameter = 15.00(11 calculated . individual pipe flow = .8.176(( Normal flow ,depth in pipe = 11.79(In.) Fl,ouv .'top W- dth i nsi de pipe = 12.31(in . ) Critical Depth 11.48.(Ih.). Pipe flow velocity = 7.90(Ft /s) Travel time through pipe. = 0.28 min. Time of concentration (TO = 8.52 min:_ 1. . o -.-. .— ny. vmpou _w..a �c r 102.000 +±+.++++++++±++++++++++++++++++ .+++++ t+++ + + + + +4• + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 202.000 iie CONFLU ACE OF .MINOR STREAMS * '*�� Along, Main stream Number: 1.in normal stream number 1 stream flow area = 1.831(Ac.) Runoff from this stream = 8.176(CFS) Time 'of Coricentrati on = 8.52 min. Rain f al 1. itntensi ty = 4.963 (In /Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 8.176 8.52 4.963 Largest stream flow has longer time of concentration Qp = 8:176 + sum of Qp = 8.176 Total of 1 streams to confluence: Flow rates before confluence point: 8.176 Area of streams before confluence: 1.831 Results of confluence: Total flow rate = 8.176(CFs) Time of concentration = 8.522'min. Effective stream area after confluence = 1.831(Ac.) +++++++++++++++++++.++++++++++++++++++++ + + + + + + + + + + + + +.+ + + + + + + + + + + + + + ++ Process from Point /station 300.000 to Point /Station 301.000 "" INITIAL AREA EVALUATION " " ^'" Initial area flow distance = 220.000(Ft.) Page 3 WASHINOTONPARK -100. out Top. (of initial area) elevation = 69.280(Ft.) S Bottom (of initial area) elevation = 64.930(Ft.) Difference in elevation = 4.850(Ft.) slope = 0.02205 s(percent)= 2.20 TC = k(0.300) [(1ength43) /(elevation change)]A0.2 Initial area time of concentration = 5.565 min. Rainfall intensity = 6,355(In /Hr) for a 100.0 COMMERCIAL subarea type Runoff coefficient = 0:885 Decimal fraction soil group A = 1.000 Y Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction Initial subarea runoff = 2.526(CFS) Total initial stream area = 0.449(AC.) Pervious area fraction = 0.100 year storm 1.•1! Process. from Point /station.. 301.000 to.Point /Station 302.000 *i ° ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** 1 upstream point /station elevation 60. °930(Et.) Downstream.. poi fit s.-ati.on el evati.on = 58.890 (Ft . ) Pipe lenOth = 20 AWt.) Manning °s N'=' = 0.010 Noe of pipes 1 Requir.ed pipe flow = 2.526(CFS) Nearest computed pipe diameter = 9.00(in.) Calculated individual pipe flow = 2.526(CFS) Nbrma1 flaw depth 1n pipe 3.83(In.) .• Fl.gw .to wi d-Eh. i rise de pipe = . 8.90(In. ) critical Depth 8.33(In.) P.i. pe .fl ow velocity 14.11(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TO = 5.59 min. Process from..Poirit / station 302.000 to Point %station 302.000 * COOLU.ENCE OF MINOR STREAMS * * ** Along Main Streaif numbe Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = summary of stream data: Stream Flow rate No. (CFS) r G 1 in normal stream number 1 0.449(Ac.) . 2.526(CFS) 5.59 min. 6.338(In /Hr) TC Rainfall intensity (min) (In /Hr) 1 2.526 5.59 6.338 Largest stream flow has longer time of concentration Qp = 2.526 + sum of Qp 2.526 Total of 1 streams to confluence: Flow rates before confluence point: 2.526 Area of streams before confluence: 0.449 i Page 4 i Upstream poinu station elevation 59.6.5:0(.Ftaj Downstream.pointjstaton elevation .. 