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28867T IA�S1 I��1 HYDROLOGY/HYDRAULIC REPORT for the TRADITION GOLF COURSE PROJECT IN THE CITY OF LA QUINTA TENTATIVE TRACT 2 s$6� PREPARED BY: KEITH INTERNATIONAL, INC. ~� PREPARED FOR SIENNA WEST OCTOBER, 1996 ++.++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 315.000 to Point/Station 1200.000 IMPROVED CHANNEL TRAVEL TIME Covered channel Upstream point elevation = 139.00(Ft.) Downstream point elevation = 138.60(Ft.) Channel length thru subarea = 40.00(Ft.) Channel base width = 12.000(Ft.) Slope or'Z' of left channel bank = 0.000 Slope or'Z of right channel bank = 0.000 Manning's'N' = 0.015 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 453.868(CFS) Depth of flow = 2.577(Ft.) Average velocity = 14.675(Ft/s) Channel flow top width =' 12.000(Ft.) Flow Velocity = 14.67(FVs) Travel time = 0.05 min. Time of concentration = 11.67 min. Critical depth = 3.563(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1200.000 to Point/Station 1205.000 **** IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation = 138.60(Ft.) Downstream point elevation= 100.00(Ft.) Channel length thru subarea = 700.00(Ft.) Channel base width = 70.000(Ft.) Slope or'Z' of left channel bank = 2.500 Slope or'Z' of right channel bank: 2.500 Manning's 'N' = 0.024 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 453.868(CFS) Depth of flow = 0.614(Ft.) Average velocity = 10.333(Ft/s) Channel flow top width = 73.070(Ft.) Flow Velocity = 10.33(Ff/s) Travel time = 1.13 min. Time of concentration = 12.80 min. Critical depth = 1.078(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1203.000 to Point/Station 1205.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 140.000(Ft.) End of natural channel elevation = 100.000(Ft.) Length of natural channel = 710.000(Ft.) Estimated mean flow rate at midpoint of channel = 465.407(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = n + 8(q A.352)(slope "0.5) Velocity using mean channel flow = 18.16(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0563 Corrected /adjusted channel slope= 0.0563 Travel time = 0.65 min. TC = 13.45 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.576 Decimal fraction soil group A = 1.000 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 2) = 38.00 Rainfall intensity = 3.866(INHr) fora 100.0 year storm Subarea runoff = 13.359(CFS) for 6.000(Ac.) Total runoff = 467.228(CFS) Total area = 124.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1205.000 to Point/Station 1215.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 100.00(Ft.) Downstream point elevation = 99.50(Ft.) Channel length thru subarea = 25.00(Ft.) Channel base width = 60.000(Ft.) Slope or'Z' of left channel bank = 15.000 Slope or'Z' of right channel bank = 10.000 Manning's'N' = 0.020 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 467.228(CFS) Depth of flow = 0.804(Ft.) Average velocity = 8.301(Ft/s) Channel flow top width = 80.089(Ft.) Flow Velocity = 8.30(FUs) Travel time = 0.05 min. Time of concentration = 13.50 min. Critical depth = 1.125(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1205.000 to Point/Station 1215.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 124.000(Ac.) Runoff from this stream = 467.228(CFS) Time of concentration = 13.50 min. Rainfall intensity = 3.858(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1213.000 to Point/Station 1215.000 ***' INITIAL AREA EVALUATION Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 119.000(Ft.) Bottom (of initial area) elevation = 99.500(Ft.) Difference in elevation = 19.500(Ft.) Slope = 0.02053 s(percent)= 2.05 TC = k(0.420) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 14.187 min. Rainfall intensity = 3.746(ln /Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.667 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 22.506(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1213.000 to Point/Station 1215.000 "" CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 22.506(CFS) Time of concentration = 14.19 min. Rainfall intensity = 3.746(INHr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 400.000 to Point/Station 405.000 INITIAL AREA EVALUATION "*'" A Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1160.000(Ft.) Bottom (of initial area) elevation= 1000.000(Ft.) Difference in elevation = 160.000(Ft.) Slope = 0.50000 s(percent)= 50.00 TC = k(0.530) "((1ength ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.117 min. Rainfall intensity = 6.154(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 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) = 89.00 Initial subarea runoff = 59.337(CFS) Total initial stream area = 11.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 405.000 to Point/Station 415.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION'"`3 Top of natural channel elevation = 1000.000(Ft.) End of natural channel elevation = 210.000(Ft.) Length of natural channel = 2225.000(Ft.) Estimated mean flow rate at midpoint of ehannet s 110.6834CF6) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 15.56(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.3551 Corrected /adjusted channel slope = 0.3551 Travel time = 2.38 min. TC = 8.50 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 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) = 89.00 Rainfall intensity = 5.068(INHr) fora 100.0 year storm Subarea runoff = 83.937(CFS) for 19.000(Ac.) Total runoff = 143.274(CFS) Total area = 30.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 410.000 to Point/Station 415.000 SUBAREA FLOW ADDITION UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 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) = 89.00 Time of concentration = 8.50 min. Rainfall intensity = 5.068(In/Hr) fora 100.0 year storm Subarea runoff = 57.430(CFS) for 13.000(Ac.) . Total runoff = 200.704(CFS) Total area = 43.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 415.000 to Point/Station 435.000 """ IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation= 210.00(Ft.) Downstream point elevation = 180.00(Ft.) Channel length thru subarea = 330.00(Ft.) Channel base width = 20.000(Ft.) Slope or'Z' of left channel bank= 2.000 Slope or'Z' of right channel bank= 2.000 Manning's'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 200.704(CFS) Depth of flow = 0.779(Ft.) Average velocity = 11.946(Ft/s) Channel flow top width = 23.117(Ft.) Flow Velocity = 11.95(Ft/s) Travel time = 0.46 min. Time of concentration = 8.96 min. Critical depth = 1.391 (Ft.) +++++++++++++++++++++++++++++++++++++++ +++ + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 415.000 to Point/Station 435.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 2 in normal stream number 1 Stream flow area = 43.000(Ac.) Runoff from this stream = 200.704(CFS) Time of concentration = 8.96 min. Rainfall intensity = 4.913(ln/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 420.000 to Point/Station 425.000 *'** INITIAL AREA EVALUATION Initial area flow distance = 640.000(Ft.) U Top (of initial area) elevation = 1482.000(Ft.) Bottom (of initial area) elevation= 1000.000(Ft.) Difference in elevation = 482.000(Ft.) Slope = 0.75313 s(percent)= 75.31 TC = k(0.530) *((length "3) /(elevation change)] ^0.2 Initial area time of concentration = 7.437 min. Rainfall intensity = 5.484(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.874 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) = 89.00 Initial subarea runoff = 62.294(CFS) Total initial stream area = 13.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 425.000 to Point/Station 430.000 '** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** CAE Top of natural channel elevation = 1000.000(Ft.) End of natural channel elevation = 200.000(Ft.) Length of natural channel = 1937.000(Ft.) Estimated mean flow rate at midpoint of channel = 126.984(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(q".33)(slope ".492) Velocity using mean channel flow = 17.54(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.4130 Corrected/adjusted channel slope = 0.4130 Travel time = 1.84 min. TC = 9.28 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 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) = 89.00 Rainfall intensity = 4.813(In/Hr) fora 100.0 year storm Subarea runoff = 113.096(CFS) for 27.000(Ac.) Total runoff = 175.390(CFS) Total area = 40.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 430.000 to Point/Station 435.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 200.00(Ft.) Downstream point elevation = 180.00(Ft.) Channel length thru subarea = 150.00(Ft.) Channel base width = 10.000(Ft.) Slope or'Z' of left channel bank= 2.000 Slope or'Z' of right channel bank= 2.000 Manning's'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 175.390(CFS) Depth of flow = 0.950(Ft.) Average velocity = 15.506(Ft/s) Channel flow top width = 13.802(Ft.) Flow Velocity = 15.51(Ft/s) Travel time = 0.16 min. Time of concentration = 9.44 min. Critical depth = 1.859(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 430.000 to Point/Station 435.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 2 in normal stream number 2 Stream flow area = 40.000(Ac.) Runoff from this stream = 175.390(CFS) Time of concentration = 9.44 min. Rainfall intensity = 4.765(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 200.704 8.96 4.913 2 175.390 9.44 4.765 Largest stream flow has longer or shorter time of concentration Op = 200.704 + sum of Qa Tb/Ta 175.390 * 0.949 = 166.523 Op = 367.227 Total of 2 streams to confluence: Flow rates before confluence point: 200.704 175.390 Area of streams before confluence: 43.000 40.000 Results of confluence: Total flow rate = 367.227(CFS) Time of concentration = 8.961 min. Effective stream area after confluence = 83.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + + + + + + + + + + +++ ++ Process from Point/Station 435.000 to Point/Station 440.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 180.00(Ft.) Downstream point elevation = 140.00(Ft.) Channel length thru subarea = 550.00(Ft.) Channel base width 20.000(Ft.) Slope or'Z' of left channel bank= 2.000 Slope or'Z' of right channel bank= 2.000 Manning's'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 367.227(CFS) Depth of flow = 1.189(Ft.) Average velocity = 13.806(Ft/s) Channel flow top width = 24.755(Ft.) Flow Velocity = 13.81(FUs) Travel time = 0.66 min. Time of concentration = 9.63 min_. Critical depth = 2.031 (Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 435.000 to Point/Station 440.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 4 in normal stream number 1 Stream flow area = 83.000(Ac.) Runoff from this stream = 367.227(CFS) Time of concentration = 9.63 min. Rainfall intensity = 4.710(ln /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1210.000 to Point/Station 440.000 INITIAL AREA. EVALUATION "*' �7� Initial area flow distance = 535.000(Ft.) Top (of initial area) elevation = 182.000(Ft.) Bottom (of initial area) elevation = 140.000(Ft.) Difference in elevation = 42.000(Ft.) Slope = 0.07850 s(percent)= 7.85 TC = k(0.420) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 8.622 min. Rainfall intensity = 5.026(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.705 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 10.635(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1210.000 to Point/Station 440.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 4 in normal stream number 2 Stream flow area = 3.000(Ac.) Runoff from this stream = 10.635(CFS) Time of concentration = 8.62 min. Rainfall intensity = 5.026(In /Hr) .