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Home My WebLink AboutWINDTRAIL TOWNHOMES PUD FIRST REPLAT MINOR SUBDIVISION - 66 93F - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTI 03AUG95 16:56:44 ' SUMMARY OF ERRORS AND SPECIAL NOTES ' WARNING SECNO= WARNING SECNO= 'WARNING SECNO= WARNING SECNO= 83.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 83.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 400.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 400.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 'WARNING SECNO= 700.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 700.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 928,000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 'WARNING SECNO= 928.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1250.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 'WARNING SECNO= 1250.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1874.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 14 03AUG95 16:56:44 SECNO XLCH ' 1107.000 179.00 1107.000 179.00 * 1250.000 143.00 * 1250.000 143.00 1328.000 78.00 1328.000 78.00 ' 1450.000 122.00 1450.000 122.00 ' 1600.000 150.00 1600.000 150.00 1780.000 180.00 1780.000 180.00 * 1874.000 94.00 ' 1874.000 94.00 1 0 ELMIN C11SEL 80.00 4999.50 5000.72 106.00 4999.50 5000.85 80.00 5000.30 5001.54 106.00 5000.30 5001.69 80.00 5000.80 5002.27 106.00 5000.80 5002.44 42.00 5001.80 5002.99 56.00 5001.80 5003.17 42.00 5002.20 5003.45 56.00 5002.20 5003.61 42.00 5002.90 5004.25 56.00 5002.90 5004.42 42.00 5004.00 5005.04 56.00 5004.00 5005.26 DEPTH EG VCH TOPYID FRCH 1.22 5000.75 1.55 91.13 .38 1.35 5000.88 1.71 98.77 .39 1.24 5001.60 1.99 55.52 .41 1.40 5001.77 2.14 59.83 .41 1.47 5002.34 2.07 47.21 .40 1.64 5002.52 2.27 51.45 .42 1.19 5003.01 1.08 49.73 .22 1.37 5003.19 1.17 52.85 .22 1.25 5003.47 1.10 60.77 .24 1.41 5003.63 1.16 68.27 .24 1.35 5004.30 1.87 22.51 .33 1.52 5004.49 2.12 24.19 .36 1.04 5005.13 2.40 23.99 .49 1.26 5005.35 2.43 28.81 .48 PAGE 13 I 03AUG95 16:56:44 PAGE 12 THIS RUN EXECUTED 03AUG95 16:56:45 WATER SURFACE PROFILES 'HEC-2 Version 4.6.0; February 1991 +++++++++++++++++++++++++++++++++++++ NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ' WINDTRAIL SWALE 0100 ' SUMMARY PRINTOUT SECNO XLCH 0 ELMIN CWSEL DEPTH EG VCH TOPWID 1.000 .00 211.00 4995.50 4997.47 1.97 4997.78 4.45 24.10 ' 1.000 .00 281.00 4995.50 4997.92 2.42 4998.28 4.83 24.12 * 83.000 82.00 211.00 4995.75 4998.13 2.38 4998.19 1.83 54.06 * 83.000 82.00 281.00 4995.75 4998.62 2.87 4998.68 1.98 57.86 167.000 84.00 211.00 4996.00 4998.32 2.32 4998.38 1.94 54.03 167.000 84.00 281.00 4996.00 4998.79 2.79 4998.86 2.08 57.13 ' 250.000 83.00 179.00 4996.25 4998.51 2.26 4998.55 1.63 55.54 250.000 83.00 238.00 4996.25 4998.98 2.73 4999.02 1.75 58.78 ' 333.000 83.00 179.00 4996.50 4998.67 2.17 4998.72 1.79 52.63 333.000 83.00 238.00 4996.50 4999.12 2.62 4999.18 1.91 55.03 400.000 67.00 179.00 4996.70 4998.79 2.09 4998.81 1.08 84.19 '* * 400.000 67.00 238.00 4996.70 4999.24 2.54 4999.26 1.17 85.99 500.000 100.00 179.00 4997.10 4998.89 1.79 4998.90 1.02 126.10 ' 500.000 100.00 238.00 4997.10 4999.32 2.22 4999.34 1.03 129.57 600,010 100.00 179.00 4997.50 4999.03 1.53 4999.06 1.33 107.22 ' 600.000 100.00 238.00 4997.50 4999.42 1.92 4999.45 1.34 110.38 * 700.000 100.00 179.00 4997.80 4999.32 1.52 4999.37 1.91 80.06 ' * 700.000 100.00 238.00 4997.80 4999.64 1.84 4999.70 1.98 85.20 800.000 100.00 95.00 4998.00 4999.66 1.66 4999.67 .95 100.02 100.00 126.00 4998.00 4999.94 1.94 4999.96 .97 113.21 '800.000 * 928.000 128.00 95.00 4998.60 4999.95 1.35 4999.99 1.89 100.79 * 928.000 128.00 126.00 4998.60 5000.18 1.58 5000.22 1.77 116.23 FRCH .57 .56 .22 .22 .24 .24 .20 .20 .23 .22 .14 .13 .15 .14 .21 .19 .31 .29 .17 .16 .30 .27 03AUG95 16:56:44 SEND DEPTH CWSEL CRIWS WSELK EG Q GLOB OCH GROB ALOB ACH ' TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH XLOBR ITRIAL IDC ' *SECNO 1600.000 1600.000 1.41 5003.61 .00 .00 5003.63 56.0 .0 56.0 .0 .0 48.3 ' .31 .00 1.16 .00 .000 .060 .003480 150. 150. 150. 3 0 *SECNO 1780.000 1780.000 1.52 5004,42 .00 .00 5004.49 56.0 .0 56.0 .0 .0 26.4 .33 .00 2.12 .00 .000 .060 .006679 180. 180. 180. 2 0 *SECNO 1874.000 1874.000 1.26 5005.26 .00 .00 5005.35 56.0 .0 56.0 .0 .0 23.0 .34 .00 2.43 .00 .000 .060 .013089 94. 94. 94, 1 0 ' 1 HV HL OLOSS L-BANK ELEV AROB VOL TWA R-BANK ELEV XNR WTN ELMIN SSTA ICONT CORAR TOPWID ENDST .02 .44 .00 5006.00 .0 4.1 3.0 5006.00 .000 .000 5002.20 120.02 0 .00 68.27 188.30 .07 .85 .01 5008.00 .0 4.2 3.2 5006.00 .000 .000 5002.90 167.48 0 .00 24.19 191.68 .09 .85 .01 5008.00 .0 4.3 3.2 5006.00 000 .000 5004.00 123.99 0 .00 28.81 152.80 1p.aiy PAGE 11 1 03AUG95 16:56:44 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV a GLOB QCH OROS ALOE ACH AROB VOL TWA R-BANK ELEV ' TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ' *SECNO 928.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .62 928.000 1.58 5000.18 .00 .00 5000.22 .03 .25 .01 5002.00 126.0 .0 66.0 60.0 .0 37.2 54.8 3.1 1.8 4999.00 ' .18 .00 1.77 1.10 .000 .060 .060 .000 4998.60 107.28 .003355 128. 128. 128. 2 0 0 .00 116.23 223.51 ' *SECNO 1107.000 ' 3265 DIVIDED FLOW 1107.000 1.35 5000.85 .00 .00 5000.88 .04 .66 .00 5002.00 106.0 .0 62.3 43.7 .0 36.4 37.2 3.5 2.3 5003.00 ' .21 .00 1.71 1.17 .000 .060 .060 .000 4999.50 104.62 .004220 179. 179. 179. 2 0 0 .00 98.77 298.31 *SECNO 1250.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .66 1250.000 1.40 5001.69 .00 .00 5001.77 .07 .87 .01 5004.00 106.0 106.0 .0 .0 49.5 .0 3.7 2.5 5006.00 ' .23 .0 .00 2.14 .00 .000 .060 .000 .000 5000.30 120.51 .009646 143. 143. 143. 