5Se8 °70'(Ft..) Pi p'g 1 en,gth = 37.77'(Ft .) . Marini ng 's N O' bib . No of pi pes 1 Required pi pe fl out/ = 4 933 (CFS) W ed rest.compu.ted p,pe d- >iameter = 9.00:(Tn ). eal curl ated . i ndivi dual, pi Pe fl ow _ 4.933 (CFS) Normal flow dept{i in.pipe = 5.68(In.) Elow top width inside pipe.= 8:68(in.) Critical depth could not be cal.cul.ated. Pipe flow velocity = 16.79(Ftfs)r° Travel time through pipe = 0.04 min. Time of concentration (TO _ . 5.91 min. ++++++++++++++++++++++++++++++++++++++ a- +. + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 402.060 to Point /Station 402.000 CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 stream flow area. = 0.905(Ac.) Runoff from this stream 4.933(CFS) Ti fWe :o.f concentration = 5.91 min . . Rainfall intensity = 6.137(In /Hr) Summary of stre'am' data: } stream. Flow rate Tc Rainfall intensity No, (CFS) (min) (in /Hr) Page 5 1 WASHINGTONPARK- 100.®ut Results of confluence: •� Total flow rate = 2.526(CFS) Time of concentration = 5.589 min. Effective stream area after confluence = 0.449(AC.) ....-F +.+ +.... F.i-+....+++.- i-++++++++- Fa-.....-' r.- 1 -...-F+ + +.-i-..... +-F.-1--' ......... Process from Point /station 400.000 to Point /Station 401.000 INITIAL AREA .EVALUATION Initial area flow distance = 169.330(Ft.,) Top (of initial area) elevation =. 69.780(Ft.) i Bottom (of initial area) elevation = 68.090(Ft.) Difference in elevation = 1.690(Ft.) Slope = 0..00998 s(percent)= 1.00 TC = k(0.306) *[.(lengthA3) /(elevation change)]AO.2 Initial area time of concentration = 5.872 min. Rainfall intensity = 6.160(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 I e;c7 ma l fr.ae on soi 1 .g.raup A 1.000 D.eci mal. fr:acti.on s6i 1 group 6 O: CJQO De-ci ma I fraction soil l group C Q e. Q00 DO - -1. f racti on... soi 1 group D 0: q00 RI - ridex for so!'! (AMC' 3) = 52 00 , Pervious area fraction 0.100; impervious fraction = 0.900 initial subarea runoff = 4.933(CF5) Total initial stream area = 0o905(Ac.) Pervious area fraction = 0.100 ++±+±±.. + + + + + + ± +.+ + + + + + + + + + + + + + + + +� + ±t + + ±+ + + + + + ± + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4O1a -000 to Point /Station 402.000 d *�` * PIPEFLOW TRAVEL TIME (Program esti.fiiated Size) Upstream poinu station elevation 59.6.5:0(.Ftaj Downstream.pointjstaton elevation .. 5Se8 °70'(Ft..) Pi p'g 1 en,gth = 37.77'(Ft .) . Marini ng 's N O' bib . No of pi pes 1 Required pi pe fl out/ = 4 933 (CFS) W ed rest.compu.ted p,pe d- >iameter = 9.00:(Tn ). eal curl ated . i ndivi dual, pi Pe fl ow _ 4.933 (CFS) Normal flow dept{i in.pipe = 5.68(In.) Elow top width inside pipe.= 8:68(in.) Critical depth could not be cal.cul.ated. Pipe flow velocity = 16.79(Ftfs)r° Travel time through pipe = 0.04 min. Time of concentration (TO _ . 