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HomeMy WebLinkAboutRAFFERTY'S PUD - PRELIMINARY - 17-95 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTData for RAFFERTY'S Prepared by WALTER DAVIDSON & ASSOCIATES 18 Mar 95 HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems POND 1 INFLOW & OUTFLOW ONSITE DETENTION 14 13 STOR-IND METHOD 12 PEAK ELEU= 5001.5 FT 11 PEAK STOR= 7153 CF 9 Gin= 14.5 CFS 8- Gout= 3.3 CFS 7 LAG= 8.4 MIN 3 6 0 5 LL 4 - 1 em - CV -v -YY0 m m N d- 0 m m N r''"l TIME (hour5) POND 1 ONSITE DETENTION OUTFLOW PEAK= 3.3 CFS 9 12.04 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 11.00 0.0 0.0 0.0 .1 .2 .5 .9 1.5 1.9 2.7 12.00 I 3.2 3.2 3.0 2.9 2.7 2.6 2.4 2.2, 1.9 1.7 13.00 1.3 .9 I BE Data for RAFFERTY'S Prepared by WALTER DAVIDSON & ASSOCIATES 18 Mar 95 HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems POND 1 DISCHARGE ONSITE DETENTION 5002.E flood elev. GO ' tS�IJHU-1,7C�_ I tLl -tC1=L INN - - 1- - 5002.1. r, 5001.9 2� BROAD-CRES _D RECTANGULAR WEIR 5001.7 `f 5001.5 o 5001.3 F -1 Q 5001.1 ui 5000.9 w 5000.7 5000.5 5000.3 1 112" ORIFICE minminminml�mtnminmlc ono non . . . . . . . . . . . . . . . . . . . . m -- — N N m an d d In U) 0 0 (�- f� 00 Go 0) m DISCHARGE (cfs) Data for RAFFERTY'S Prepared by WALTER DAVIDSON & ASSOCIATES 18 Mar 95 HydroCAD 3 01 000574 (c) 1986-1991 Applied Microcomputer Systems POND 1 ONSITE DETENTION STARTING ELEV= 5000.3 FT FLOOD ELEV= 5002.3 FT 3 x FINER ROUTING ELEVATION AREA INC.STOR CUM.STOR (FT) (SF) (CF) (CF) 5000.3 0 0 0 5001.0 6445 2256 2256 5002.0 12090 9268 11523 5002.3 12200 3644 15167 STOR-IND METHOD PEAK ELEVATION= 5001.5 FT PEAK STORAGE = 7153 CF Qin = 14.5 CFS @ 11.90 HRS Qout= 3.3 CFS @ 12.04 HRS ATTEN= 77 o LAG= 8.4 MIN IN/OUT= .33 / .29 AF INVERT (FT) OUTLET DEVICES 5000.3 12" ORIFICE Q=.6 PI r A 2 SQR(2g) SQR(H-r) 5001.8 2' BROAD -CRESTED RECTANGULAR WEIR Q=C L H^1.5 C=2.82, 3.2, 0, 0, 0, 0, 0, 0 5002.2 25' BROAD -CRESTED RECTANGULAR WEIR Q=C L H^1.5 C=3.6, 0, 0, 0, 01 0, 0, 0 TOTAL DISCHARGEvs ELEVATION FEET 0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9 5000.3 0.0 0.0 .2 .4 .6 .9 1.3 1.7 2.1 2.4 5001.3 2.7 2.9 3.2 3.4 3.6 3.8 4.1 4.6 5.2 5.9 I 5002.3 9.5 r- RUNOFFHYDROGRAPH BY RATIONAL METHOD PROJECT RAFFERTY'S FORT COLLINS DRAINAGE AREA 2.89 AC 10 YEAR - 24 HOUR RAIN FALL 2.95 INCHES RUNOFF COEFFICENT 0.85 TIME JACCUMULATED DELTA 10 YEAR DESIGN ITIME HOUR Px/P24 Px 1px INTENSITY RUNOFF IHOUR 11.00 0.24 0.69 0.00 0.00 0.00 11.00 11.10 0.24 0.71 0.02 0.21 0.51 11.10 11.20 0.25 0.74 0.02 0.24 0.58 11.20 11.30 0.26 0.75 0.01 0.15 0.36 11.30 11.40 0.27 0.80 0.04 0.44 1.09 11.40 11.50 0.30 0.87 0.07 0.74 1.81 11.50 11.60 0.33 0.96 0.09 0.89 2.17 11.60 11.70 0.37 1.09 0.13 1.33 3.26 11.70 11.80 0.42 1.24 0.15 1.48 3.62 11.80 11.90 0.62 1.83 0.59 5.90 14.49 11.90 12.00 0.66 1.93 0.10 