2 0 0 .00 59.83 180.34 *SECNO 1328.000 1328.000 1.64 5002.44 .00 .00 5002.52 .08 .75 .00 5004.00 106.0 .0 106.0 .0 .0 46.7 .0 3.8 2.6 5006.00 ' .24 .00 2.27 .00 .000 .060 .000 .000 5000.80 106.24 .009583 78. 78. 78. 2 0 0 .00 51.45 157.69 ' *SECNO 1450.000 1450.000 1.37 5003.17 .00 .00 5003.19 .02 .66 .01 5004.00 56.0 .0 56.0 .0 .0 48.0 .0 3.9 2.8 5006.00 ' .27 .00 1.17 .00 .000 .060 .000 .000 5001.80 105.00 .002529 122. 122. 122. 3 0 0 .00 52.85 157.84 1 1 b% PAGE 10 03AUG95 16:56:44 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV ' G GLOB GCH GROB ALOB ACH ARDS VOL TWA R-BANK ELEV TIME VLOS VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR (TRIAL IDC ICONT CORAR TOPWID ENDST ' *SECNO 400.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.67 ' 3470 ENCROACHMENT STATIONS= .0 189.0 TYPE= 1 TARGET= 188.999 400.000 2.54 4999.24 .00 .00 4999.26 .02 .08 .00 5050.00 238.0 .0 238.0 .0 .0 203.5 .0 1.2 .5 100000.00 .06 .00 1.17 .00 .000 .060 .000 .000 4996.70 103.01 .000738 67. 67. 67. 0 0 0 .00 85.99 189.00 '*SECNO 500.000 500.000 2.22 4999.32 .00 .00 4999.34 .02 .08 .00 5000.00 238.0 .0 238.0 .0 .0 230.7 .0 1.7 .8 5000.00 .09 .00 1.03 .00 .000 .060 .000 .000 4997,10 102.71 .000808 100. 100. 100. 2 0 0 .00 129.57 232.29 ' *SECNO 600.000 600.000 1.92 4999.42 .00 .00 4999.45 .03 .11 .00 5000.00 238.0 .0 238.0 .0 .0 177.6 .0 2.2 1.0 5000.00 '11 .00 1.34 .00 .000 .060 .000 .000 4997.50 102.31 .001561 100. 100. 100. 2 0 0 .00 110.38 212.69 *SECNO 700.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .62 ' 700.000 1.84 4999.64 .00 .00 4999.70 .06 .24 .01 5000.00 238.0 .0 238.0 .0 .0 120.1 .0 2.5 1.3 5000.00 '13 .00 1.98 .00 .000 .060 .000 .000 4997.80 101.45 .004069 100. 100. 100. 2 0 0 .00 85.20 186.65 '*SECNO 800.000 800.000 1.94 4999.94 .00 .00 4999.96 .01 .25 .00 5000.00 126.0 .0 126.0 .0 .0 129.3 .0 2.8 1.5 5000.00 '15 .00 .97 .00 .000 .060 .000 .000 4998.00 100.23 .001299 100. 100. 100. 2 0 0 .00 113.21 213.44 1 PAGE 9 03AUG95 16:56:44 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV ' TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ' *PROF 2 �i� -i= Fa.o�..! �� Irk Cfw7� Tay 3 S 7 CCHV= .100 CEHV= .300 *SECNO 1.000 3265 DIVIDED FLOW ' 3470 ENCROACHMENT STATIONS= 101.0 126.0 TYPE= 1 TARGET= 25.000 1.000 2.42 4997.92 .00 4997.92 4998.28 .36 .00 .00 100000.00 281.0 .0 281.0 .0 .0 58.2 .0 .0 .0 100000.00 ' .00 .00 4.83 .00 .000 .060 .000 .000 4995.50 101.00 .018303 0. 0. 0. 0 0 0 .00 24.12 126.00 *SECNO 83.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.04 83.000 2.87 4998.62 .00 .00 4998.68 .06 .37 .03 5000.00 281.0 .0 281.0 .0 .0 142.0 .0 .2 .1 4998.70 ' .01 .00 1.98 .00 .000 .060 .000 .000 4995.75 106.91 .001975 82. 82. 82. 3 0 0 .00 57.86 164.77 ' *SECNO 167.000 167.000 2.79 4998.79 .00 .00 4998.86 .07 .18 .00 4999.00 281.0 .0 281.0 .0 .0 135.1 .0 .5 .2 4998.80 .02 .00 2.08 .00 .000 .060 .000 .000 4996.00 100.84 .002288 84. 84. 84. 2 0 0 .00 57.13 157.97 ' *SECNO 250.000 250,000 2.73 4998.98 .00 .00 4999.02 .05 .16 .00 4999,00 ' 238.0 .0 238.0 .0 .0 136.4 .0 .7 .3 4999.00 .04 .00 1.75 .00 .000 .060 .000 .000 4996.25 100.13 .001657 83. 83. 83. 0 0 0 .00 58.78 158.90 *SECNO 333.000 333.000 2.62 4999.12 .00 .00 4999.18 .06 .15 .00 5000.00 ' 238.0 .0 238.0 .0 .0 124.3 .0 1.0 .4 4999.50 .05 .00 1.91 .00 .000 .060 .000 .000 4996.50 103.48 .002061 83. 83. 83. 1 0 0 .00 55.03 158.51 PAGE 8 rz / r 03AUG95 16:56:44 r SECNO DEPTH CWSEL CRIWS WSELK EG HV HL Q GLOB OCH OROB ALOB ACH AROB VOL ' TIME VLOB VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR r*SECNO 1600.000 OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST 1600.000 1.25 5003.45 .00 .00 5003.47 .02 .46 .00 5006.00 42.0 .0 42.0 .0 .0 38.2 .0 3.2 2.8 5006.00 r .32 .00 1.10 .00 .000 .060 .000 .000 5002.20 122.83 003657 150 150 150. 3 0 0 .00 60.77 183.61 r*SECNO 1780.000 1710.010 1.35 5104,25 .00 .00 1004,30 OS 82 .01 5008.00 r 42.0 .0 42.0 .0 .0 22.4 .0 3.3 2.9 5006.00 .35 .00 1.87 .00 .000 .060 .000 .000 5002.90 168.49 005843 180 180 180 1 0 0 .00 22.51 191.00 *SECNO 1874.000 r3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .64 1874.000 1.04 5005.04 .00 .00 5005.13 .09 .82 .01 5008.00 r 42.0 .0 42.0 .0 .0 17.5 .0 3.4 3.0 5006.00 .36 .00 2.40 .00 .000 .060 .000 .000 5004.00 124.83 .014400 94. 94. 94. 1 0 0 .00 23.99 148.82 rT1 WINDTRAIL PUD -- REVISED OUTFALL SWALE, FLOODPLAIN ANALYSIS T2 DISCHARGE FROM RATIONAL METHOD CALCULATIONS, SUPPLEMENTED BY CSURF ANALYSIS rT3 WNDTRAIL SWALE 1.33*Q100 FILE: WT_SWAL2 08-03-95 LA, INC. J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL r0 3 0 0 O 0 0 0 4997.92 ' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC I8W 15 0 -1 r CHNIM FQ ITRACE alvg PAGE 7 I 03AUG95 16:56:44 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV p GLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV ' TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 928.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .57 928.000 1.35 4999.95 .00 .00 4999.99 .04 .31 .01 5002.00 95.0 .0 58.7 36.3 .0 31.1 35.6 2.5 1.7 4999.00 .18 .00 1.89 1.02 .000 .060 .060 .000 4998.60 108.20 .004592 128. 128. 128. 2 0 0 .00 100.79 208.99 *SECNO 1107.000 ' 3265 DIVIDED FLOW 1107.000 1.22 5000.72 .00 .00 5000.75 .03 .76 .00 5002.00 80.0 .0 50.0 30.0 .0 32.3 29.2 2.7 2.1 5003.00 .22 .00 1.55 1.03 .000 .060 .060 .000 4999.50 105.13 .003876 179. 179. 179. 3 0 0 .00 91.13 293.59 *SECNO 1250.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .63 1250.000 1.24 5001.54 .00 .00 5001.60 .06 .84 .01 5004.00 80.0 80.0 .0 .0 40.3 .0 2.9 2.4 5006.00 .0 .24 .00 1.99 .00 .000 .060 .000 .000 5000.30 121.31 .009873 143. 143. 143. 2 0 0 .00 55.52 176.83 *SECNO 1328.000 1328.000 1.47 5002.27 .00 .00 5002.34 .07 .74 .00 5004.00 80.0 .0 80.0 .0 .0 38.7 .0 3.0 2.4 5006.00 ' .25 .00 2.07 .00 .000 .060 .000 .000 5000.80 106.89 .009134 78. 