++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 437.000 to Point/Station 440.000 INITIAL AREA EVALUATION "" M Initial area flow distance = 1232.000(Ft.) �_T't Top (of initial area) elevation = 210.000(Ft.) Bottom (of initial area) elevation = 140.000(Ft.) Difference in elevation = 70.000(Ft.) Slope = 0.05682 s(percent)= " 5.68 TC = k(0.530)'[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 16.204 min. Rainfall intensity = 3.464(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.859 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) = 89.00 Initial subarea runoff = 8.928(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 437.000 to Point/Station 440.000 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number: 4 in normal stream number 3 Stream flow area = 3.000(Ac.) Runoff from this stream = 8.928(CFS) Time of concentration = 16.20 min. Rainfall intensity = 3.464(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 439.000 to Point/Station 440.000 INITIAL AREA EVALUATION Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 460.000(Ft.) Bottom (of initial area) elevation = 140.000(Ft.) Difference in elevation = 320.000(Ft.) Slope = 0.42667 s(percent)= 42.67 TC = k(0.530)'[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 8.877 min. Rainfall intensity = 4.940(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.871 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) = 89.00 Initial subarea runoff = 12.908(CFS) AREA SUMMARIES Length of natural channel = 2760.000(Ft.) Estimated mean flow rate at midpoint of channel = 279.412(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow= 19.12(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.2899 Corrected /adjusted channel slope = 0.2899 Travel time = 2.41 min. TC = 10.96 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.867 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) = 89.00 Rainfall intensity = 4.362(IrVHr) for a 100.0 year storm Subarea runoff = 382.068(CFS) for 101.000(Ac.) Total runoff = 439.270(CFS) Total area = 114.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 310.000 to Point/Station 315.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 139.000(Ft.) Length of natural channel = 552.000(Ft.) Estimated mean flow rate at midpoint of channel = 446.977(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 13.89(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope= 0.1105 Corrected/adjusted channel slope= 0.1105 Travel time .= 0.66 min. TC = 11.62 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.866 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) = 89.00 Rainfall intensity = 4.214(In/Hr) fora 100.0 year storm Subarea runoff = 14.598(CFS) for 4.000(Ac.) Total runoff = 453.868(CFS) Total area = 118.000(Ac.) Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 12/10/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100B *******" Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (inJhr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 300.000 to Point/Station 305.000 INITIAL AREA EVALUATION "*"" n1-A Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 1560.000(Ft.) Bottom (of initial area) elevation= 1000.000(Ft.) Difference in elevation = 560.000(Ft.) Slope = 0.65882 s(percent)= 65.88 TC = k(0.530) "[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 8.556 min. Rainfall intensity = 5.049(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 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) = 89.00 Initial subarea runoff = 57.202(CFS) Total initial stream area = 13.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 305.000 to Point/Station 310.000 """'` NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** 0�3 Top of natural channel elevation = 1000.000(Ft.) End of natural channel elevation = 200.000(Ft.) Stream Flow rate IC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1338.975 17.71 3.287 2 20.529 .17.11 3.354 3 7.720 7.62 5.404 Largest stream flow has longer time of concentration Qp = 1338.975 + sum of Qb la/lb 20.529 • 0.980 = 20.117 Qb ta/Ib 7.720 • 0.608 = 4.696 Qp = 1363.787 Total of 3 streams to confluence: Flow rates before confluence point: 1338.975 20.529 7.720 Area of streams before confluence: 755.000 9.000 2.000 Results of confluence: Total flow rate -= 1363.787(CFS) Time of concentration = 17.709 min. Effective stream area after confluence = 766.000(Ac.) +++++.f+++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1025.000 to Point/Station 1035.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 103.50(Ft.) Downstream point elevation = 70.00(Ft.) Channel length thru subarea = 1000.00(Ft.) Channel base width = 20.000(Ft.) Slope or'T of left channel bank = 2.000 Slope or'T of right channel bank = 2.000 Manning's 'N' = 0.030 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1363.787(CFS) Depth of flow = 3.158(Ft.) Average velocity = 16.411(FUs) Channel flow top width = 32.632(Ft.) Flow Velocity = 16.41(Ft/s) Travel time = 1.02 min. Time of concentration = 18.72 min. Critical depth = 4.500(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1030.000 to Point/Station 1035.000 **" NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION — Top of natural channel elevation = 102.000(Ft.) End of natural channel elevation = 70.000(Ft.) Length of natural channel = 1400.000(Ft.) Estimated mean flow rate at midpoint of channel= 1370.019(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 ± 8(q A.352)(slope "0.5) Velocity using mean channel flow = 16.43(FUs) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0229 Corrected/adjusted channel slope = 0.0229 Travel time = 1.42 min. TC = 20.14 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.525 Decimal fraction soil group A = 1.000 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 2) = 38.00 Rainfall intensity = 3.046(INHr) for a 100.0 year storm Subarea runoff = 11.196(CFS) for 7.000(Ac.) Total runoff = 1374.984(CFS). Total area = 773.000(Ac.) End of computations, total study area = 773.00 (Ac.) The following figures may be used fora, unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.989 Area averaged RI index number = 85.8 "**Q CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 755.000(Ac.) Runoff from this stream = 1338.975(CFS) Time of concentration = 17.71 min.. Rainfall intensity = 3.287(INHr) ++.+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1015.000 to Point/Station 1016.000 INITIAL AREA EVALUATION Initial area flow distance 388.000(Ft.) Top (of initial area) elevation = 156.000(Ft.) Bottom (of initial area) elevation = 151.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01289 s(percent)= • 1.29 TC = k(0. 420) *[(lengthA3 )/(elevation change)]10.2 Initial area time.of concentration = 10.883 min. Rainfall intensity = 4.381(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2.Acre Lot) Runoff Coefficient = 0.688 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal'fraction soil group D = 0.000 RI index for soii(AMC 2) = 32.00 Initial subarea runoff = 3.014(CFS) Total initial stream area 1.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1016.000 to Point/Station 1025.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 151.000(Ft.) End of street segment elevation = 103.300(Ft.) Length of street segment = 1882.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [If side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flovrtine = 2.000(In.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.068(CFS) Depth of flow = 0.477(Ft.) Average velocity = 5.037(FUs) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.997(Ft.) Flow velocity = 5.04(FUs) Travel time = 8.23 min. TC = 17.11 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.653 Decimal fraction soil group A = 1.000 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 2) = 32.00 Rainfall intensity = 3.354(In/Hr) for a 100.0 year storm Subarea runoff = 17.516(CFS) for 8.000(Ac.) Total runoff = 20.529(CFS) Total area = 9.000(Ac.) Street flow at end of street = 20.529(CFS) Half street flow at end of street = 20.529(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.50(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) +++++++..++++++++++++..++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1015.000 to Point/Station 1025.000 "" CONFLUENCE OF MINOR STREAMS''"'' Along Main Stream number. 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 20.529(CFS) Time of concentration = 17.11 min. Rainfall intensity = 3.354(In/Hr) +++++++++++++++++.++++++++++++++++.++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1020.000 to Point/Station 1025.000 INITIAL AREA EVALUATION Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 103.300(Ft.) Difference in elevation = 13.700(Ft.) Slope = 0.04567 s(percent)= 4.57 TC.= k(0.420)- [(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 7.624 min. Rainfall intensity = 5.404(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.714 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 7.720(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++.+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1020.000 to Point/Station 1025.000 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 3 Stream flow area = 2.000(Ac.) Runoff from this stream = 7.720(CFS) Time of concentration = 7.62 min. Rainfall intensity = 5.404(In/Hr) Summary of stream data: . Total flow rate = 23.364(CFS) Time of concentration = 12.091 min. Effective stream area after confluence = 11.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1110.000 to Point/Station 1115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 132.00(Ft.) Downstream point/station elevation = 131.25(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes z 1 Required pipe flow = 23.364(CFS) Nearest computed pipe diameter = 30.00(in.) Calculated individual pipe flow = 23.364(CFS) Normal flow depth in pipe = 20.39(In.) Flow top width inside pipe = 28.00(In.) Critical Depth = 19.76(ln.) Pipe flow velocity = 6.57(FUs) Travel time through pipe = 0.38 min. Time of concentration (fC) = 12.47 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1110.000 to Point/Station 1115.000 ****.CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 11.000(Ac.) Runoff from this stream = 23.364(CFS) Time of concentration = 12.47 min. Rainfall intensity = 4.042(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 282.341 12.33 4.069 2 23.364 12.47 4.042 Largest stream flow has longer or shorter time of concentration Qp = 282.341 + sum of Qa Tb/Ta 23.364 * 0.989 = 23.104 Qp = 305.445 Total of 2 main streams to confluence: Flow rates before confluence point: 282.341 23.364 Area of streams before confluence: 74.000 11.000 Results of confluence: Total flow rate = 305.445(CFS) Time of concentration = 12.333 min. Effective stream area after confluence = 85.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1115.000 to Point/Station 1130.000 ''*** PIPEFLOW TRAVEL TIME (Program estimated size) * ** Upstream point/station elevation = 131.25(Ft.) Downstream point/station elevation = 128.00(Ft.) Pipe length 320.00(Ft.) . Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 305.445(CFS) Nearest computed pipe diameter = 63.00(ln.) Calculated individual pipe flow = 305.445(CFS) Normal flow depth in pipe = 52.97(In.) Flow top width inside pipe= 46.10(ln.) Critical Depth = 57.19(ln.) Pipe flow velocity = 15.72(FVs) Travel time through pipe = 0.34 min. Time of concentration (TC) = 12.67 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1130.000 to Point/Station 1003.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 128.00(Ft.) Downstream point elevation = 116.00(Ft.) Channel length thru subarea = 550.00(Ft.) Channel base width = 10.000(Ft.) Slope or'Z of left channel bank = 2.500 Slope or'Z' of right channel bank = 2.500 Manning's 'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 305.445(CFS) Depth of flow = 2.093(Ft.) Average velocity - 9.582(Ft/s) Channel flow top width = 20.464(Ft.) Flow Velocity = 9.58(FUs) Travel time = 0.96 min. Time of concentration = 13.63 min. Critical depth = 2.469(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1130.000 to Point/Station 1003.