1.03 2.54 12.00 12.10 0.67 1.98 0.04 0.44 2.17 12.10 12.20 0.70 2.071 0.09 0.88 1.30 12.20 12.30 0.72 2.111 0.04 0.44 1.09 12.30 12.40 0.73 2.151 0.04 0.44 1.09 12.40 12.50 0.75 2.211 0.05 0.53 1.09 12.50 12.60 0.75 2.211 0.01 0.06 0.72 12.60 12.70 0.76 2.23 0.01 0.15 0.36 12.70 12.80 0.76 2.24 0.01 0.15 0.36 12.80 12.90 0.77 2.27 0.03 0.30 0.36 12.90 13.00 0.78 2.29 0.01 0.15 0.14 13.00 Page 1 • Fo�T CoLu�ls- - � � I - ------ --- — --- EX157 I N6 PkA5CH,446E___�Oe6M S/ 7ZF.- -- -- -- -- ' 17RA)NAGE-__AeG-A_--- - Zr89 Ac, T__'-.._.___..__ __._—•__----_ 'Zr= 1.1�JTpS �� T = Z3a/J =• 000 SEC WRr� _O-._�%a lT 1r35i1, TT = 33l35: z44se-c 444,sec_!7. t— ( LA. = (O.3S.i 3,.25)(Z I � i- � C_onl I .6po pIT]O/JS tt esrG ST02.m i : I - R.4�/EL I -- -- - - - - --+ - j-�- r;T tea, � r : r • I 3-2 then computed by dividing the total overland flow length by the average velocity. .1 50 30 30 i 10 i I W 1 6 W I .2 .3 .5 1 a 3 . 5 10 m so ' . v 30 20 10 s 3 2 1 s 3 VELOCITY IN Peer PER SECOND Figure 3-1.--Average velocities for estimating travel time for overland flow. Storm sewer or road gutter flow Travel time through the storm sewer or road gutter system to the main open channel is the sum of travel times in each individual component of the system between the uppermost inlet and the outlet. In most cases average velocities can be used without a significant loss of accuracy. During major storm events, the sewer system may be fully taxed and ad- ditional overland flow may occur, generally at a significantly lower velocity than the flow in the storm sewers. By using average conduit sizes.and an average slope, (excluding any vertical drops in the system), the average velocity can be estimated using Maznming's formula. Since the hydraulic radius of a pipe flowing half full is the same as when flowing full, the respective velocities are equal. Travel time may FORT COLLINS Page I Sheet2 RAINFALL INTENSITYCURVE: FORT COLLINS COLORADO DERIVE FROM SCS RAINFALL DATA FREQUE i2YR 1 24 HOUR RAINFALL 1.75 INCHES 10 YEAR - 24 HOUR RAIN FALL 2.95 IN TIME HOUR 11 11.1 11.2 ACCUMULATED PdP24 Pi 0.235 0.411 0.242 0.424 0.250 0.498 DELTA P. 0.000 0.012 0.014 ARRANGED DELTA PX 0.350 0.088 0.079 SORTED INTENSITY 0.000 0.123 0.140 ARRANGED DELTA Px 0.350 0.088 0.079 ACCUM. DELTA P. 0.350 0.438 0.516 ACCUM TIME 0.1 0.2 0.3 2YR INTENSITY 3.50 2.19 1.72 TIME HOUR 11.00 11.10 11.20 ACCUMULATED PdP24 0.24 0.24 0.25 1P. 0.89 0.71 0.74 DELTA P. 0.00 0.02 0.02 ARRANGED DELTA Px 0.59 0.15 0.13 SORTED INTEN 0.00 0.21 0.24 ACCUM. DELTA P. 0.590 0.738 0.870 ACCUM TIME 0.1 0.2 0.3 10 YEAR INTEN 5.90 3.89 2.90 2YR INTENS 3.50 2.19 1.72 2YR 0 11.3 11.4 0.255 0.270 0.448 0.473 0.000 0.025 0.081 - 0.053 0.088 0.263 0.081RO 0.05330 78 0.4 0.5 1.44 1.28 11.30 11.40 0.28 0.27 0.75 0.80 0.01 0.04 0.10 0.09 0.15 0.44 0.974 1.082 0.4 0.5 