78. 78. 2 0 0 .00 47.21 154.10 ' *SECNO 1450.000 1450.000 1.19 5002.99 .00 .00 5003.01 .02 .66 .00 5004.00 42.0 .0 42.0 .0 .0 38.9 .0 3.1 2.6 5006.00 ' .28 .00 1.08 .00 .000 .060 .000 .000 5001.80 106.05 .002648 122. 122. 122. 3 0 0 .00 49.73 155.78 PAGE 6 03AUG95 16:56:44 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV O GLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV ' TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ' *SECNO 400.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.67 ENCROACHMENT STATIONS= .0 189.0 TYPE= 1 TARGET= 188.999 '3470 400.000 2.09 4998.79 .00 .00 4998.81 .02 .08 .00 5050.00 179.0 .0 179.0 .0 .0 165.4 .0 1.0 .5 100000.00 .00 1.08 .00 .000 .060 .000 .000 4996,70 104.80 '07 .000805 67. 67. 67. 1 0 0 .00 84.19 189.00 500.000 '*SECNO 500.000 1.79 4998.89 .00 .00 4998.90 .02 .09 .00 5000.00 179.0 .0 179.0 .0 .0 175.2 .0 1.4 .7 5000.00 .00 1.02 .00 .000 .060 .000 .000 4997.10 104.45 '10 .001101 100. 100. 100. 2 0 0 .00 126.10 230.55 '*SECNO 600.000 600.000 1.53 4999.03 .00 .00 4999.06 .03 .15 .00 5000.00 179.0 .0 179.0 .0 .0 134.6 .0 1.7 1.0 5000.00 .00 1.33 .00 .000 .060 .000 .000 4997.50 103.89 '12 .002134 100. 100. 100. 2 0 0 .00 107.22 211.11 ' *SECNO 700.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .66 1 5000.00 700.000 1.52 4999.32 .00 .00 4999.37 .06 .31 .01 179.0 .0 179.0 .0 .0 93.5 .0 2.0 1.2 5000.00 .00 1.91 .00 .000 .060 .000 .000 4997.80 102.73 '13 .004868 100. 100. 100. 2 0 0 .00 80.06 182.80 '*SECNO 800.000 800.000 1.66 4999.66 .00 .00 4999.67 .01 .30 .00 5000.00 95.0 .0 95.0 .0 .0 100.0 .0 2.2 1.4 5000.00 .00 .95 .00 .000 .060 .000 .000 4998.00 101.33 '.16 .001474 100. 100. 100. 0 0 0 .00 100.02 201.35 1 PAGE 5 03AUG95 16:56:44 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH OROS ALOB ACH ARDS VOL TWA R-BANK ELEV ' TIME VLOS VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 CCHV= .100 CEHV= .300 ' *SECNO 1.000 3265 DIVIDED FLOW ' 3470 ENCROACHMENT STATIONS= 101.0 126.0 TYPE= 1 TARGET= 25.000 1.000 1.97 4997.47 .00 4997.47 4997.78 .31 .00 .00 100000.00 211.0 .0 211.0 .0 .0 47.4 .0 .0 .0 100000.00 ' .00 .00 4.45 .00 .000 .060 .000 .000 4995.50 101.00 .019063 0. 0. 0. 0 0 0 .00 24.10 126.00 ' *SECNO 83.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.05 83.000 2.38 4998.13 .00 .00 4998.19 .05 .38 .03 5000.00 211.0 .0 211.0 .0 .0 115.0 .0 .2 .1 4998.70 ' .01 .00 1.83 .00 .000 .060 .000 .000 4995.75 109.32 .002054 82. 82. 82. 3 0 0 .00 54.06 163.39 ' *SECNO 167.000 167.000 2.32 4998.32 .00 .00 4998.38 .06 .19 .00 4999.00 211.0 .0 211.0 .0 .0 108.5 .0 .4 .2 4998.80 .02 .00 1.94 .00 .000 .060 .000 .000 4996.00 102.75 .002475 84. 84. 84. 2 0 0 .00 54.03 156.78 ' *SECNO 250.000 250,000 2.26 4998,51 .00 .00 4998.55 .04 .18 .00 4999,00 ' 179.0 .0 179.0 .0 .0 110.0 .0 .6 .3 4999.00 .04 .00 1.63 .00 .000 .060 .000 .000 4996.25 101.98 .001779 83. 83. 83. 0 0 0 .00 55.54 157.52 *SECNO 333.000 333.000 2.17 4998,67 .00 .00 4998.72 .05 .17 .00 5100.00 ' 179.0 .0 179.0 .0 .0 100.1 .0 .8 .4 4999.50 .05 .00 1.79 .00 .000 .060 .000 .000 4996.50 105.28 .002253 83. 83. 83. 1 0 0 .00 52.63 157.91 - �,.W$/jg PAGE 4 03AUG95 16:56:44 ' 0T 2 80 106 xi 1107 20 100 166 179 GR 5002 100 5001 104 5000 'GR 5000 134 5001 138 5002 GR 5002 204 5001 230 5000 GR 5002 306 5003 311 5004 x1 1250 10 100 239 143 5004 100 5002 119 5001 'GR GR 5002 187 5003 202 5004 'xi 1328 10 100 243 78 GR 5004 100 5002 108 5001 GR 5002 148 5003 170 5004 OT 2 42 56 ' x1 1450 9 100 210 122 GR 5004 100 5003 106 5002 GR 5003 156 5004 167 5005 1 X1 1600 8 100 274 150 5006 100 5004 113 5003 'GR GR 5004 200 5005 219 5006 'x1 1780 11 100 256 180 GR 5008 100 5006 135 5005 GR 5002.9 175 5002.9 185 5003 ' GR 5006 256 1874 7 100 167 94 'X1 GR 5008 100 5006 121 5005 GR 5005 148 5006 167 PAGE 3 179 179 108 4999.5 110 4999.5 130 153 5003 166 5003 182 245 5000 267 5001 304 316 5005 321 5006 325 143 143 124 5000.3 134 5001 165 219 5005 232 5006 239 78 78 112 5000.8 118 5001 123 197 5005 221 5006 243 122 122 111 5001.8 122 5002 135 173 5006 210 150 150 131 5002.2 141 5003 170 274 180 180 164 5004 170 5003 174 186 5004 190 5005 194 94 94 125 5004 131 5004 141 03AUG95 16:56:44 ' aT 2 179 238 x1 250 8 100 159 83 GR ' GR 4999 4997 100 153 4998 4998 104 156 4997 4999 'x1 333 9 100 159 83 GR 5000 100 4999 104 4998 GR 4996.5 152 4997 154 4998 ' x1 400 10 100 218 67 X3 'GR 5000 100 4999 104 4998 GR 4996.7 165 4996.7 189 4997 ' 2 179 238 OT 500 8 100 235 100 'x1 GR 5000 100 4999 104 4998 GR 4998 227 4999 231 5000 ' x1 600 8 100 215 100 GR 5000 100 4999 104 4998 ' GR 4998 207 4999 211 5000 X1 700 8 100 191 100 ' GR 5000 100 4999 104 4998 GR 4998 154 4999 179 5000 95 126 OT 2 800 6 100 216 100 'x1 GR 5000 100 4999 104 4998 GR 5000 216 ' X1 928 11 100 134 128 GR 5002 100 5001 104 5000 4998.6 133 4999 134 5000 'GR GR 5003 313 1 1 PAGE 2 83 83 107 4996.25 108 4996.25 152 159 83 83 108 4997 112 4996.5 114 157 4999.5 159 67 67 189 108 4997 111 4996.7 134 211 4998 214 5000 218 100 100 108 4997.1 116 4997.5 194 235 100 100 108 4997.5 118 4997.8 187 215 100 100 108 4997.8 111 4997.8 150 191 100 100 108 4998 128 4999 172 128 128 108 4999 112 4998.6 113 213 5001 271 5002 297 03AUG95 16:56:44 'HEC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 ' THIS IS AN ARCHIVAL RUN ALL DATA AND RESULTS ARE SAVED ON UNIT 96 AC T1 WINDTRAIL PUD -- REVISED OUTFALL SWALE, FLOODPLAIN ANALYSIS 'T2 DISCHARGE FROM RATIONAL METHOD CALCULATIONS, SUPPLEMENTED BY CSURF ANALYSIS T3 WINDTRAIL SWALE G100 FILE: WT_SWAL2 08-03-95 LA, INC. PAGE 1 THIS RUN EXECUTED 03AUG95 16:56:44 J1 ICHECK ING NINV IDIR STRT METRIC HVINS G WSEL FG 0 2 0 0 0 0 0 0 4997.47 ' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 0 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 39 43 42 1 8 3 26 4 68 NC 0.060 0.060 0.060 0.1 0.3 GT 2 211 281 X1 1 10 100 138 0 0 0 X3 101 126 5000 100 4995.5 101 4995.5 113 4999.5 113.1 4999.5 113.9 'GR GR 4995.5 114 4995.5 126 4996 128 4998 136 4998.6 138 tX1 83 8 100 165 82 82 82 GR 5000 100 4998 110 4996 115 4995.75 116 4995.75 158 GR 4996 159 4998 163 4998.7 165 X1 167 8 100 158 84 84 84 GR 4999 100 4998 104 4997 107 4996 110 4996 150 ' GR 4997 153 4998 156 4998.8 158 1#4YYww44xwi4xwxx4YxxwY#xxxxwt#xxw#twit#xwwwt * HEC-2 WATER SURFACE PROFILES 1 * w * Version 4.6.0; February 1991 w 1* RUN DATE 03AUG95 TIME 16:56:44 * *+Yxy,wYxww,r4w4Yww,rwtwwxxtw#x+tx#wxY#ittxxxwt 1 I -r -z oLrr'p--,-r Po.