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 85.000(Ac.) Runoff from this stream = 305.445(CFS) Time of concentration = 13.63 min. Rainfall intensity = 3.836(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++.+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1000.000 to Point/Station 1003.000 USER DEFINED FLOW INFORMATION AT A POINT Rainfall intensity = 3.625(In/Hr) fora 100.0 year stone UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.861 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) = 89.00 User specified values are as follows: TC = 15.00 min. Rain intensity = 3.63(In/Hr) Total area = 653.00(Ac.) Total runoff = 1020.00(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1000.000 to Point/Station 1003.000 **** CONFLUENCE OF MAIN STREAMS'"' The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 653.000(Ac.) Runoff from this stream = 1020.000(CFS) Time of concentration = 15.00 min. Rainfall intensity = 3.625(In/Hr) Summary of stream data: Stream Flow rate TQ Rainfall Intensity No. (CFS) (min) (In/Hr) 1 305.445 13.63 3.836 2 1020.000 15.00 3.625 Largest stream flow has longer time of concentration Qp = 1020.000 + sum of Qb la/lb 305.445* 0.945= 288.643 Op = 1308.643 Total of 2 mainstreams to confluence: Flow rates before confluence point: 305.445 1020.000 Area of streams before confluence: 85.000 653.000 Results of confluence: Total flow rate= - 1308.643(CFS) Time of concentration= - 15.000• min. Effective stream area after confluence = 738.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1003.000 to Point/Station 1010.000 "" IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation = 116.00(Ft.) Downstream point elevation = 104.00(Ft.) Channel length thru subarea 800.00(Ft.) Channel base width = 20.000(Ft.) Slope WE of left channel bank = 2.500 Slope or.'Z' of right channel bank = 2.500 Manning's'N' = 0.030 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1308.643(CFS) Depth of flow = 3.750(Ft.) Average velocity=' I I:880(FUs) Channel flow top width = 38.749(Ft.) Flow Velocity = 11.88(Ft/s) Travel time = 1.12 min. Time of concentration = 16.12 min. Critical depth = 4.250(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1005.000 to Point/Station 1010.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION'"'' �CI Top of natural channel elevation = 154.000(Ft.) End of natural channel elevation = 104.000(Ft.) Length of natural channel = 1700.000(Ft.) Estimated mean flow rate at midpoint of channel = 1323.716(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q".352)(slope^0.5) Velocity using mean channel flow = 18.43(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0294 Corrected/adjusted channel slope = 0.0294 Travel time = 1.54 min. TC = 17.66 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.542 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Rl index for soil(AMC 2) = 38.00 Rainfall intensity = 3.292(In/Hr) fora 100.0 year storrn Subarea runoff'-- 30.331(CFS) for 17.000(Ac.) Total runoff = 1338.975(CFS) Total area = 755.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1010.000 to Point/Station 1025.000 IMPROVED CHANNEL TRAVEL TIME to x5 z Covered channel Upstream point elevation = 104.00(Ft.) Downstream point elevation = 103.50(Ft.) Channel length thru subarea = 50.00(Ft.) Channel base width = 40.000(Ft.) Slope or'Z' of left channel bank= 0.000 Slope or'T of right channel bank = 0.000 Manning's 'N' = 0.013 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 1338.975(CFS) Depth of flow = 1.979(Ft.) Average velocity = 16.918(FUs) Channel flow top width = 40.000(Ft.) Flow Velocity = 16.92(FUs) Travel time = 0:05 min. Time of concentration = 17.71 min. Critical depth = 3.250(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1010.000 to Point/Station 1025.000 HYDROLOGY4MRAULIC REPORT for the TRADITION GOLF COURSE PROJECT IN THE CITY OF LA QUINTA TENTATIVE TRACT 27613 I w -1114-01-9m, 0111 1-two KEITH INTERNATIONAL, INC. PREPARED FOR SIENNA WEST OCTOBER, 1996 Prepared under the supervision of /ROFESS CO No. 46188 \ Exp. 12/31/98 I Kris R. Schulze sTgl ' civ \� R.C.E. 46188 F OF CAS TABLE OF CONTENTS I. INTRODUCTION PURPOSE AND SCOPE DESIGN CRITERIA SUMMARY AND CONCLUSIONS II. HYDROLOGY ANALYSIS A. HYDROLOGY OVERVIEW B. PEAK RUNOFF AREA SUMMARY RATIONAL CALCULATIONS C. FLOOD VOLUME UNIT HYDROGRAPH CALCULATIONS BASIN CHARACTERISTICS (DEPTIUVOLUME CURVES) BASIN SIZING CALCULATIONS D. EXISTING DETENTION BASIN ANALYSIS III. HYDRAULIC ANALYSIS A. STREET CAPACITY CALCULATIONS B. PIPE SIZING CALCULATIONS C. CATCH BASIN SIZING CALCULATIONS D. GOLF COURSE CHANNEL SIZING CALCULATIONS APPENDICES OFF SITE HYDROLOGY MAP ON SITE HYDROLOGY MAP RIVERSIDE COUNTY HYDROLOGY PLATES SECTION I INTRODUCTION PURPOSE AND SCOPE DESIGN CRITERIA SUMMARY AND CONCLUSIONS PURPOSE AND SCOPE The purpose of this report is to provide hydrology and hydraulic analysis for the Tradition project located in the City of La Quinta necessary for the design and construction of storm drain facilities to include streets, catch basins, pipe and open channel structures and retention and or detention basins. The development is planned to be a blend of desert landscape, luxury residential and golf resort areas. It is bounded by Avenida Bermudas to the west, Avenue 52 to the north and mountains to the south and east. As part of the East La Quinta Storm Drain system, major storm drain improvements have been constructed within this development. These improvements were coordinated with an earlier planned golf course development, formally referred to the "Heritage Country Club ". It is the intent of this project to fully utilize these existing improvements and integrate them into the overall development and drainage system. These existing structures and basins will remain in place. The design will maintain all structure capacities and volumes. The proposed Tradition development is significantly less dense than the "Heritage Country Club ", reducing the run off rate and flood volumes to these existing structures. A summary of the peak flow rates and flood volumes. conveyed to these existing facilities are outlined in the "La Quinta Stormwater Project" report prepared by Bechtel Civil, Inc. in April, 1989. As approved by the Coachella Valley Water District (CVWD), Keith International, Inc. (KII) will not be required to redevelop the hydrology calculations which sized the existing structures and onsite basins. Instead, KII was directed to provide the necessary calculations to show that the basin volumes and storm drain structure capacities have not been diminished. To do this, depth/volume calculations for both on site basins have been prepared for existing and proposed conditions. Since the on site development has a reduced density (compared with the original design assumptions used for the Heritage Country Club) with fewer homes and increased landscaping, peak run off flows and flood volumes will also be reduced. This report includes: The determination of off site and on site drainage areas. Hydrology maps for the off site and on site areas have been prepared and are included in the Appendix. 2. Determination of peak flow rates using the Riverside Rational Method. Peak flow rates for the 100 year event will be used for street capacity analysis, catch basin sizing and pipe and channel sizing. Determination of flood volumes for the 24 -hour, 100 year event. On site retention will be sized to accommodate these flood volumes. Riverside County Unit Hydrograph Method was used for flood volume calculations. 4. Determination of on site retention basin requirements. Based on the proposed grading of the golf course holes, depth/volume curves for each basin has been determined. Total run off volumes for the 24 hour, 100 year storm event produced by the tributary areas to each retention basin has been determined. A percolation rate of V per hour was used in determining the basin capacity. Water surface elevations for each basin has been determined. Determination of the type, location and sizes of proposed storm drainage structures. Supporting hydraulic calculations are provided. 6. Analysis of the existing detention basin. In accordance with CVWD direction, the volume at each depth can not be substantially modified. The proposed grading plan provides for increased volume in this basin. DESIGN CRITERIA Peak flow rates for the 10 year and 100 year storm events have been calculated using the Riverside County Rational Method and AES rational software. The following parameters were used in the analysis 0.5 inches for the 2 year storm, 1.58 inches for the 100 year storm, hydrologic soil type `A' for all on -site areas and hydrologic soil type `D' for the area comprised of the surrounding off site hill side. Street capacities, catch basin sizing and pipe and channel sizing are based on the peak flows from the 100 year event. Since private streets are proposed (Right of way is located immediately behind the curb), the 100 year peak run off will be contained within the curbs. Flood volumes were determined using the Riverside County Unit Hydrograph method. A rainfall of 5" for the 24 hour -100 year event was used. The calculated flood volumes were used-to determined retention basin sizing and ponding depths. SUMMARY AND CONCLUSIONS The development is split into two distinct drainage areas. The south area conveys run off, both on site and off site flows to the existing detention basin. Existing pipe structures (2 -78 ") RC Pipes convey runoff from the East La Quinta channel into the development. An existing rip rap lined channel conveys this run off to, the two detention basins. The off site mountain flows to the east is conveyed to the large detention basin via an open channel (which will be, integrated into the golf course) and the existing 2 -90" RC pipes. These structures will be left in tact. The largest detention basin has, allowing for 1 foot of freeboard, about 520 A.F. at elevation 59.0. This figure is supported in Becthel's Design Report and confirmed through volume calculations taken from recent aerial topo. An additional 20 A.F. of detention storage is available in the two smaller basins located upstream of the large basin. This report provides the depth/volume calculations for each basin confirming that the total volume has not been diminished. The areas located north of the detention basin will provide on site retention. Runoff from the residential, club house and golf course areas will be conveyed to depressions located within the golf course. The retention areas have been integrated into the golf course grading plan as golfing amenities. The basin sizing is based on the total run off from a 24 hour - 100 year event. SECTION II HYDROLOGY ANALYSIS HYDROLOGY OVERVIEW PEAK RUNOFF AREA SUNIlv1ARY RATIONAL CALCULATIONS FLOOD VOLUME UNIT HYDROGRAPH CALCULATIONS BASIN CHARACTERISTICS BASIN SIZING CALCULATIONS HYDROLOGY OVERVIEW The hydrology was reviewed for the 10 and 100 year storm events. Peak run off rates were derived using the Riverside County Rational Method (Riverside County Flood Control and Water Conservation District 1978 Manual) and engineering software from Civil/CADD /Civil Design. Total run off volumes for the 24 hour - 100 year event were derived using the Riverside County Unit Hydrograph Method. The following parameters were used for the rational calculations: One Hour Precipitation Rainfall Intensity Plate 2 year 0.55 inches D -4.3 100 year 1.60 inches D -4.4 5 year 0.78 inches D -4.5 10 year 0.98 inches D -4.5 25 year 1.18 inches D -4.5 50 year 1.39 inches