2.43 2.12 1.44 1.20 11.5 0.295 0.518 0.044 0.053 0.438 0.05383 0.6 1.14 11.50 0.30 0.87 0.07 0.09 0.74 1.151 0.6 1.92 1.14 11.8 0.325 0.589 0.053 0.044 0.526 0.04428 0.7 1.04 11.00 0.33 0.06 0.09 0.07 0.89 1.224 0.7 1.75 1.04 11.7 0.370 0.848 0.079 - 0.032 0.788 0.03258 0.8 0.95 11.70 0.37 1.09 0.13 0.05 1.33 1.277 0.8 1.60 0.95 11.8 0.420 0.735 0.088 0.026 0.875 0.02084 0.9 067 1180 0.42 1.24 0.15 0.04 1.48 1.322 0.9 1.47 0.87 11.9 0.620 1.085 0.350 0.028 3.500 0.02610 1 0.81 11.90 0.62 1.83 0.59 0.04 5.90 1.368 1 1.37 0.81 12 0.655 1.148 0.081 0.028 0.813 0.02837 1.1 0.78 12.00 0.68 1.93 0.10 0.04 1.03 1.410 1.1 1.28 0.76 111 0.670 1.173 0.026 0.028 0.263 - 00250 1.2 0.72 12.10 0.07 1.98 0.04 0.04 0.44 1.454 1.2 1.21 0.72 12.2 0.7001 1.225 0.052 0.018 0.625 0.018 0.880 1.3 0.68 12.20 0.70 2.07 0.09 0.03 0.86 1.484 1.3 1.14 0.88 12.3 0.715 1.251 0.028 0.014 0.263 0.014 0.894 1.4 0.64 12.30 0.72 2.11 0.04 0.02 0.44 1.507 1.4 1.011 0.64 12.4 0.730 1.278 0.020 0.012 0.282 0.012 0.907 1.5 0.00 12.40 0.73 2.15 0.04 0.02 0.44 1.528 1.5 1.02 0.00 12.5 0.746 1.309 0.032 0.00B 0.315 0.009 O.B15 1.5 0.57 12.50 0.75 2.21 0.05 0.01 0.53 1.543 1.6 0.96 0.57 12.6 0.750 1.313 0.004 0.009 0.035 0.009 0.924 1.7 0.541 12.80 0.75 2.211 0.011 0.01 0.08 1.558 1.7 0.92 0.54 12.7 0.755 1.321 0.009 0.009 0.088 . 0.009 0.833 1.8 0.52 12.70 0.70 2.23 0.01 0.01 0.15 1.572 1.8 0.87 0.52 128 0.760 1.330 0.008 0.009 .0.08E 0.009 0.942 1.8 0.50 12.60 0.78 2.24 0.01 0.01 0.15 1.587 1.9 0.84 0.50 12.9 0.770 1.348 0.018 0.004 0.175 0.004 0.945 2 0.47 12.80 0.771 2.27 0.03 I 0.01 0.30 1.593 2 0.80 0.47 13 0.775 1.358 0.009 0.000 . 0.087 0.000 0.945 2.1 0.45 13.00 0.781 2.291 0.011 0.00 0.15 1.593 2.1 0.76 0.45 Page 1 DRAINAGE CALCULATIONS r- GENERAL DATA: SITE LOCATION: Boardwalk & College, Fort Collins Colorado SITE SIZE: 2.89 acres METHOD USED: Modified Rational method for hydrograph development, standard stroage routing for detention basin. EXISTING SITE CONDITIONS ASSUMED: undevloped with grass cover RAINFALL DATA: intensity duration curve derived from U.S. Department of Arigculture, Soil Conservation Service Data with Type H Rainfall distribution. RUNOFF COEFFICENTS : Existing = 0.35 Proposed 0.85 MAXIMUM RATE OF RELEASE FROM DETENTION: 2 year pre -developed runoff (3.3cfs) MAXIMUM RATE OF RUNOFF TO DETENTION: 10 year post developed 14.5 cfs CALCULATED RELEASE RATE FROM DETENTION: 10 year post developed runoff 3.3 cfs DOWNSTREAM EFFECTS: Since the site provides on -site detention to reduce the peak release rate from the 10 year post developed storm to the existing 2 year storm no adverse downstream effects are anticiapted. DRAINAGE REPORT RAFFERTY'S FORT COLLINS, COLORADO PREPARED BY: WALTER DAVIDSON & ASSOCIATES CONSULTING ENGINEERS - SURVEYORS 5127 MARC COURT NASHVILLE, TENNESSEE 37211 PHONE 615-331-2156