�h,.Y ss5 x x xxxxxxx xxxxx xxxxx 1 x x x x x x x x x x x x xxxxxxx xxxx x xxxxx xxxxx x x x x x 1 x x x x x x x x xxxxxxx xxxxx xxxxxxx II II F1 ww4Yx#wwY4Yt4w4YH444YY4i4it44Y#Ywtiifi * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 +wYt+#+wx#+*Yxxww4Yxxwiwwfwwwfw#i+Y+RYx SWALE ANALYSIS II 3 I URRENT DATE: 08-03-1995 URRENT TIME: 15:59:30 FILE DATE: 08-03-1995 FILE NAME: WINDTR6 aaaaAaaaaaaaaaaaaaa3aAaaa TAILWATER aaaaaaAaaaaaaaaa3aaAaaaaSa aaaaaaaaaaaaaaaaaaaaaa3aaaaaaa5aaaa5aaaa3aaa'aaaaaaaaaaaaaaaaaaa5aaaaaaaaaaaaaAAa CONSTANT WATER SURFACE ELEVATION 4997.40 --- TLI -Loi. 1.1 -5—ez,JG omGs*- I�iaaaaaaa5aaaaaaaaaaaaaaaaaaaaaA6aa5aaaaaaaAa3aaaaaaaaaaaaaaAaaaSaaaaaaAaaaaaaaaa aAaaaaaaaaaa3aaaaaa3aaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH (FT) 35.00 CREST LENGTH (FT) 35.00 OVERTOPPING CREST ELEVATION (FT) 5001.50 2 CURRENT DATE: 08-03-1995 FILE DATE: 08-03-1995 CURRENT TIME: 15:59:30 FILE NAME: WINDTR6 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaAAaaaaa PERFORMANCE CURVE FOR CULVERT # 1 - 2 ( 12 BY 4 ) RCB aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaAaaaaa DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER 'FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) aaaAaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa&aa5aa '0 4997.40 0.00 1.90 0-NF 0.00 0.00 0.00 0.00 0.00 2.40 28 4997.51 0.52 2.01 3-Mtt 0.16 0.35 0.49 2.40 0.00 2.40 56 4997.53 0.82 2.03 3-M1t 0.33 0.56 0.98 2.40 0.00 2.40 84 4997.56 1.07 2.06 3-M1t 0.45 0.73 1.46 2.40 0.00 2.40 112 4997.51 1.30 2.01 3-M1t 0.53 0.88 1.95 2.40 0.00 2.40 141 4997.56 1.51 2.06 3-M1t 0.61 1.02 2.44 2.40 0.00 2.40 169 4997.65 1.70 2.15 3-M1t 0.69 1.16 2.93 2.40 0.00 2.40 '197 4997.75 1.88 2.25 3-M1t 0.77 1.28 3.42 2.40 0.00 2.40 211 4997.47 1.97 1.97 1-S2n 0.81 1.34 9.28 0.95 0.00 2.40 253 4997.75 2.25 2.25 1-S2n 0.90 1.51 9.73 1.08 0.00 2.40 '281 4997.92 2.42 2.42 1-S2n 0.96 1.62 10.00 1.17 0.00 2.40 aaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaa3aaaaaa3aaaaaaSaaaAaaaaa3aa&5aaaaaaaaaaaaa5aaaa El. inlet face invert 4995.50 ft El. outlet invert 4995.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaafiaaaaaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaaaaaaaaaaaa ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 0.00 INLET ELEVATION (FT) 4995.50 OUTLET STATION (FT) 35.00 OUTLET ELEVATION (FT) 4995.00 NUMBER OF BARRELS 2 SLOPE (V-FT/H-FT) 0.0143 CULVERT LENGTH ALONG SLOPE (FT) 35.00 **** CULVERT DATA SUMMARY ************************ BARREL SHAPE BOX ' BARREL SPAN 12.00 FT BARREL RISE 4.00 FT BARREL MATERIAL CONCRETE ' BARREL MANNING'S N 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL 1:1 BEVEL (45 DEG. FLARE) INLET DEPRESSION NONE 1 1 CURRENT DATE: 08-03-1995 FILE DATE: 08-03-1995 �URRENT TIME: 15:59:30 FILE NAME: WINDTR6 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 4.0 aaaaaaaaaaaaaaaaaaaaaaaaaa HY-a AwJ tip/als FDR -R}C lJi,,lbiZL.AiI Si.[ntc o,mcT- Fi L-kz 1.1 i.mTRL . plz 1 ° C SITE DATA CULVERT SHAPE, MATERIAL, INLET ° U uaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa� L ° INLET OUTLET CULVERT ° BARRELS ° ° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE ° 1 04995.50 4995.00 35.00 ° 2 RCB 12.00 4.00 .013 CONVENTIONAL° °2° 3 4 0° ° ° 0 °6° 5 ° aaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaal aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa �UMMARY OF CULVERT FLOWS (CFS) FILE: WINDTR6 DATE: 08-03-1995 ELEV (FT) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4997.40 4997.51 0 0 28 28 0 0 0 0 0 0 0 0 0 0 1 0 0 1 4997.53 56 56 0 0 0 0 0 0 1 4997.56 84 84 0 0 0 0 0 0 1 '4997.51 112 112 0 0 0 0 0 0 1 4997.56 141 141 0 0 0 0 0 0 1 4997.65 169 169 0 0 0 0 0 0 1 4997.75 197 197 0 0 0 0 0 0 1 rr°° z11ar� 4997.47 211 211 0 0 0 0 0 0 1 F1� '}9"I.'i'1 4997.75 253 253 0 0 0 0 0 0 1 499- ■ 4997.92 5001.50 281 281 898 898 0 0 0 0 0 0 0 0 0 0 1 0 OVERTOPPING _ .97-Fr .330 f aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: WINDTR6 DATE: 08-03-1995 HEAD HEAD TOTAL FLOW % FLOW ' ELEV(FT) ERROR(FT) FLOW(CFS) ERROR(CFS) ERROR 4997.40 0.00 0 0 0.00 4997.51 0.00 28 0 0.00 ' 4997.53 0.00 56 0 0.00 4997.56 0.00 84 0 0.00 4997.51 0.00 112 0 0.00 4997.56 0.00 141 0 0.00 4997.65 0.00 169 0 0.00 4997.75 0.00 197 0 0.00 4997.47 4997.75 0.00 0.00 211 253 0 0 0.00 0.00 4997.92 0.00 281 0 0.00 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa <1> TOLERANCE (FT) = 0.010 <2> TOLERANCE (Y.) = 1.000 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa CULVERT ANALYSIS APPENDIX D HYDRAULIC ANALYSIS I FEATURE f-��s'rC�n �FCt-1rnZC� nmF� t.E V xx 11..xr... W 4�Y.M.�..1 C...Mn•M. DATE PROJECT NO. :0 BY DATE SHEET OF ea �! S�Sw! (E.rlcc��L) ITZ ss /56znati\ `5HQT3) Q1.0 (�FSI 1.33x (eFS� CowlMe ZI 83 aPs 5 7f0 Ixl z38 9r-. + $3eFa nl IA Sm �9 7L38 q�, 0 F'S (�. �z� ; 83 aF5 ll0"1 oo 1«- 3q l�}50 4z 5C. • Lidstone & Anderson. Inc. d:Tv-- g/31C71 QoQC$! ED BY DATE SHEET OF as a -L>so-oAvGs -V�LDFL.: A5 i�oe�tneilTe-�j Iwo A7S�EwSb•�rn -ro Tft>=�l,�ih��RhlnLt6+S �cl�-�� - �o{z -T7tc `�Jinm�r2ietL �•v.�,, I Dt..