D -4.5 Slope of Intensity Duration Curve = 0.58 (Plate D -4.6) The following parameters were used for the unit hydrograph calculations: Total Adjusted Storm - 5.0 inches Plate x.x Soil Group A for Golf Course Area - Plate C -1 Soil Group D for Mountains - Plate C -1 RI number - Plate E -6.1 Pervious Areas taken from Plate E -6.2 Percent of Impervious Area - Plate D -6.3 COMPARISON WITH BECHTEL ANALYSIS From Bechtel Study Report Concentration Point I: Area = 1.75 mil = 1,120 acres Q10 = 2,500 cfs From Keith International - Rational Runs: RATIONAL RUN TOTAL AREA Q100 S 100A 773.0 1,375 S 100B 346.0 1,189 S 100C 29.5 46 S 100D 16.0 34 S100E 13.6 25 TOTALS 1,178.1 2,669 % Increase /Decrease 5.2 % Increasel 6.8% Increase Summary - Rational Run S 100A SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 02A. Offsite 15 205 65 02B Mite 43 210 161 02C Offsite 2 105 7 01 Offsite 14 105 58 CONFLUENCE 74 105 282 RI Residential 4 1110 11 R2 Residential 2 1110 6 R3 Residential 5 1110 11 CONFLUENCE 85 1115 305 User Input From Bechtel Analysis 653 1003 1020 CONFLUENCE 738 1003 1308 GC 1 Golf Course 17 1010 30 R4 Residential 9 1025 20 R5 Residential 2 1025 8 CONFLUENCE 766 1025 1364 GC2 Golf Course 7 1035 11 CONFLUENCE 1 773 1035 1 1375 Summary - Rational Run S 100B SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 03A Offsite 13 305 57 03B Offsite 101 310 382 03C Offsite 4 315 15 GC3 Golf Course 6 1205 13 CONFLUENCE 124 1215 467 R6 Residential 9 1215 23 04A Offsite 11 405 59 04B Offsite 19 415 84 04C Offsite 13 415 58 04D Ofisite 13 425 62 04E Offsite 27 430 113 R7 Residential 3 440 11 04F Offsite 3 440 9 04H Offsite 3 440 13 04G Offsite 2 445* 10 CONFLUENCE 227 1215 833 05A Offsite 9 505 38 05B Mite 4 510 16 05C Offsite 11 520 50 05D Offsite 20 525 83 05E Offsite 6 530 27 05F Offsite 17 525 70 05G Offsite 6 540 24 CONFLUENCE 300 1220 1096 OSH Offsite 6 550 30 05I Offsite 2 .555 10 GC4 Golf Course 24 1225 43 CONFLUENCE 332 1225 1164 GCS Golf Course 8 1240 9 051 Offsite 2 565 11 05K Offsite 2 570 11 05L Offsite 1 575 5 05M Offsite 1 580 5 CONFLUENCE 346 1240 1189 Summary - Rational Run S 100C SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R8 Residential 8 1315 19 GC6 Golf Course 14 1315 16 R10 Residential 7.5 1315 18 CONFLUENCE 29.5 1315 46 Summary - Rational Run S 100D SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R9 Residential 2 1325 6 Rll Residential 14 1325 29 CONFLUENCE 16 1 1325 34 Summary - Rational Run S 100E SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R4B,C West Side of Street K 1.8 1300 5 R8A West Side of Street K 3.4 1401 6 R12A West Side of Street K 1.2 1401 2 R13A West Side of Street K .23 1401 1 CONFLUENCE 6.63 1401 14 R12 Residential 5 1410 12 R13 Residential 2 1410 5 CONFLUENCE 7 1410 17 CONFLUENCE 13.63 1 1410.1 1 1 25 Summary - Rational Run S 100F SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R14 Residential 4 1430 11 R15 Residential 5 1430 14 CONFLUENCE 9 25 R16 Residential 13 1435 22 CONFLUENCE 22 -1435 47 I EM.- Summary - Rational Run S 100G SUB -AREA TYPE ACREAGE NODE FLOW (Q,w) Subarea Confluence R17 Residential 7 1446 15 NW' /� STREET `A' .2 1446 1 SW' /2 STREET `A' .2 1446 1 1 2 GC 16 GOLF COURSE .3 1444 5 Cl COMMERCIAL 2.5 1445 6 C2 COMMERCIAL 2 1446 4 CONFLUENCE 14.9 1446 28 Summary - Rational Run S 100G1 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence SE' /2 STREET `A' 1 1447 1 NE' /2 STREET `A' .2 1447 1 CONFLUENCE .4 1 1447 1 1 2 Summary - Rational Run S 100H SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R20 Residential 1.5 1470 5 CONFLUENCE 1.5 1470 1 1 5 Summary - Rational Run S 100I SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R18 Residential 6 1460 14 R19 Residential 1 1460 4 8 CONFLUENCE 7 1460 16 Summary - Rational Run S 100I1 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R18A Residential 3 1456 8 ICONFLUENCE 1 3 1 1456 8 Summary - Rational Run S 1007 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea -Confluence R21 Residential 3 1477 8 C3 Commercial 3 1477 12 CONFLUENCE 6 1477 18 R21A Residential 2 1480 5 R22A Residential 2 1480 5 CONFLUENCE 10 1480 27 Summary - Rational Run S 1 OOK SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R22 Residential 6 1490 13 CONFLUENCE 6 1490 1 13 Summary - Rational Run S 1 OOL SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence R23 Residential 5.6 1496 16 R24 Residential 19.5 1497 34 R25 Residential 1.7 1497 6 CONFLUENCE 26.8 1497 53 Summary - Toe Drain Analysis Rational Run TDRN 1 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 06 Offsite 4.8 6005 22 07 CONFLUENCE 4.8 6005 1 1 22 Rational Run TDRN2 SUB -AREA TYPE ACREAGE NODE FLOW (Q,w) Subarea Confluence 07 Offsite 3.2 6015 16 07 ICONFLUENCE 3.2 1 6015 1 16 Rational Run TDRN3. SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 07 Offsite 2 6025 11 07 CONFLUENCE 2 6025 1 1 11 Rational Run SDB 100 SUB -AREA TYPE ACREAGE NODE FLOW (Q,w) Subarea Confluence 08 Offsite 2.6 6105 12 07 Mite 9.0 6115 34 Confluence 11.6 6115 45 07 Offsite 12.2 6125 46 Confluence 23.8 6125 90 07 Offsite 6.3 6135 23 CONFLUENCE 30.1 6135 113 Summary - Toe Drain Analysis Rational Run TDC 100 SUB -AREA TYPE ACREAGE NODE FLOW (Q100) Subarea Confluence 012 Offsite 1.5 6205 8 012 Offsite 4.2 6215 20 Confluence 5.7 6215 28 011 Offsite 1.5 6225 9 CONFLUENCE 7.2 1 6215 1 1 34 Rational Run TDD 100 SUB -AREA TYPE ACREAGE NODE FLOW (Q1oo) Subarea Confluence 012 Offsite 1.5 6205 8 013 Offsite 2.3 6315 12 CONFLUENCE 3.8 6315 1 19 RATIONAL CALCULATIONS Riverside County Rational.Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study , Date: 11/01/96 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100A Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation= 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 200.000 to Point/Station 205.000 INITIAL AREA EVALUATION Initial area flow distance = 942.000(Ft.) Top (of initial area) elevation = 1560.000(Ft.) Bottom (of initial area) elevation = 920.000(Ft.) Difference in elevation = 640.000(Ft.) Slope = 0.67941 s(percent)= 67.94 TC = k(0.530) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 8.861 min. Rainfall intensity = 4.946(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.871 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) = 89.00 Initial subarea runoff = 64.613(CFS) Total initial stream area = 15.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 205.000 to Point/Station 210.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****. Top of natural channel elevation = 920.000(Ft.) End of natural channel elevation = 200.000(Ft.) Length of natural channel = 2300.000(Ft.) Estimated mean flow rate at midpoint of channel = 157.225(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 16.42(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.3130 Corrected/adjusted channel slope = 0.3130 Travel time= 2.33 min. TC = 11.19 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.867 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 soii(AMC 2) = 89.00 Rainfall intensity = 4.308(INHr) fora 100.0 year storm Subarea runoff = 160.590(CFS) for 43.000(Ac.) Total runoff = 225.203(CFS) Total area = 58.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 210.000 to Point/Station 105.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION OK- Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 140.000(Ft.) Length of natural channel = 600.000(Ft.) Estimated mean flow rate at midpoint of channel = 229.086(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow =. 10.61(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope= 0.1000 Corrected/adjusted channel slope = 0.1000 Travel time = 0.94 min. TC = 12.14 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.865 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 soii(AMC 2) = 89.00 Rainfall intensity = 4.108(INHr) for a 100.0 year storm Subarea runoff = 7.109(CFS) for 2.000(Ac.) Total runoff = 232.312(CFS) Total area = 60.000(Ac.) ++.}++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point/Station 210.000 to Point/Station 105.000 "" CONFLUENCE OF -MINOR STREAMS**** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 60:000(Ac.) Runoff from this stream = 232.312(CFS) Time of concentration = 12.14 min. Rainfall intensity = . 4.108(ln/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 105.000 INITIAL AREA EVALUATION'""' CI Initial area flow distance = 1030.000(Ft.) Top (of initial area) elevation = 760.000(Ft.) Bottom (of initial area) elevation = 140.000(Ft.) Difference in elevation = 620.000(Ft.) Slope = 0.60194 s(percent)= 60.19 TC = k(0.530)'[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 9.408 min. Rainfall intensity = 4.774(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 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) = 89.00 Initial subarea runoff = 58.143(CFS) Total initial stream area = 14.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 100.000 to Point/Station 105.000 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 58.143(CFS) Time of concentration = 9.41 min. Rainfall intensity = 4.774(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 232.312 12.14 4.108 2 58.143 9.41 4.774 Largest stream flow has longer time of concentration Op = 232.312 + sum of Qb la/lb 58.143 • 0.860 = 50.029 op = 282.341 Total of 2 streams to confluence: Flow rates before confluence point: 232.312 58.143 Area of streams before confluence: 60.000 14.000 Results of confluence: Total flow rate = . 282.341(CFS) Time of concentration = 12.138 min. Effective stream area after confluence = 74.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 1115.000 ** " PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 140.00(Ft.) Downstream point/station elevation = 131.25(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 282.341(CFS) Nearest computed pipe diameter = 51.00(In.) Calculated individual pipe flow = 282.341(CFS) Normal flow depth in pipe = 39.52(ln.) Flow top width inside pipe = 42.61 (in.) Critical depth could not be calculated. Pipe flow velocity = 23.93(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) _ . 12.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 105.000 to Point/Station 1115.000 *"* CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 74.000(Ac.) Runoff from this stream = 282.341(CFS) Time of concentration = 12.33 min. Rainfall intensity = 4.069(In/Hr) Program is now starting with Main Stream No. 2 +++++++.+++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1106.000 to Point/Station 1110.000 **** INITIAL AREA EVALUATION "" jR 1 Initial area flow distance = 780.000(Ft.) I� Top (of initial area) elevation = 156.000(Ft.) Bottom (of initial area) elevation = 132.000(Ft.) Difference in elevation = 24.000(Ft.) Slope = 0.03077 s(percent)= 3.08 TC = k(0.420)'[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 12.091 min. Rainfall intensity = 4.117(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient- 0.680 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 11.196(CFS) Total initial stream area = 4.000(Ac.) Pervious,area fraction = 0.600 .....++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + ++ Process from Point/Station 1106.000 to Point/Station 1110_.000 **" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 2 in normal stream number 1 Stream flow area = 4.000(Ac.) Runoff from this stream = 11.196(CFS) Time of concentration =' 12.09 min. Rainfall intensity = 4.117(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1107.000 to Point/Station 1110.000 INITIAL AREA EVALUATION Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 145.000(Ft.) Bottom (of initial area) elevation = 132.