5.91 min. ++++++++++++++++++++++++++++++++++++++ a- +. + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /station 402.060 to Point /Station 402.000 CONFLUENCE OF MINOR STREAMS * * ** Along Main stream number: 1 in normal stream number 1 stream flow area. = 0.905(Ac.) Runoff from this stream 4.933(CFS) Ti fWe :o.f concentration = 5.91 min . . Rainfall intensity = 6.137(In /Hr) Summary of stre'am' data: } stream. Flow rate Tc Rainfall intensity No, (CFS) (min) (in /Hr) Page 5 1 Page 6 WASHINGTOMPARK-1.00. oUt 1 .4.933 5.91 6,137 .— Largest stream flow has longer time of concentration Qp = 4.933 + sum of Qp = 4.933 Total of 1 streams to confluence: Flow rates before confluence point, 4.933 Area of .streams before confluence: 0.905 Results of confluence: Total flow rate = 4.933(CFS) Time of c ' onc*6ntration = 5.909 min. Effective stream area after confluence = 0.905(AC.) End of computations, total study area = 4.95 (AC.) j. 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 32.0 Page 6 IN AUG-17-2005 13:25 1=ROM:PCA 714-241-34:32 XG:471 FAX 760 310 AM cu Mrff 10. Im, C Pahl DOG@N;j, THU 16950 TELo714-241-3432 NAME - PCA P�2xG 9002 P. a �i V AUG-17-2005 13:25 FROM:PCA 714-241-3432 'goo oee TXC Palm Desert Poo -TA96maticul; C-=vefgdAe(9 Me mhioma, 0- EnCULU19% SbVYART VCR SMACE V%TNU= TO:176077906-r-2. P-3/6 E-3 .h On Total y Total j Capp-u2m I c-1Aet@r 01 Z t oz. Mialftcy spr6ad pe - pth ut') 1 ift) W13) --- _<m------- I-- ---- ---- ------------ ----- - 0.00 1 Q.00 . 1,00. 0 0.00 1 0-00 0.00 300.0 0.00 0.00 0.00 10.00 y X00.0 O-Ob 0,00 3.00 U.60 y 206.0 0-06 0.00 9-01 I 0:00 y 100.0 I 0. In D'Op 4.60 0.00 y 100.0 0.90 0:131, 0.00 0.00,1 100-0 0.00 0.00 ------------------- CM-=A:7XW SUMARY FOR MMMMACM NMVO= W= R.00T: DRYML Mme Thllbt I ic Type of SiZ6 y shaoo 115 --------------- Crebteri c Inlet; ---------------------- y Oft ewlc be�auir, 10134, 11;1 -:L12 ftt'OX .0 1AISC 61�407.ir. Ve*- 100 54.20 x1aet y Geanerld Dgefa14t 100 17,4 36.44 G"Tic Tm-1 e t; I Oeoeild biiAkt 160.0 WS. 4 5 69.04 64.28 lli : . 94 a!-4 j 31-31 46.k--kc Wet 4444wi'a Did"iVim-It 100 10.9 061i6vic Inlet ---------------- y Generic liefault, ----------------- -1mr ­- TO:176077906-r-2. P-3/6 E-3 .h On Total y Total j Capp-u2m I c-1Aet@r 01 Z t oz. Mialftcy spr6ad pe - pth ut') 1 ift) W13) --- _<m------- I-- ---- ---- ------------ ----- - 0.00 1 Q.00 . 1,00. 0 0.00 1 0-00 0.00 300.0 0.00 0.00 0.00 10.00 y X00.0 O-Ob 0,00 3.00 U.60 y 206.0 0-06 0.00 9-01 I 0:00 y 100.0 I 0. In D'Op 4.60 0.00 y 100.0 0.90 0:131, 0.00 0.00,1 100-0 0.00 0.00 ------------------- CM-=A:7XW SUMARY FOR MMMMACM NMVO= W= R.00T: DRYML Mme O*UF fZF I j I ic radd of SiZ6 y shaoo ----------- Sectioup 'g.3.6 .64..21 7- al 34.00 o..,13 54.20 y 44.a7 ----------- 60-62 17,4 36.44 x 36 inch 64.27 I 194,.27 WS. 4 5 69.04 64.28 lli : . 94 a!-4 j 31-31 70.00 I A5 fl2 i 65. a! 31-31 M; iuCh Ocl 4:25 14,26 - 3� inch y At 1 108. 11.92 y dg.§o* 65,89 .1 ar 10.9 14,08 Or y 6S ulm- 4-, y X01 Ob X1.92 d4 -_.0k. 27 3.# 20.60. Ax I I y z4 inCh ► . 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Im aT B=Wde I PWad ;haW".CVOM6U8A I of I AM-4-EM THU 2G-50 TEU.714-P-41-3432 NAME'.PCA P. 3 AUG-17-2005 13:25 FROM:PCA 714-241-3432 4 T0.1760779-r67i . AT 3go $,08 WC Palm DmPt ftempio: emal PPOVD mbar@d 1641hol Sono (ft) Ste Av qp velddDi Up tf►vsn On MOL t Addiscmi Flow P-9 60.00 qG ails 69C75 aso 0.0490. 