(rl Ntrte-� j,� [LA, rcrl 19451, �S��F (FAQ RCz��c�rt� Pt�,bt-nD�[rtt CAP,"tT/ >-02 7 i�T�F7Dr� of TrFc aF -rrk,z I-Ltr�r,� St.1r3�- I.0.1 xr 1� Ic. ! ram- , .j rs 5 A -La l TNT LA OZ--�TzF Ig8 A it, ZICo aFs Ar-r- D: Tte� Dr�c�l+ti rs I`le-rzG rCG7E D t#,l cxee-S5 aF TNC atseHat�-C�-:.� -rT+ti-r -Mr1G aP /a5 A�Ob 13(� ap% Orr- TZCSpc-a_-'nvE7.�, Tri+�••'' Ro41J t�f�rz.c �jacvrlc�nl-cL� I„i " �T,-a- TTchi,Jl¢ TFWPorc,T r�rz- --e4E W rRsTT<rn �. v •� , 1 o,..t, It For. 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' 11 •-7 0 )JECT NO. coon- tb I :ET OF dz w•a. •uwu• •w 4.pooul Co•w.•�u vnncn-. r.vv�.. ,� i..�. z -- Ic,��tiZsru,tl� 5wlx� G� 8I3I95 crolJCtbl FEATURE CHECKED BY DATE SHEET OF I ��SCH+•-IztiL- �F c�Fi�C CZ �15CN hgdG 1 1��Lrc 7LA-,�t-AI�, k57 IrA-Pne-r aF 1 l tZ-1 12�1- FtRY- �r TTFC� F•�Tt;.T • Arn _b Tt�Et-rti1h�. -�T�P�i..lhc� 1�1=-r F'aR '-iFfcr -ram A lqJ �C rc.l�� J t'arU a Z� Carl 1z �aTtD� F�IZ ��1 1��mli�tL C-'h'��+a. 1 I� A-,e� 1�5�� IJI� la-SA,SJ--oJ 1-74� t.ot.JM- �.SD AT1D TZ,(t �s RT , l' A- r' TNT -rH - 1z>�> /E7t7- H 5'faTzfU LeVCL. I�-rec--Vl auS LA Wf lt-rtLntiL kR�- I 7-5� i FICfiU/ ��r�itil7tu�y DZA1'o �c-��r Fz TrF� I.�i�'rzko- �I .V•a. LLA T3bivxf�`r 19941 ilft5 15 h'twU,Jpceu` VIAs.. �Iai.yS A�PcLySFS pG 4�1�-7'RKIL t'hfclL I-�A�/C SFk��.l r� 1-�Kr �- V.S�rt'sz �or_l� llovt� �c-'trc5� f�"'f A T2/Crc aF Z�.'Z eF� . S�nICC �T1't 1 ��rS+sr2�L �,z� pc.dpc�y�ls r5 aar C-anR�c, j�rr i�tC 'T'*t>s tc�l-c�.,1rR�F T�-��=. 3a aF-;5. Iirla�Tt�O��h21L I'l-T �T� I��rla>=F' rrmr� �ov6rh f -n+;E J }- F aF I n1 A j r� i � E Tt+e Imo! ClcG��C r t�-�Z 1nTF RzzZ \ -'L-hS I.1 A: Agu-p1 of ZaSi.� ia, c aF Qi.S'6reon� Phi ze-: AA. = 1z.'I otc. Zo.5 ar-s VAl= ZOtJCIFF F" )'\ A iFeor��.3z� = Zz,S.a a.)IQ-VttAc I Jeze�,c�trnz �vr1�F Fe�•� ��i� A = Xroo l = (a91 C'P- �1z.9 A OFS APPENDIX C SWALE DISCHARGE PROFILE DEFINITION DRAINAGE CRITERIA MANUAL 1 RUNOFF 50 30 I- 20 Z W U 4: W a 10 w a 0 5 U) C- 1 v.5 � .5 .1 Rz t:,w 0--S'T-7MnTl�S r--OZ •$ASiniS _=Mmmll,1_,-AIVA MIFA„/._ _-■.,' "-,,,.INUMM MEN FAI/F��' --, ■ I 1, I r / ■��s,■■►ice ��■■■■� .2 .3 .5 1 2 3 5 VELOCITY IN FEET PER SECOND 10 20 FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING"UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 -1-84 URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT No Text • Lidstone 8 Anderson. Inc. OWNER -PROJECT / Axa:;r_- Du '1 I�Iaa-% Tr-Atl ::SjALIE BY G DATE 8/z �95 PROJECT NO. 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G t A"r• Ad2jFA ChLkTa ouLr�S Ave otacH jkt.,d 7 reorl �'r-I�E �'`I ��41hAE. T=apcl'sT �• tom, 19`1�� MJntW,S prpa rAt�UPIM`tl FbR- Tr-lis M•,w 11Y•w/•w• W 4�Yww�•wl•1 C•w•W..,. OWNER -PROJECT / BY FEATURE CHECKED BY Ill �L�/�L. F"lEif �, h'f�5�1�1y10h�S S %ah5 DATE aF- �trliT�enc� Pi<erL t5 oa,rs�Zy-� r,l T+f\e�¢rnn!Irna.! aF -rtf�_ ea4k'_cb I SHEET OF �1 z, ALL '32o,..taT-F t�h'f:Aih�i'G11L�, /F,.1b 774e2 oIZd �"JO 7k,lf Al�3 , L' , 1) �� A!:7 Corte r-A��a -ra rt� 1 a.l,�Ys�s [LA, ,(u/c / 19q'i 1 NC- c, t 'SASt^AS %c�— rItoZj,FiST> ale- �� h3 SFi 1 c.1 Trf� CoLI Ljr/.• r�'4az T1r�TLaar-rd Fi FRAM ? AL- A arc 7t.! �PA r.ALl'- _ b\tc' CAe.M- vra —4G� sae z� �-I' Sze?� -rr+�jtr� RT 'f SST CsvZ aF (�I 1,1 i. F�vrz s Car�r3tr1� D.i�. 11 GtVa —IHT�w -rc.7- _ T._�upiDr� -T-p TNm tzrrer . I. I rrG T�L� Poe Ttl� sic Ate• Svrlr�l�lzt��p 1Ir Ttit �tSaNfdzaE TtA'T -rrtF- 72vA1oFF t.IHICH Qo0L-_b O'er rc < *+ rz5 �rzeLl l bucb Z3G CFS. -TH,S 15 A TCEyvaTia,� aG eFS Qai�?reen ram-- I.It�T��tl � taPr�cy,S- dv lDr�o.1s /��. Ali HYDROLOGIC ANALYSIS FOR SWALE DESIGN (POST-WINDTRAIL DEVELOPMENT) No Text No Text 1'' A2 w a/z /5s rrr •W�� W •M•wMM 6•r./1W OWNER —PROJECT Wlnj+(GI I Y CLD DATE 943- l3 PROJECT NO. CoTT-16 FEAaTURE �/ (r I�C1 �0I1 I 1 I�T r10C �G '� J I cI on S -- Qc ISn�G C�nrlDlTw l CHECKED BY L DATE 9/74 SHEET OF I t 3 r t7c v \ T— M CT- cA- Q o N o iJ �9 pQ Ul o = z v j l(� T a o m .n IZQ Zs Jc QJ\iX-� s �p Uri �9 V� \ (Z_� C) N 1Q^ ccCT � 6 n6 CIS V` c b --i m c �G '� r `Q rE — CIS �? Rs M c5 l� ce► c y j c v� 1�1_ O v� IL o 0 c�U co f'6 6 C'6 v� U' 'f cd V Cli s h C C6 Ir CV4 vN cc J1 p 0 D fl 0 0 O 0 Q 0 O 0 B v'mC13 I a3 M L, I (n 1► 1' V\ICE • Lidstone &Anderson. Inc. vnncn-rnwa... /j ffl �r�l �o.Z -- WI�Lcunl� <rlrrcC �TL 7-/95 cb�crbl FEATURE CHECKED BY DATE SHEET OF �•_. �/E7-o'Y'r1�� i�r.\Dt� TD F'��'�R'S !�'! Al 4 �"TJC-V Za rinC-l�f- �Jw�G� Zfl ��C91-IJI� �U �TC.ra TYF6 ,k,,j}�L:,L:. �T tee•-V �1�� 1-}'e-TLCIFT(.3 �-��=� �r� T7�rs /cs.�IkL`I::FS Cn1�C-�� Ih1 5�y�T'� n>` i- �+-�MinlPcs:=1 .L�t�trlhGE �-'t-ar�� i-o� TTf� �Ir-t�rTchlL. LLA, '7�krtLrrtR`I r`I9`i7. Srfr.�-r ± G2ar�l t�TZ�cL,r�,�ffT�r R,- IS �TtCS-�56� � THc IK� i � anlAz f�r�i +D� Ck�uvc�Z'aLES Dnl T�-4� FotLa�.[r�' 'P,cr� t-I�e.� Z'�-� Fi�DM Ttfc ��RcZi rn,r�trt2Y rr�r ors. b"!R dllo--Tinb P . PLY t'v 1; �As ,1 ARC A-rdb Sri F Y�Rkr�rsTt S F f' oft FtCU a T-U�uE�, C H-A�d&6 . SHci lti ar . Trtt--. .-'srcc Acfzc r&:;a i >i-E SZI.-tA C7zct.-1L-i�-I`/ -Ft,-5t- Ti-'1�v'"CC-�+t''1C7� i i2uninFi= G1Zar�1 �/c�rr1� A---7 71--7rl TTf�- jz-- -r 1lEzo?r. r cariTl-no l r L�tL -rr-+n t- (I. � M WIL-1- 7B"-P 7?-tC TTCD tom' aSL=1� 5 U KL.E- . �D t.-LCG1%i�'r i�21-b'6Z i✓5 1/rtJ�\�cni-kl T7-+L �rkT��.c 'tc�r-�'oF♦- Pt--rn i�1S fA Izc�or�--) t.1/E5 aITCL-z'Z1� IwYTo F�T� }i f.�ii'-� ar-rCtl . T� I Its. ftr1�`1StS art Th{ts tcxluu.11 �6 Pi4Z3G rt55�r��S I,; 'SIx CtJr�-r or �d,.l�-•rtsb�� irre� ��e-zv.�� rrs �+3r� cxt�r..16 c%�r.