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.02364 s(percent)= 2.36 TC = k(0.420)"[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 11.084 min. Rainfall-intensity = 4.334(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.687 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 5.951(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1107.000 to Point/Station 1110.000 **" CONFLUENCE OF MINOR STREAMS "'" Along Main Stream number. 2 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 5.951(CFS) Time of concentration = 11.08 min. Rainfall intensity = 4.334(In/Hr) ++++++++++++++.+++.++++++++.+++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1100.000 to Point/Station 1105.000 INITIAL AREA EVALUATION Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 158.000(Ft.) Bottom (of initial area) elevation = 150.000(Ft.) Difference- in elevation = 8.000(Ft.) Slope = 0.00800 s(percent)= 0.80 TC = k(0.420)•[(lengthA3)/(elevation change)]"0.2 Initial area time of concentration = 17.484 min. Rainfall intensity = 3.312(In/Hr) for a ,100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.651 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 10.781(CFS). Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1105.000 to Point/Station 1110.000 •••• IMPROVED CHANNEL TRAVEL TIME '"•• Upstream point elevation = 150.00(Ft.) Downstream point elevation = 132.00(Ft.) Channel length thru subarea 550.00(Ft.) Channel base -width = 10.000(Ft.) Slope or'Z' of left channel bank= 2.500 Slope or'Z of right channel bank = 2.500 Manning's'N' = 0.030 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 10.781(CFS) Depth of flow = 0.277(Ft.) Average, velocity = 3.633(FUs) Channel flow top width = 11.387(Ft.) Flow Velocity = 3.63(Ft/s) Travel time = 2.52 min. Time of concentration = 20.01. min. Critical depth = 0.320(Ft.) + + + + + + ++ ++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1105.000 to Point/Station 1110.000 '"•" CONFLUENCE OF MINOR STREAMS "• R1_ Along Main Stream number. 2 in normal stream number 3 Stream flow area = 5.000(Ac.) Runoff from this stream= 10.781(CFS) Time of concentration = 20:01 min. Rainfall intensity .= 3.059(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.196 12.09 4.117 2 5.951 17.08 4.334 3 10.781 -20.01 3.059 Largest stream flow has longer or shorter time of concentration Qp = .11.196 + sum of Qb ta/lb 5.951 • 0.950 = 5.653 Qa Tb/Ta 10.781 • 0.604 = 6.515 Qp = . 23.364 Total of 3 streams to confluence: Flow rates before confluence point: 11.196 5.951 10.781 Area of streams before confluence: 4.000 2.000. 5.000 Results of confluence: Total initial stream area = 3.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station . 439.000 to Point/Station 440.000 "" CONFLUENCE OF MINOR STREAMS ***' Along Main Stream number. 4 in normal stream number 4 Stream flow. area = 3.000(Ac.) Runoff from this stream = 12.908(CFS) Time of concentration = 8.88 min. Rainfall intensity = 4.940(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 367.227 9.63 4.710 2 10.635 8.62 •5.026 3 8.928 16.20 3.464 4 12.908 8.88 4.940 Largest stream flow has longer or shorter time of concentration Op = 367.227 + sum of Ob la/lb 10.635 * 0.937 = 9.966 as Tb/Ta 8.928 ' 0.594 = 5.303 Ob la/lb 12.908 ' 0.953 = 12.307 Op = 394.803 Total of 4 streams to confluence: Flow rates before confluence point: 367.227 10.635 8.928 12.908 Area of streams before confluence: 83.000 3.000 1000 3.000 Results of confluence: Total flow rate = 394.803(CFS) Time of concentration = 9.625 min. Effective stream area after confluence = 92.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 440.000 to Point/Station 445.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 140.00(Ft.) Downstream point elevation= 110.00(Ft.) Channel length thru subarea = 400.00(Ft.) Channel base width = 20.000(Ft.) Slope WE of left channel bank = 2.000 Slope or'Z' of right channel bank = 2.000 Manning's 'N' = 0.030 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 394.803(CFS) Depth of flow = 1.229(Ft.) Average velocity = 14.303(Ft/s) Channel flow top width = 24.916(Ft.) Flow Velocity = 14.30(Ft/s) Travel time = 0.47 min. Time of concentration = 10.09 min. Critical depth = 2.125(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station . 440.000 to Point/Station 445.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 3 in normal stream number 1 Stream flow area = 92.000(Ac.) Runoff from this stream = 394.803(CFS) Time of concentration = 10.09 min. Rainfall intensity = 4.580(ln/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 443.000 to Point/Station 445.000 **** INITIAL AREA EVALUATION *"* cl, (' Initial area flow distance = 302.000(Ft.) lJ l� Top (of initial area) elevation = 200.000(Ft.) Bottom (of initial area) elevation= 110.000(Ft.) Difference in elevation = 90.000(Ft.) Slope = 0.29801 s(percent)= 29.80 TC = k(0.530) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 6.629 min. Rainfall intensity = 5.869(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.875 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) = 89.00 Initial subarea runoff = 10.276(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 443.000 to Point/Station 445.000 **** CONFLUENCE OF MINOR STREAMS'*** Along Main Stream number. 3 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 10.276(CFS) Time of concentration = 6.63 min. Rainfall intensity = 5.869(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) Qn /Hr) 1 394.803 10.09 4.580 2 10.276 6.63 5.869 Largest stream flow has longer time of concentration Qp = 394.803 + sum of Qb 1811b 10.276 * 0.780 = 8.020 Qp = 402.822 Total of 2 streams to confluence: Flow rates before confluence point: 394.803 10.276 Area of streams before confluence: 92.000 2.000 Results of confluence: Total flow rate = 402.822(CFS) Time of concentration = 10.091 min. Effective stream area after confluence = 94.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 445.000 to Point/Station 1215.000 ""' IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation= 110.00(Ft.) Downstream point elevation = 99.50(Ft.) Channel length thru subarea = 200.00(Ft.) Channel base width = 30.000(Ft.) Slope or'Z' of left channel bank= 2.500 Slope or'Z' of right channel bank = 2.500 Manning's'N' = 0.024 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 402.822(CFS) Depth of flow = 0.955(Ft.) Average velocity = 13.027(Ft/s). Channel flow top width = 34.774(Ft.) Flow Velocity = 13.03(Ft/s) Travel time = 0.26 min. Time of concentration = 10.35 min. Critical depth = 1.688(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 445.000 to Point/Station 1215.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 3 Stream flow area = 94.000(Ac.) Runoff from this stream = 402.822(CFS) Time of concentration = 10.35 min. Rainfall intensity = 4.513(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 467.228 13.50 3.858 2 22.506 14.19 3.746 3 402.822 10.35 4.513 Largest stream flow has longer or shorter time of concentration Op = 467.228 + sum of Qa Tb/Ta 22.506 ' 0.952 = 21.418 Qb la/lb 402.822 0.855.= 344.302 Qp = 832.948 Total of 3 main streams to confluence: Flow rates before confluence point: 467.228 22.506. 402.822 Area of streams before confluence: 124.000 9.000 94.000 Results of confluence: Total flow rate = 832.948(CFS) Time of concentration= 13.501 min. Effective stream area after confluence = 227.0000c.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1215.000 to Point/Station 1220.000 "" IMPROVED CHANNEL TRAVEL TIME "'* Upstream point elevation = 99.50(Ft.) Downstream point elevation = . 82.00(Ft.) Channel length thru subarea = 900.00(Ft.) Channel base width = 60.000(Ft.) Slope or'Z' of left channel bank= 5.000 Slope or'Z' of right channel bank= 5.000 Manning's'N' = 0.024 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 832.948(CFS) Depth of flow = 1.299(Ft.) Average velocity= 9.639(Ft/s)\ Channel flow top width = 72.995(Ft.) Flow Velocity = 9.64(Ft/s) Travel time = 1.56 min. Time of concentration = 15.06 min. Critical depth = 1.719(Ft.) ++++++++++......+++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1215.000 to Point/Station 1220.000 *"* CONFLUENCE OF MAIN STREAMS `"" The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 227.000(Ac.) Runoff from this stream = 832.948(CFS) Time of concentration = 15.06 min. Rainfall Intensity = 3.617(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 500.000 to Point/Station 505.000 INITIAL AREA EVALUATION'""' Initial area flow distance = 946.000(Ft.) Top (of initial area) elevation = 800.000(Ft.) Bottom (of initial area) elevation = 200.000(Ft.) Difference in elevation = 600.000(Ft.) Slope = 0.63425 s(percent)= 63.42 TC = k(0.530)•[(length "3) /(elevation change)) "0.2 Initial area time of concentration = 8.999 min. Rainfall intensity = 4.901(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.871 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) = 89.00 Initial subarea runoff = 38.405(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 505.000 to Point/Station 510.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION'"" Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 104.000(Ft.) Length of natural channel = 447.000(Ft.) Estimated mean flow rate at midpoint of channel = 46.939(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow= 9.16(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.2148 Corrected /adjusted channel slope = 0.2148 Travel time = 0.81 min. TC = 9.81 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.869 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) = 89.00 Rainfall intensity = 4.657(ln /Hr) fora 100.0 year storm Subarea runoff = 16.191(CFS) for 4.000(Ac.) Total runoff = 54.596(CFS) Total area = 13.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 510.000 to Point/Station 1220.000 "'*" IMPROVED CHANNEL TRAVEL TIME'"" Upstream point elevation = 104.00(Ft.) Downstream point elevation = 82.00(Ft.) Channel length thru subarea = 700.00(Ft.) Channel base width = 100.000(Ft.) Slope or'Z of left channel bank = 12.500 Slope or'Z' of right channel bank = 12.500 Manning's 'N' = 0.024 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 54.596(CFS) Depth of flow = 0.165(Ft.) Average velocity = 3.252(Ft/s) Channel flow top width = 104.113(Ft.) Flow Velocity = 3.25(FVs) Travel time = 3.59 min. Time of concentration = 13.40 min. Critical depth =. 0.207(Ft.) ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +. + + + + + + + + + + + ++ Process from Point/Station 510.000 to Point/Station 1220.000 ""' CONFLUENCE OF MAIN STREAMS ""' The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 13.000(Ac.) Runoff from this stream = 54.596(CFS) Time of concentration = 13.40 min. Rainfall intensity = 3.875(INHr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 515.000 to Point/Station 520.000 INITIAL AREA EVALUATION Initial area flow distance = 823.000(Ft.) Top (of initial area) elevation = 1482.000(Ft.) Bottom (of initial area) elevation = 800.000(Ft.) Difference in elevation = 682.000(Ft.) Slope = 0.82868 s(percent)= . 82.87 TC = k(0.530) "[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.068 min. Rainfall intensity = 5.227(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 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) = 89.00 Initial subarea runoff = 50.164(CFS) Total initial stream area = 11.000(Ac.) Pervious area fraction = 1.000 . +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 520.000 to Point/Station 525.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 800.000(Ft.) End of natural channel elevation = 200.000(Ft.) Length of natural channel = 1326.000(Ft.) Estimated mean flow rate at midpoint of channel = 95.768(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) Velocity using mean channel flow = 16.72(Ft/s) Correction to map slope used on extremely rugged channels with drops and,waterfalls (Plate D-6.2) Normal channel slope = 0.4525 Corrected/adjusted channel slope = 0.4525 Travel time = 1.32 min. TC = 9.39 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 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) = 89.00 Rainfall intensity = 4.779(INHr) fora 100.0 year storm Subarea runoff = 83.159(CFS) for 20.000(Ac.) Total runoff = 133.323(CFS) Total area = 31.