90. q WO W4 3'al P-1 1.87 i33,04 62.30 I�j:*"K t- 10 fi 66:40 P•2 40.00 24 Inch 425 62.30 82.05 100 P%-3 296,00 24 IFIM .724 62.06 60.56 0-0050 109 66.9 6i3:Q1 Dow P-12 20.00 !.24 inch 4.74 60.70 60.00 9 P64 ?P-00 35 ifl�+ x.40 611;53 5g 9 0.004920 85`.09 6553 14.25 0411 .20-00 24 Indi 4 -34 SPAQ ,96-30 ems, `ro9a 5.12 608 ODSDOO fib; H5210 1.13 95,170 SiS Inch 4.43 60.98 58.53 O.M.'m P-S MOO 30 Indt 4.43 69.50 97.2q 0-00ma ea P-10 MOO as ortch Q.-M 8747 i7.1'7 14 X4,27 4 27 09.00 ad indi 5.16 57-17 54A8 0.045942 O.n.YW,ELL "In. stag paw. - plarpi 3 THU Ira.-51 TEL., 714-241-34--ip_ NAKL.PCR P. 4 C3 2D :0 0,47 01 -g- 9: d.iu-n:t u OW.U.: Wi v I WISM 4 G:V 69 tul a g.a,sg * d iu n S 4 low. so IN ag-OvAquas 9 C $ Iz vB 0 -1 f— IM M L ro & Sao (h rw (A if i lk *-A: ' VI ld OA 8.1 (a) 00# 0483: r;j Dole C3 2D :0 0,47 01 -g- 9: d.iu-n:t u OW.U.: Wi v I WISM 4 G:V 69 tul a g.a,sg * d iu n S 4 low. so IN ag-OvAquas 9 C $ Iz vB 0 -1 f— IM M L RUG-17-2005 L3926 FRGl.'PCj_-q 714-24-11-34-ZZ TO-178077 0673. 6/6 as..48 r7AY- - - ... ..9 Z60, 340 4,�On ` 0 F 91P to THU 1G: 51 TEL-.714-241-3432 MAmr% ss Pcf; P. 6 77- l i ti MAmr% ss Pcf; P. 6 NOTE to Reviewer This is a newly created section. It provides calculations for the catch basin, and parkway culverts on Washington Street and on Adams. Please insert the pages following this cover sheet in Section 26 of the Hydro Report 3 -ring binder I suggest that you hand write the following title on the Table of Contents page identifying Section 26 as follows: Supplemental Catch Basin /Pkwy Culvert Calcs for Offsite Streets Or, alternatively, use the revised photocopy immediately following this page as a substitute Table of Contents SUPPLEMENTAL CATCH BASIN / PKWY CUVLERT OPENING CALCULATIONS WAH/NGTON PARK - Washington St and Adams St. Revision No. 1 • LA QU/NTA, CA FLOW -BY BASINS: Q = (0.7) (L) (a + y)3/2 (From "Green Book ") INPUT: "Q" (cfs) "a" = Gutter Depression (in) "y" = Flow Depth in Gutter (ft) (Depth calcs attached) CONCENTRATION POINT INLET Q25 cfs FLOW DEPTH ft DEPRESSION in L (Calc'd) ft LD Opening USE ft 321 5.99 0.44 4 6.17 8 322 4.98 0.41 2 7.96 8 1002 Adams N'I 3.06 0.22 4 5.20 6 1004 Adams S'I 1.3 0.16 2 4.87 6 • • SA193 -1 \Copy of cbcalcs- wash- adams.xls 6113/2006 SUPPLEMENTAL CATCH BASIN / PKWY CUVLERT OPENING CALCULATIONS WAH/NGTON PARK - Washington St and Adams St. Revision No. 1 • LA QU/NTA, CA FLOW -BY BASINS: Q = (0.7) (L) (a + y)3i2 (From "Green Book ") INPUT: "Q" (cfs) "a" = Gutter Depression (in) "y" = Flow Depth in Gutter ft (Depth calcs attached CONCENTRATION POINT INLET Q25 cfs FLOW DEPTH ft DEPRESSION in L (Ca{c'd) ft LD Opening USE ft 321 6.99 0.44 4 7.19 8 322 4.98 0.41 2 7.96 8 1002 Adams N'I 3.06 0.22 4 5.20 6 1004 Adams S'I 1.3 0.16 2 1 4.87 6 • S A193 -1 \cbcalcs- wash- adams.xls 6/10/2006 r` C] * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2002 Advanced Engineering Software (aes) (Rational Tabling Version 5.9D) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * WASHINGTON PARK RETAIL CENTER (Adams Pkwy Culverts Rev No. 1 * 100 Yr Study * W.O. 312 -1 File: 3121..dat ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: S:\ 312 -1\ 3121. DAT❑❑ ❑❑❑❑ ❑ ❑000000000❑❑❑❑❑❑ ❑D❑❑❑❑❑❑❑❑ TIME /DATE OF STUDY: 09:58 06/10/2006. ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- • USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.50 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 40 J • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 21 - -------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 261.00 UPSTREAM ELEVATION = 75.84 DOWNSTREAM ELEVATION = 70.69 ELEVATION DIFFERENCE = 5.15 TC = 0.303 *[( 261.00 * *3) /( 5.15)] * *.2 = 6.155 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.273 USER - SPECIFIED RUNOFF COEFFICIENT = .8720 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) 0.56 TOTAL RUNOFF(CFS) = 3.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 132.00 UPSTREAM ELEVATION = 73.10 DOWNSTREAM ELEVATION = 67.80 ELEVATION DIFFERENCE = 5.30 TC = 0.303 *[( 132.00 * *3) /( 5.30)] * *.2 = 4.065 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL, INTENSITY(INCH /HOUR) = 7.106 USER - SPECIFIED RUNOFF COEFFICIENT = .8743 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.30 • Pkwy Culvert Washinton My ofd Cross Section for Rectangular Channel • Project Description Project File sA312 -1 \washingt.fm2 Worksheet Pkwy culvert at Washington / Ave 47 Int. Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.004000 ft/ft Depth 0.30 ft Bottom Width 5.40 ft Discharge 4.98 cfs • • 5.40 ft = 0.30 ft 1 V N H 1 NTS 06/10/06 FlowMaster v5.15 03:19:53 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 1 i Pkwy Culvert Adams My Cross Section for Rectangular Channel • Project Description ' Project File sA312 -1 \washingt.fm2 Worksheet Pkwy culvert at Washington / Ave 47 Int. Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth - Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 0.26 ft Bottom Width 3.83 ft Discharge 3.06 cfs • 3.83 ft U 0.26 ft 1 v N H 1 NTS 06/10/06 FlowMaster v5.15 03:21:50 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 r A C] is • . Pkwy Culvert Adams S'ly Cross Section for Rectangular Channel Project Description Project File s: \312 -1 \washingt.fm2 Worksheet Pkwy culvert at Washington / Ave 47 Int. Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.011000 ft/ft Depth 0.09 ft Bottom Width 6.00 ft Discharge 1.30 cfs 6.00 ft 0.09 ft 1 VN H 1 NTS 06/10/06 FlowMaster v5.15 03:22:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 • r� L_J Adams St Section Pkwy Culverts N Cross Section for Irregular Channel Project Description Project File s: \312 -1 \washingt.fm2 Worksheet Adams (Typical Section) Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.038600 ft/ft Water Surface Elevation 9.31 ft Discharge 3.06 cfs 10. 9.9 9.8 9.7 9.6 c 0 9.5 to N W 9.4 9.3 — 9.2 9.1 • 9.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) 06/10/06 FlowMaster v5.15 03:14:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 t is Wtd. Mannings Coefficient 0.015 Channel Slope 0.038600 ft/ft Water Surface Elevation 9.26 ft Discharge 1.30 cfs 10. 