��1Dr.!. I FFc R,]rc�lStS c—s� r� /k 1 CZ -rO*-r -rt1x-, lac? -Y rZ lzv. ID�F --o Amc7- -mt �TZ'I-fir 1'�2ta'L -In TNT TC\ t_at r1�jT aG TtFC \ �t�-t'QAtL_ AiLcAr If� 10.7 a - Iefu_J p)a 03 ►:r.1 PRE -DEVELOPMENT HYDROLOGIC CALCULATIONS TECHNICAL APPENDIX ' details are unchanged from those presented in the Winditail Townhomes final drainage report [LA, February 19941. ' Pursuant to the modified discharge profile and the lowered box culvert outlet, the HY-8 analysis provided in the previous addendum [LA, March 1995] was revised. The culvert ' analysis is included in Appendix D. The results of this analysis indicate that the headwater elevation associated with the 100-year event would be 4997.47 ft, msl; the headwater elevation ' for the "freeboard discharge" would be 4997.92 ft, msl. These elevations are lower than those cited in the previous addendum by approximately 0.5 feet; they were taken to be the starting ' water surface elevations for the subsequent HEC-2 analysis. A multiple water surface profile analysis was conducted using HEC-2 for both the adjusted 100-year and freeboard discharge profiles given in Table 3.1. The complete HEC-2 input and output is provided in Appendix D. The results of the HEC-2 analysis are shown on Sheet 3 in the form of both 100-year floodplain and freeboard boundary delineations. Base flood elevations are indicated for the 100-year event. As indicated on the floodplain map, none of the private properties (individual lots) associated with either the Windtrail Townhomes or Windtrail on Spring Creek developments would be impacted by the 100-year floodplain along the outfall swale. Regarding the currently undeveloped area south of the swale, a drainage easement is currently being prepared by others which should encompass, at a minimum, the limits of the freeboard boundary. 8 ' Table 3.1. Design Discharge Profile (100-Year Event) for the Windtrail Outfall Swale. Ori'g�nat Adjusted Freeboard Design PoinC Cross Section Discharge Discharge Ihscbarge° 8 1 128 211 281 5 250 96 179 238 9 800 95 95 126 4b 1107 80 80 106 3a 1450 1 42 1 42 56 ° Freeboard Discharge = 1.33 x Adjusted 100-Year Discharge It is noted that CSURF originally requested that the downstream -most 400 feet of the swale be oversized. Due to the current swale configuration, which includes a berm along the swale's southeast perimeter, directing future runoff into the swale at Station 4+00 may be problematic. Consequently, the current swale design has incorporated the requested over -sizing up to, but not including, Station 8+00 (Cross Section 800); for additional documentation, reference is made to Appendix C. A "freeboard discharge" column is also given in the table. The freeboard discharge is hereby defined as the adjusted 100-year discharge plus one-third. The freeboard discharge profile was used to define the required freeboard boundary associated with the outfall swale; that is, the boundary which defines the areal limit required to pass 1.33 times the 100-year discharge. 3.2 Hydraulic Analysis In addition to the regrading necessary to revise the outfall swale design, the double 12'Wx4'H RCB culvert previously designed to provide the swale outlet to Spring Creek was, as part of the current study, lowered 0.5 feet. The upstream and downstream invert elevations for this culvert are now 4995.5 and 4995.0 ft, msl, respectively. The remaining culvert design 7 M. HYDRAULIC ANALYSIS/SWALE DESIGN 3.1 Discharge Profile Definition ' The results of the hydrologic analysis presented in Section 2.2 were modified during the process of defining the 100-year discharge profile for the outfall swale to account for the effect ' of Windtrail Park. Although Winditail Park is still in the process of being designed, much is ' known of its hydrologic characteristics. First, it intercepts and detains all Basin A runoff which is generated west of the Windtrail ' Park property line. This leaves approximately 12.9 acres of the original Basin A to contribute runoff directly to the swale. The contribution from the eastern portion of Basin A was ' estimated, as documented in Appendix C, by an area ratio of the original Basin A 100-year runoff. ' Second, the latest site configuration for Windtrail Park included the design of a detention pond to be located in the development's northeast corner which would release 27 cfs to the ' outfall Swale. Due to site changes which are currently being evaluated, the pond's release rate may need to be increased slightly. Therefore, the 100-year release rate for the Windtrail Park detention pond is hereby set at 30 cfs; any incremental increase in release rate requested by that development would require an evaluation of the impact on the outfall swale. Based on the conditions cited above, the 100-year discharge profile was defined for the outfall Swale. Documentation of this analysis is provided in Appendix C. The resulting discharge profile is summarized under the heading "original discharges" in Table 3.1. It is noted that the design points and cross sections referenced in the table are indicated on Sheets 2 and 3, respectively. Pursuant to the previous request by CSURF to provide additional capacity in the downstream reach of the swale, the discharge profile was adjusted to meet the requirements specified by CSURF's consulting engineer. Details of the profile adjustment are documented in Appendix C. The resulting discharge profile is summarized as the "adjusted discharges" in Table 3.1. All future development must conform to the adjusted discharge profile given in Table 3.1 or provide on -site detention in order to avoid exceeding the capacity of the swale. Table 2. 1. Summary of the 100-Year Hydrologic Analysis for Post-Windrtail Development Conditions. . .. .... .. ... RunoffCoefficients Concentration c..e..n...tra iow AbW .kapt ... .... ... . .. ....... P6 Subbasin . . ..... Intensity .... . -.. ..-Q . . ........ .... ............... :Ode... . .I..Y.. .. C F41d: .- ..... : I :: ....... . ..... ....Discharge . . ..... 