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 520.000 to Point/Station 525.000 CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 3 in normal stream number 1 Stream flow area = 31.000(Ac.) Runoff from this stream = 133.323(CFS) Time of concentration = 9.39 min. Rainfall intensity = 4.779(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 515.000 to Point/Station 530.000 INITIAL AREA EVALUATION'"` Initial area flow distance = 855.000(Ft.) Top (of initial area) elevation = 1482.000(Ft.) Bottom (of initial area) elevation = 800.000(Ft.) Difference in elevation = 682.000(Ft.) Slope = 0.79766 s(percent)= 79.77 TC = k(0.530)'[(length ^3) /(elevation change)j ^0.2 Initial area time of concentration = 8.255 min. Rainfall intensity = 5A 57(In1Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 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) = 89.00 Initial subarea runoff = 26.984(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 530.000 to Point/Station 525.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION """ �r Top of natural channel elevation = 800.000(Ft.) End of natural channel elevation = 200.000(Ft.) Length of natural channel = 1193.000(Ft.) Estimated mean flow rate at midpoint of channel = 65.212(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean.channel flow v 15.61(FUs) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope= 0.5029 Corrected/adjusted channel slope= 0.5029 Travel time = 1.28 min. TC = 9.54 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.870 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) = 89.00 Rainfall intensity 4.736(INHr) fora 100.0 year storm Subarea runoff = 70.021(CFS) for 17.000(Ac.) Total runoff = 97.005(CFS) Total area = 23.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 530.000 to Point/Station 525.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 23.000(Ac.) Runoff from this stream = 97.005(CFS) Time of concentration = 9:54 min. Rainfall intensity = 4.736(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Fir) 1 133.323 9.39 4.779 2 97.005 9.54 4.736 Largest stream flow has longer or shorter time of concentration Op = 133.323 + sum of Qa Tb/Ta 97.005 ' 0.985 = 95.514 Qp = 228.837 Total of 2 streams to confluence: Flow rates before confluence point: 133.323 97.005 Area of streams before confluence: 31.000 23.000 Results of confluence: Total flow rate = 228.837(CFS) Time of concentration = 9.390 min. Effective stream area after confluence = 54.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 525.000 to Point/Station 540.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION "**' Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 92.000(Ft.) Length of natural channel = 715.eW(Ft.) Estimated mean flow rate at midpoint of channel = 241.550(CFS) Natural mountain channel type used L.A. County flood control. district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 13.22(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope= 0.1510 Corrected/adjusted channel slope= 0.1510 Travel time = 0.90 min. TC = 10.29 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.868 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) = 89.00 Rainfall intensity = 4.528(INHr) fora 100.0 year storm Subarea runoff = 23.591(CFS) for 6.000(Ac.) Total runoff = 252.428(CFS) Total area = 60.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 540.000 to Point/Station 1220.000 "" IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 92.00(Ft.) Downstream point elevation = 82.00(Ft.) Channel length thry subarea = 400.00(Ft.) Channel base width = 40.000(Ft.) Slope or'Z of left channel bank = 7.500 Slope or'Z' of right channel bank= 7.500 Manning's'N' = 0.024 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 252.428(CFS) Depth of flow = 0.745(Ft.) Average velocity = 7.437(Ft/s) Channel flow top width = 51.169(Ft.) Flow Velocity = 7.44(Ft/s) Travel time = 0.90 min. Time of concentration= 11.19 min. Critical depth = 1.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 540.000 to Point/Station 1220.000 "" CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 60.000(Ac.) Runoff from this stream = 252.428(CFS) Time of concentration= 11.19 min. Rainfall intensity = 4.310(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr), 1 832.948 15.06 3.617 2 54.596 13.40 3.875 3 252.428 11.19 4.310 Largest stream flow has longer time of concentration Qp = 832.948 + sum of Qb ' la/lb 54.596 ' 0.934 = 50.967 Qb la/lb 252.428 ' 0.839 = 211.849 Qp = 1095.764 Total of 3 main streams to confluence: Flow rates before confluence point: 832.948 54.596 252.428 Area of streams before confluence: 227.000 13.000 60.000 Results of confluence: Total flow rate = 1095.764(CFS) Time of concentration = 15.057 min. Effective stream area after confluence = 300.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1220.000 to Point/Station 1225.000 IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation = 82.00(Ft.) Downstream point elevation = 76.00(Ft.) Channel length thru subarea = 650.00(Ft.) Channel base width = 60.000(Ft.) Slope or'Z' of left channel bank = 5.000 Slope or'Z' of right channel bank= 5.000 Manning's'N' = 0.024 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1095.764(CFS) Depth of flow- 1.893(Ft.) Average velocity = 8.333(Ft/s) Channel flow top width = 78.929(Ft.) Flow Velocity = 8.33(Ft/s) . Travel time = 1.30 min. Time of concentration = 16.36 min. Critical depth = 2.063(Ff.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1220.000 to Point/Station 1225.000 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 1 Stream flow area = 300.000(Ac.) Runoff from this stream = 1095.764(CFS) Time of concentration = 16.36 min. Rainfall intensity = 3.445(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 545.000 to Point/Station 550.000 INITIAL AREA EVALUATION — I Initial area flow distance = 544.000(Ft.) TT Top (of initial area) elevation = 600.000(Ft.) Bottom (of initial area) elevation = 200.000(Ft.) Difference in elevation = 400.000(Ft.) Slope = 0.73529 s(percent)= 73.53 TC = k(0.530)'[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 7.002 min. Rainfall intensity = 5.683(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.875 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) = 89.00 Initial subarea runoff = 29.821(CFS) Total initial stream area= 6.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 550.000 to Point/Station 555.000 "" NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 80.000(Ft.) Length of natural channel = 242.000(Ft.) Estimated mean flow rate at midpoint of channel = 34.791(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ".492) Velocity using mean channel flow = 12.52(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.4959 Corrected /adjusted channel slope = 0.4959 Travel time = 0.32 min. TC = 7.32 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.874 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) = 89.00 Rainfall intensity = 5.534(INHr) fora 100.0 year storm Subarea runoff = 9.673(CFS) for 2.000(Ac.) Total runoff = 39.494(CFS) Total area = 8.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 555.000 to Point/Station 1225.000 *"* IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation = 80.00(Ft.) Downstream point elevation = 76.00(Ft.) Channel length thru subarea = 200.00(Ft.) Channel base width = 15.000(Ft.) Slope or'Z' of left channel bank = 20.000 Slope or'Z' of right channel bank = 20.000 Manning's 'N' = 0.024 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 39.494(CFS) Depth of flow = 0.421 (Ft.) Average velocity = 4.006(Ft/s) Channel flow top width = 31.839(Ft.) Flow Velocity = 4.01(FUs) Travel time = 0.83 min. Time of concentration = 8.16 min. Critical depth = 0.480(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 555.000 to Point/Station 1225.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 39.494(CFS) Time of concentration = 8.16 min. Rainfall Intensity = 5.193(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) Qn /Hr) 1 1095.764 16.36 3.445 2 39.494 8.16 5.193 Largest stream flow has longer time of concentration Op = 1095.764 + sum of Qb la/lb 39.494 * 0.663 = 26.195 - Qp = 1121.960 Total of 2 streams to confluence: Flow rates before confluence point: 1095.764 39.494 Area of streams before confluence: 300.000 8.000 Results of confluence: Total flow rate = 1121.960(CFS) Time of concentration = 16.357 min. Effective stream area after confluence = 308.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1223.000 to Point/Station 1225.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** - Top of natural channel elevation = 156.000(Ft.) End of natural channel elevation = 76.000(Ft.) Length of natural channel = 2000.000(Ft.) Estimated mean flow rate at midpoint of channel = 1165.672(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope "0.5) Velocity using mean channel flow = 20.61(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope. = 0.0400 Corrected /adjusted channel slope = 0.0400 Travel time = 1.62 min. TC = 17.97 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.540 Decimal fraction soil group A = 1.000 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 2) = 38.00 Rainfall intensity = 3.258(INHr) fora 100.0 year storm Subarea runoff = 42.202(CFS) for 24.000(Ac.) Total runoff = 1164.161(CFS) Total area = 332.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1225.000 to Point/Station 1240.000 "" IMPROVED CHANNEL TRAVEL TIME "" Upstream point elevation = 76.00(Ft.) Downstream point elevation = 70.00(Ft.) Channel length thru subarea = 780.00(Ft.) Channel base width = 60.000(Ft.) Slope or'Z of left channel bank = 5.000 Slope or'Z of right channel bank = 5.000 Manning's 'N' = 0.024 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1164.161(CFS) Depth of flow = 2.066(Ft.) Average velocity = 8.012(Ft/s) Channel flow top width = 80.659(Ft.) Flow Velocity = 8.01(FUs) Travel time = 1.62 min. Time of concentration = 19.60 min. Critical depth = 2.125(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1225.000 to Point/Station 1240.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 332.000(Ac.) Runoff from this stream= 1164.161(CFS) Time of concentration = 19.60 min. Rainfall intensity = 3.096(ln/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1235.000 to Point/Station 1240.000 *"* INITIAL AREA EVALUATION **** C� Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 88.000(Ft.) Bottom (of initial area) elevation = 70.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.01957 s(percent)= 1.96 TC = k(0.940) "[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 31.648 min. Rainfall intensity = 2.334(INHr) fora 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.466 Decimal fraction soil group A = 1.000 Decimal fraction soil group$ = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 8.696(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1235.000 to Point/Station 1240.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 8.000(Ac.) Runoff from this stream = . 8.696(CFS) Time of concentration = 31.65 min. Rainfall intensity = 2.334(INHr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++.