9.9 9.8 9.7 9.6 0 9.5 Y W 9.4 9.3 9.2 9.1 • 9.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) 06/10/06 FlowMaster v5.15 03:11:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Adams St Section Pkwy Culverts S Cross Section for Irregular Channel • Project Description Project File s: \312- 1 \washingt.fm2 Worksheet Adams (Typical Section) Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data is Wtd. Mannings Coefficient 0.015 Channel Slope 0.038600 ft/ft Water Surface Elevation 9.26 ft Discharge 1.30 cfs 10. 9.9 9.8 9.7 9.6 0 9.5 Y W 9.4 9.3 9.2 9.1 • 9.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 Station (ft) 06/10/06 FlowMaster v5.15 03:11:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 r1 U Washington at Bus Turnout Cross Section for Irregular Channel Project Description Project File sA312- 1 \washingt.fm2 Worksheet Washington 135 +44.30 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient .0.013 Channel Slope 0.004300 ft/ft Water Surface Elevation 67.41 ft Discharge 5.99 cfs ter v5.15 ge1of1 3w • Washington at 47th Cross'Section for Irregular Channel Project Description 64.6 Project File s: \312 -1 \washingt.fm2 Worksheet Washington 127 +00 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Md. Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Water Surface Elevation 63.48 ft Discharge 4.98 cfs 64.0 C 0 r co N 63.6 W 64.6 64.4 64.2 64.0 C 0 r co N 63.6 W 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 Station (ft) FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 63.6 63.4 63.2 63.0 • 0.0 06/10/06 03:30:58 PM 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 Station (ft) FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 I i a r A DRAIN rp--,-O-) ----STORM d,35AC -INLETS II II {y HP I � II t I II (Q900 - 2.2CFS) a 7 i TC m5. 70 MIN TIME OF CONCENTRATION L =300' LENGTH OF FLOW PATH CFS CUBIC FEET PER SECOND — a e _ t _ $�` � ii 5 � ■ r � II II i 4 �i�, a r A I it DRAIN rp--,-O-) ----STORM d,35AC -INLETS II II " s HP I � II t Q900 =2 <2CFS II (Q900 - 2.2CFS) FLOW FOR 100 YEAR STORM FROM KIETH CO. TC m5. 70 MIN TIME OF CONCENTRATION L =300' LENGTH OF FLOW PATH CFS CUBIC FEET PER SECOND — _ t _ $�` � ii � ■ II II i 4 �i�, 49.14 _ « II 24" PVC ,. — LAMM — _ — — I it %N Cr ry s r` °�, I e ar` r 3 I M„ p { DRAIN rp--,-O-) ----STORM d,35AC -INLETS DRAINAGE AREA BOUNDARY — — —. DIRECTION OF FLOW HP I � 64.20FS ELEVATION @ NODE Q900 =2 <2CFS FLOW FOR 100 YEAR STORM (Q900 - 2.2CFS) FLOW FOR 100 YEAR STORM FROM KIETH CO. TC m5. 70 MIN TIME OF CONCENTRATION L =300' LENGTH OF FLOW PATH CFS CUBIC FEET PER SECOND — _ t _ ■ 42" ADS 4 �i�, 49.14 _ « , 24" PVC ,. — LAMM — _ — — -- - %N Cr ry s r` °�, I e ar` r 3 I M„ p { p Y„y � ,. i \,----- .------------- � -- -\� ----- ---- - - - - -- - G f 0I 5 %' f I I I w S� 3 4s II � IIa < ti ri I " S r I ; II I R r 5 ; ry t , o µ II s P i n � / — —---------------- - - - --- — ------------------ - - - - -- — IF i t H 'y" u" R 0 L 0 G "y" M A F"" L E G E I N U rp--,-O-) DRAINAGE AREA DESIGNATION d,35AC ACRES DRAINAGE AREA BOUNDARY — — —. 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