3a A 0.20 1.25 37.7 3.65 22.5 20.5 I B 0.60 1.25 17.9 5.5 12.3 50.7 2 C 0.60 1.25 11.6 6.7 4.5 22.6 3b D 0.71 1.25 10.3 7.0 2.0 12.5 3b B, C & D 0.61 1.25 17.9 5.5 18.8 78.9 3 A-D 0.39 1.25 37.7 3.65 41.3 73.3 4a E 0.60 1.25 15.6 5.95 1 4.2 18.7 4b F 0.22 1.25 24.0 4.7 7.5 9.7 4b A-D & F 0.36 1.25 37.7 3.65 48.8 80.2 4 A-F 0.38 1.25 37.7 3.65 53.0 91.9 9 K 0.27 1.25 17.6 5.6 1.8 3.4 9 A-F & K 0.38 1.25 37.7 3.65 54.8 95.0 5 L 0.27 1.25 18.2 5.45 2.1 3.9 5 A-F, K & L 0.37 1.25 37.7 1 3.65 56.9 96.1 6 H 0.30 1.25 21.5 5.0 3.6 6.8 7 1 0.50 1.25 9.2 7.0 4.7 20.6 7 H & I 0.41 1.25 21.5 5.0 8.3 21.3 8a J 0.50 1.25 15.1 6.0 6.5 24.4 8a H, I & J 0.45 1.25 21.5 5.0 14.8 41.6 8 A-F & H-L 0.39 1.25 37.7 3.65 71.7 127.6 10 G 0.20 1.25 23.0 5.85 8.7 12.7 11 M 1 20 1.25 8.3 7.0 1 0.3 0.5 11 G & M 0.20 1.25 L 23.0 5.85 9.0 1 13.2 5 ' on Sheet 1, it was conservatively assumed that Basins H and I contribute their entire runoff to the outfall swale at the east end of Gilgalad Way; and (b) Basin A, which encompasses much ' of the proposed Windtrail Park development, was assumed to be entirely undeveloped. The effect of the proposed Windtrail Park site was considered in conjunction with the definition of the discharge profile for the swale, as described in Section 3.1. With the exception of Basin G, Basins A through L are tributary to the outfall swale (see Sheet 2). Runoff from Basins G and M is still directed to Arthur's Ditch. In order to estimate the 100-year discharge which would enter the ditch in the proposed condition, the runoff from Basins G and M was combined at Design Point 11 (DP 11). The hydrologic analysis conducted for the post-Windtrail development condition is documented in Appendix B. The results of the -analysis are summarized in Table 2.1. As indicated in the table, Arthur's Ditch would receive 13 cfs from the site during the 100-year event; this represents a reduction of 94 cfs compared to pre-Windtrail conditions. It is noted that not all design points indicated on Sheet 2 are represented in the table. Those design points which do not impact the swale design discharges were not included in this analysis. 4 II. HYDROLOGIC ANALYSES 2.1 Pre -Development Hydrologic Analysis As part of the current study, runoff patterns prior to development of the Windtrail area were evaluated and analyzed. Sheet 1 from the preliminary drainage report [LA, January 1994] reflects the pre-Windtrail development condition; upon review of the Sheet 1 topography, it was determined that runoff from Basins A through J was directed, in its entirety, to Arthur's Ditch. Sheet 1 from the preliminary report is enclosed herein as part of Appendix A. An existing berm located along the south side of the Spring Creek Trail precluded runoff from entering Spring Creek. The pre-Windtrail topography shown on preliminary Sheet 1 supports the conclusion that the 80.7 acres identified as Basins A through J were tributary to Arthur's Ditch. The hydrologic analysis, conducted using the Rational Method, for the preliminary drainage report assumed current development conditions in the Hill Pond, Sundering, and Wilderland areas (Basins B, C and D). That hydrologic analysis also assumed fully -developed conditions for the Windtrail on Spring Creek and Windtrail Townhomes developments. In order to estimate the pre-Windtrail development runoff to Arthur's Ditch, the preliminary Rational Method analysis was revised for the current study assuming no development of the Windtrail areas. The revised Rational Method analysis is documented in Appendix A. The results of this analysis indicate that the pre-Windtrail development runoff to Arthur's Ditch was 29 and 107 cfs for the 2- and 100-year events, respectively. 2.2 Post -Development Hydrologic Analysis Given the latest grading plan for the outfall swale, shown on Sheet 1 for the current study, the post-Windtrail development hydrologic analysis was revised. The grading plan shown on Sheet 1 dictated the addition of basins and re -delineation of existing basin boundaries used in the Rational Method analysis; the revised basin boundaries are shown on Sheet 2. Inherent in the current hydrologic analysis are two assumptions: (a) although a portion of the runoff from Basins H and I will actually be diverted to Spring Creek via the proposed 27-inch RCP shown 3 associated with the revised swale design (prepared by TST, Inc.) were also approved and construction of the revised swale commenced. Motivated by complaints lodged by neighbors of the Windtrail area, the City of Fort Collins Department of Natural Resources halted construction of the swale citing destruction of wetland, lack of conformity to the natural drainage path, and other issues. Seeking to incorporate all beneficial and prudent natural features in the swale design, the Windtrail LLC engaged Lidstone & Anderson, Inc. (LA) to redesign the swale in accordance with the requests of the Department of Natural Resources. The revised outfall Swale design documented herein is the result of these efforts by LA and the Windtrail LLC. ' 1.2 Purpose and Scope of Study The purpose of this study was the redesign of the major outfall swale for the Windtrail P.U.D. to meet the approval of the Department of Natural Resources by minimizing the destruction of wetland, including as much of the existing wetland as possible in the Swale, following the existing drainage path to the extent practicable, and incorporating other riparian enhancements. The scope of this study was limited to the analyses required to redesign the major outfall swale. The information and design features presented herein focus on the major outfall swale. All other drainage features required for the Windtrail area have been designed and