+++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 560.000 to Point/Station 565.000 INITIAL AREA EVALUATION "" Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 440.000(Ft.) Bottom (of initial area) elevation = 200.000(Ft.) Difference in elevation = 240.000(Ft.) Slope = 0.73846 s(percent)= 73.85 TC = k(0.530) "[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.693 min. Rainfall intensity = 6.420(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 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) = 89.00 Initial subarea runoff = 11.268(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 565.000 to Point/Station 570.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 200.000(Ft.) End of natural channel elevation = 8Z.pp0(Ft.) Length of. natural channel = 216.000(Ft.) Estimated mean flow rate at midpoint of channel = 16.901(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) . Velocity using mean channel flow = 10.35(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D -6.2) Normal channel slope = 0.5463 Corrected/adjusted channel slope = 0.5463 Travel time = 0.35 min. TC = 6.04 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 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) = 89.00 Rainfall intensity = 6.200(INHr) fora 100.0 year storm Subarea runoff = 10.870(CFS) for 2.000(Ac.) Total runoff = 22.138(CFS) Total area = 4.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 570.000 to Point/Station 580.000 **" IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 82.00(Ft.) Downstream point elevation = 78.00(Ft.) Channel length thru subarea = 400.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 2.000 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.024 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 22.138(CFS) Depth of flow = 1.520(Ft.) Average velocity = 4.788(Ft/s) Channel flow top width = 6.082(Ft.) Flow Velocity = 4.79(Ft/s) Travel time = 1.39 min. Time of concentration = 7.43 min. Critical depth = 1.500(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 570.000 to Point/Station 580.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 3 in normal stream number 1 Stream flow area = 4.000(Ac.) Runoff from this stream = 22.138(CFS) Time of concentration = 7.43 min. Rainfall intensity = 5.486(INHr) +++++++++++++++++++++++++++++++++ + + + + + + + + + + +** + + + + + + + +t + **t,�k* � ++ Process from Point/Station 560.000 to Point/Station 575.000 '*'* INITIAL AREA EVALUATION''**' Initial area flow distance = 463.000(Ft.) Top (of initial area) elevation = 440.000(Ft.) Bottom (of initial area) elevation = 200.000(Ft.) Difference in elevation = 240.000(Ft.) Slope = 0.51836 s(percent)= • 51.84 TC = k(0.530)`[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.040 min. Rainfall intensity = 5.664(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.875 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) = 89.00 Initial subarea runoff = 4.954(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 575.000 to Point/Station 580.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION — /� Top of natural channel elevation = 200.000(Ft.) 1�•� End of natural channel elevation = 78.000(Ft.) Length of natural channel = 170.000(Ft.) Estimated mean flow rate at midpoint of channel = 7.431(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48(gA.33)(slope ^.492) Velocity using mean channel flow = 9.02(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.7176 Corrected/adjusted channel slope = 0.7176 Travel.time = 0.31 min. TC = 7.35 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.874 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) = 89.00 Rainfall intensity = 5.520(INHr) fora 100.0 year storm Subarea runoff = 4.824(CFS) for 1.000(Ac.) Total runoff = 9.778(CFS) Total area = 2.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 575.000 to Point/Station 580.000 ""' CONFLUENCE OF MINOR STREAMS — Along Main Stream number. 3 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 9.778(CFS) Time of concentration = 7.35 min. Rainfall intensity = 5.520(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.138 7.43 5.486 2 9.778 7.35 5.520 Largest stream flow has longer time of concentration Op = 22.138 + sum of Ob la/lb 9.778 * 0.994 = 9.716 Op = 31.854 Total of 2 streams to confluence: Flow rates before confluence point: 22.138 9.778 Area of streams before confluence: 4.000 2.000 Results of confluence: Total flow rate = 31.854(CFS) Time of concentration = 7.434 min. Effective stream area after confluence = 6.000(Ac.) ++++++±++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 580.000 to Point/Station 1230.000 **** IMPROVED CHANNEL TRAVEL TIME'*** Upstream point elevation = 78.00(Ft.) Downstream point elevation = 76.00(Ft.) Channel length thru subarea = 180.00(Ft.) Channel base width = 0.000(Ft.) Slope WE of left channel bank = 2.000 Slope or 7 of right channel bank= 2.000 Manning's 'N' = 0.024 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 31.854(CFS) Depth of flow = 1.709(Ft.) Average velocity = 5.455(Ft/s) Channel flow top width = 6.835(Ft.) Flow Velocity = 5.46(Ft/s) Travel time = 0.55 min. Time of concentration = 7.98 min. Critical depth = 1.734(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1230.000 to Point/Station 1240.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 76.00(Ft.) Downstream point/station elevation = 70.00(Ft.) Pipe length = 170.00(Ft.) Manning's N = 0.024 No. of pipes = 1 Required pipe flow = 31.854(CFS) Given pipe size = 36.00(In.) . Calculated individual pipe flow = 31.854(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 35.98(ln.) Critical Depth = 21.97(In.) Pipe flow velocity = 9.45(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 8.28 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1230.000 to Point/Station 1240.000 "'• CONFLUENCE OF MAIN STREAMS '•'• The following data inside Main Stream is listed: In Main Stream number. 3 Stream flow area = 6.000(Ac.) Runoff from this stream = 31.854(CFS) Time of concentration = 8.28 min. Rainfall intensity = 5.146(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1164.161 19.60 3.096 2 8.696 31.65 2.334 3 31.854 8.28 5.146 Largest stream flow has longer or shorter time of concentration ap = 1164.161 + sum of Oa Tb/Ta 8.696 • 0.619 = 5.384 Ob . la/lb 31.854 ' 0.602 = 19.166 Op = 1188.711 Total of 3 main streams to confluence: Flow rates before confluence point: 1164.161 8.696 31.854 Area of streams before confluence: 332.000 8.000 6.000 Results of confluence: Total flow rate = 1188.711(CFS) Time of concentration = 19.597 min. Effective stream area after confluence = 346.000(Ac.) End of computations, total study area = 346.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.986 Area averaged RI index number = 81.4 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100C ' "'•""' Hydrology Study Control Information 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, i hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1300.000 to Point/Station 1301.000 INITIAL AREA EVALUATION Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 124.000(Ft.) Bottom (of initial area) elevation= 110.000(Ft.) Difference in elevation = 14.000(Ft.) Slope= 0.02333 s(percent)= 2.33 TC = k(0.420)'[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 11.506 min. Rainfall intensity = 4.239(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.684 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 5.797(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1301.000 to Point/Station 1315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation= 110.000(Ft.) End of street segment elevation = 67.000(Ft.) Length of street segment = 1315.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(in.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.491(CFS) Depth of flow = 0.454(Ft.) Average velocity a 5.515(FUs) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 15.891(Ft.) Flow velocity = 5.51(FVs) Travel time = 3.97 min. TC = 15.48 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.661 Decimal fraction soil group A = 1.000 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 2) = 32.00 Rainfall intensity = 3.558(In1Hr) fora 100.0 year storm Subarea runoff = 14.105(CFS) for 6.000(Ac.) Total runoff = 19.902(CFS) Total area = 8.000(Ac.) Street flow at end of street = 19.902(CFS) Half street flow at end of street = 19.902(CFS) Depth of flow = 0.498(Ft.) Average velocity = 5.925(FVs) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ...++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1300.000 to Point/Station 1315.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number. 1 in normal stream number 1 Stream flow, area = 8.000(Ac.) Runoff from this stream = 19.902(CFS) Time of concentration = 15.48 min. Rainfall intensity = 3.558(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1326.000 to Point/Station 1315.000 INITIAL AREA EVALUATION — Initial area flow distance = 1100.000(Ft.) Top (of initial area) elevation = 92.000(Ft.) Bottom (of initial area) elevation = 67.000(Ft.) Difference in elevation = 25.000(Ft.) Slope = 0.02273 s(percent)= 2.27 TC = k(0.420)'[0ength "3) /(elevation change)] "0.2 Initial area time of concentration = 14.740 min. Rainfall intensity = 3.663(ln/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.664 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fradion soil group D. = 0.000 RI index for soil(AMC 2) = 32.00 Initial subarea runoff = 18.254(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1310.000 to Point/Station 1315.000 **** CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1.in normal stream number 2 Stream flow area = 7.500(Ac.) Runoff from this stream = 18.254(CFS) Time of concentration = 14.74 min. Rainfall intensity = 3.663(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1305.000 to Point/Station 1306.000 *"* INITIAL AREA EVALUATION '*" go(, Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 120.000(Ft.) Bottom (of initial area) elevation = 90.000(Ft.) Difference in elevation = 30.000(Ft.) Slope = 0.03529 s(percent)= 3.53 TC = k(0.940)'[(length "3) /(elevation change)M.2 Initial area time of concentration = 27.249 min. Rainfall intensity = 2.549(INHr) fora 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.486 Decimal fraction soil group A = 1.000 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 2) _ 38.00 Initial subarea runoff = 8.664(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1306.000 to Point/Station 1315.000 NATURAL CHANNEL TIME+ SUBAREA FLOW ADDITION Top of natural channel elevation = 90.000(Ft.) End.of natural channel elevation = 67.000(Ft.)• Length of natural channel = 1000.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.996(CFS) Natural valley channel type used LA.. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope "0.5) Velocity using mean channel flow = 4.05(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0230 Corrected/adjusted channel slope = 0.0230 Travel time = 4.11 min. TC = 31.36 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.467 Decimal fraction soil group A = 1.000 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 2) = 38.00 Rainfall intensity = 2.346(In/Hr) for a 100.0 year storm Subarea runoff = 7.670(CFS) for 7.000(Ac.) Total runoff = 16.334(CFS) Total area = 14.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1306.000 to Point/Station 1315.000 ""' CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 3 Stream flow area = 14.000(Ac.) Runoff from this stream = 16.334(CFS) Time of concentration = 31.36 min. Rainfall Intensity = 2.346(!n/Hr) Summary of stream data: Stream Flow rate TC . Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.902 15.48 3.558 2 18.254 14.74 3.663 3 18.334 31.36 2.346 Largest stream flow has longer or shorter time of concentration Qp = 19.902 + sum of Qb la/lb 18.254 ' 0.972 = 17.734 Qa Tb/Ta 16.334 • 0.494 = . 8.083 Qp = 45.698 Total of 3 streams to confluence: Flow rates before confluence point: 19.902 18.254 16.334 Area of streams before confluence: 8.000 . 