documented in previous reports by LA; their designs do not require revisions in conjunction with this major swale redesign. I. INTRODUCTION 1.1 Background The Windtrail P.U.D. is a proposed residential development located in the northwest quarter of Section 23, Township 7 North, Range 69 West, in the City of Fort Collins, Colorado. This development is being phased with construction currently underway on two approved tracts, Windtrail Townhomes and Windtrail on Spring Creek (a single-family site); with a third tract, Windtrail Park currently being designed. The Windtrail area encompasses a natural drainage path which collects runoff and directs it from southwest to northeast between Shields Street and Arthur's Ditch. The necessity for an engineered drainageway was identified in the "Preliminary Drainage Report for the Windtrail P.U.D." [LA, January 1994]. In that report, an alignment for a major outfall swale was proposed (which essentially followed the existing drainage path); cross sections were also defined as part of the preliminary swale design. This swale is necessary for providing runoff conveyance for the entire Windtrail area, as well as a significant upland area south of Windtrail and north of Larimer County Canal No. 2. Consequently, a final design for the outfall swale was proposed as part of the first Windtrail tract -- Windtrail Townhomes. A finalized swale design was documented in the, "Final Drainage Report for the Windtrail P.U.D., Townhomes Site" [LA, February 1994]. This report was approved by the Stormwater Utility in June 1994. The Colorado State University Research Foundation (CSURF) is the major landowner of the upland area south of Windtrail which would be served by the outfall swale. Subsequent to the Stormwater Utility's approval but before the outfall swale was fully constructed, CSURF objected to the approved swale alignment. Since the Windtrail Limited Liability Corporation (LLC) and CSURF are attempting to coordinate efforts to develop this area, the Windtrail LLC agreed to redesign the swale given the significantly -altered alignment requested by CSURF's consulting engineer Mr. Patrick Mulhern of Mulhern MRE, Inc. Mr. Mulhern also requested that the downstream -most 400 feet of the swale be oversized to accommodate additional runoff from the upland area. The requisite changes to the swale were documented in the, "Addendum to the Final Drainage Report for the Windtrail P.U.D., Townhomes Site" [LA, March 1995]. This report was approved by the Stormwater Utility in April 1995; engineering drawings 1 TABLE OF CONTENTS I. INTRODUCTION ....................................... 1 1.1 Background ....................................... 1 1.2 Purpose and Scope of Study ............................. 2 H. HYDROLOGIC ANALYSES ................................. 3 2.1 Pre -Development Hydrologic Analysis ....................... 3 2.2 Post -Development Hydrologic Analysis ...................... 3 III. HYDRAULIC ANALYSIS/SWALE DESIGN ....................... 6 3.1 Discharge Profile Definition ............................. 6 3.2 Hydraulic Analysis ................................... 7 TABLES/TECHNICAL APPENDIX/SHEETS TABLES Table 2.1. Summary of the 100-Year Hydrologic Analysis for Post-Windrtail Development Conditions . ................... 5 Table 3.1. Design Discharge Profile (100-Year Event) for the Windtrail Outfall Swale ............................ 7 TECHNICAL APPENDIX Appendix A: Pre -Development Hydrologic Calculations Appendix B: Hydrologic Analysis For Swale Design (Post-Windtrail Development) Appendix C: Swale Discharge Profile Definition Appendix D: Hydraulic Analysis SHEETS Sheet 1: Revised Grading and Erosion' Control Plan Sheet 2: Revised Grading and Drainage Plan Sheet 3: Outfall Swale Floodplain Map i LIDSTONE & ANDERSON, INC. Water Resources and Environmental Consultants 736 Whalers Way, Suite F-200 Fort Collins, Colorado 80525 (970) 226-0120 August 7, 1995 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 Re: Addendum No. 2, Outfall Swale Design for the Windtrail P.U.D. (LA Project No. COWC01) Dear Basil: Lidstone & Anderson, Inc. (LA) is pleased to submit the second addendum for the design of the Windtrail outfall Swale. The plan documented herein includes grading changes to make better use of the existing drainage path while mitigating wetland disturbance and enhancing riparian habitat. Also included in the plan is the lowering of the double box culvert which would serve as the swale's outlet to Spring Creek. The 100-year floodplain boundary is delineated on the enclosed Sheet 3. An additional feature, which has been termed the freeboard boundary, is also shown on Sheet 3. Due to the significantly natural appearance of the proposed swale, the 100-year flow will not be contained within a definable channel. Consequently, a hydraulic analysis of the 100-year discharge plus one-third was made to determine the corridor required to pass the extra (freeboard) flow. Therefore, the freeboard boundary indicates the minimum drainage path required to pass the 100-year event plus freeboard. If you have any questions regarding the procedures and results given in this report, please do not hesitate to call us. Sincerely, LIDSTONE 70N, INC. Gr J. Koch, P.E. Se for Engineer GJK/tlt Attachment Branch Office: Box 27, Savery, Wyoming 82332 ADDENDUM NO. 29 OUTFALL SWALE DESIGN FOR THE WINDTRAIL P.U.D. SUBMITTED TO: City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 PREPARED FOR: Windtrail LLC 1900 S. Shields Street Fort Collins, CO 80526 PREPARED BY: Lidstone & Anderson, Inc. 736 Whalers Way, Suite F-200 Fort Collins, CO 80525 (LA Project No. COWC01) August 7, 1995 Water Resources and Environmental Consultants