7.500 14.000 Results of confluence: Total flow rate = 45.698(CFS) Time of concentration = 15.480 min. Effective stream area after confluence = 29.500(Ac.) End of computations, total study area = 29.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.790 Area averaged RI index number = 34.8 Riverside County Rational Hydrology Program CiviICADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/04/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100D Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1320.000 to Point/Station 1.325.000 **** INITIAL AREA EVALUATION **** j" I I Initial area flow distance = 1430.000(Ft.) K Top (of initial area) elevation = 92.000(Ft.) Bottom (of initial area) elevation = 73.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.01329 s(percent)= 1.33 TC = k(0.420) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 18.226 min. Rainfall intensity = 3.232(ln /Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.648 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 29.305(CFS) Total initial stream area = 14.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1326.000 to Point/Station 1325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 14.000(Ac.) Runoff from this stream = 29.305(CFS) Time of concentration = 18.23 min. Rainfall intensity = 3.232(ln/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1326.000 to Point/Station 1325.000 INITIAL AREA EVALUATION Initial area flow distance= 815.000(Ft.) I� Top (of initial area) elevation = 92.000(Ft.) Bottom (of initial area) elevation = 73.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.02331 s(percent)= 2.33 TC = k(0.420)•[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 13.007 min. Rainfall intensity = 3.943(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.674 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 6.115(CFS) Total initial stream area = 2.300(Ac.) Pervious .area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1326.000 to Point/Station 1325.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number. 1 in normal stream number 2 Stream flow area = 2.300(Ac.) Runoff from this stream = 6.115(CFS) Time of concentration = 13.01 min. Rainfall intensity = 3.943(ln /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 29.305 18.23 3.232 2 6.115 13.01 3.943 Largest stream flow has longer time of concentration Op = 29.305 + sum of Ob la/lb 6.115 0.820 = 5.011 Op = 34.316 Total of 2 streams to confluence: Flow rates before confluence point: 29.305 6.115 Area of streams before confluence: 14.000 2.300 Results of confluence: Total flow rate = 34.316(CFS) Time of concentration = 18.226 min. Effective stream area after confluence = 16.300(Ac.) End of computations, total study area = 16.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CiviICADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 12/10/96 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S1 00E Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1015.000 to Point/Station 1016.000 INITIAL AREA EVALUATION Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 156.000(Ft.) Bottom (of initial area) elevation = 151.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.277)•[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 8.356 min. Rainfall intensity = 5.120(In /Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.897 Decimal fraction soil group A = 1.000 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 2) = 38.00 Initial subarea runoff = 0.919(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.010 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1016.000 to Point/Station 1300.000 STREET FLOW TRAVEL TIME + SUBAREA FLAW AOOITION c J Top of street segment elevation = 151.000(Ft.) End of street segment elevation = 124.000(Ft.) Length of street segment = 1305.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.594(CFS) Depth of flow = 0.352(Ft.) Average velocity = 3.630(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.785(Ft.) Flow velocity = 3.63(FVs) Travel time = 5.99 min. TC = 14.35 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.681 Decimal fraction soil group A = 1.000 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 2) = 38.00 Rainfall intensity = 3.721(ln/Hr) fora 100.0 year storm Subarea runoff = 4.054(CFS) for 1.600(Ac.) Total runoff = 4.973(CFS) Total area = 1.800(Ac.) Street flow at end of street = 4.973(CFS) Half street flow at end of street = 4.973(CFS) Depth of flow = 0.360(Ft.) Average velocity = 3.685(Ft/s) Flow width (from curb towards crown)= 11.167(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1300.000 to Point/Station 1400.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION /z 1771;�- \ Top of street segment elevation = 124.000(Ft.) End of street segment elevation = 78.000(Ft.) Length of street segment = 1888.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown= 0.0150 Estimated mean flow rate at midpoint of street = 9.669(CFS) Depth of flow = 0.423(Ft.) Average velocity = 4.503(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.300(Ft.) Flow velocity = 4.50(Ft/s) Travel time = 6.99 min. TC = 21.34 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.606 Decimal fraction soil group A = 1.000 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 2) = 38.00 Rainfall intensity = 2.945(INHr) fora 100.0 year storm Subarea runoff = 6.063(CFS) for 3.400(Ac.) Total runoff = 11.036(CFS) Total area = 5.200(Ac.) Street flow at end of street = 11.036(CFS) Half street flow at end of street = 11.036(CFS) Depth of flow = 0.439(Ft.) Average velocity = 4.632(FUs) Flow width (from curb towards crown)= 15.099(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1401.000 ""' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADWION Top of street segment elevation = 78.000(Ft.) End of street segment elevation = 60.400(Ft.) Length of street segment = 1027.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = . 12.309(CFS) Depth of flow = 0.476(Ft.) Average velocity = 4.136(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.952(Ft.) Flow velocity = 4.14(Ft/s) Travel time = 4.14 min. TC = 25.48 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.636 Decimal fraction soil group A = 1.000 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 2) = 38.00 Rainfall intensity = 2.652(In/Hr) fora 100.0 year storm Subarea runoff = 2.025(CFS) for 1.2Q04Ar- ) Total runoff = 13.061(CFS) Total area = 6.400(Ac.) Street flow at end of street = 13.061(CFS) Half street flow at end of street = 13.061(CFS) Depth of flow = 0.484(Ft.) Average velocity= 4.191(FUs) Flow width (from curb towards crown)= 17.361 (Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1401.000 CONFLUENCE OF MINOR STREAMS **'* Along Main Stream number. 1 in normal stream number 1 Stream flow area = 6.400(Ac.) Runoff from this stream = 13.061(CFS) Time of concentration = 25.48 min. Rainfall intensity = •2.652(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station 1401.000 ***' INITIAL AREA EVALUATION *'** Initial area flow distance = 548.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation = 60.400(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.01022 s(percent)= 1.02 TC = k(0.277) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 8.631 min. Rainfall intensity = 5.023(ln/Hr) fora 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.897 Decimal fraction soil group A = 1.000 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 2) = 38.00 Initial subarea runoff.= 1.037(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.010 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station 1401.000 *"* CONFLUENCE OF MINOR STREAMS `**' Along Main Stream number. 1 in normal stream number 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 1.037(CFS) Time of concentration = 8.63 min. Rainfall intensity = 5.023(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.061 25.48 2.652 2 1.037 8.63 5.023 Largest stream flow has longer time of concentration Op = 13.061 + sum of Ob la/lb 1.037 * 0.528 = 0.547 Op = 13.608 Total of 2 streams to confluence: Flow rates before confluence point: 13.061 1.037 Area of streams before confluence: 6.400 0.230 Results of confluence: Total flow rate = 13.608(CFS) Time of concentration = 25.476 min. Effective stream area after confluence = 6.630(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1401.000 to Point/Station 1410.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** j Upstream point/station elevation = 60.40(Ft.) Downstream point/station elevation = 60.00(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 13.608(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 13.608(CFS) Normal flow depth in pipe = 16.17(ln.) Flow top width inside pipe = 17.67(ln.) Critical Depth = 16.46(ln.) Pipe flow velocity = 6.84(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 25.56 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1401.000 to Point/Station 1410.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 6.630(Ac.) Runoff from this stream = 13.608(CFS) Time of concentration = 25.56 min. Rainfall intensity = 2.647(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1410.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1031.000(Ft.) Top (of initial area) elevation = 78.000(Ft.) Bottom (of initial area) elevation = 60.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.01746 s(percent)= 1.75 TC = k(0.420) *((length ^3) /(elevation change)J ^0.2 Initial area time of concentration = 15.141 min. Rainfall intensity = 3.605(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.662 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 11.940(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1400.000 to Point/Station 1410.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 2 in normal stream number 1 Stream flow area = 5.000(Ac.) Runoff from this stream = 11.940(CFS) Time of concentration = 15.14 min. Rainfall intensity = 3.605(INHr) ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +. + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station 1410.000 INITIAL AREA EVALUATION Initial area flow distance = 613.000(Ft.) 1` Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation.= 60.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00979 s(percent)= 0.98 TC = k(0.420) *((length "3) /(elevation change)] "0.2 Initial area time of concentration = 13.807 min. Rainfall intensity = 3.807(ln/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.670 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 5.098(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 ++++++++++++++++++±++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station 1410.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 5.098(CFS) Time of concentration = 13.81 min. Rainfall intensity = 3.807(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.940 15.14 3.605 2 5.098 13.81 3.807 Largest stream flow has longer time of concentration Op = 11.940 + sum of Qb la/lb 5.098 * 0.947 = 4.828 Op = 16.768 Total of 2 streams to confluence: Flow rates before confluence point: 11.940 5.098 Area of streams before confluence: 5.000 2.000 Results of confluence: Total flow rate = 16.768(CFS) Time of concentration = 15.141 min. Effective stream area after confluence = 7.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1410.000 to Point/Station 1410.100 """ CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 7.000(Ac.) Runoff from this stream= 16.768(CFS) Time of concentration = 15.14 min. Rainfall intensity = 3.605(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.608 25.56 2.647 2 16.768 15.14 3.605 Largest stream flow has longer or shorter time of concentration Op = 16.768 + sum of Qa Tb/Ta 13.608' 0.592 = 8.060 Op = 24.828 Total of 2 main streams to confluence: Flow rates before confluence point: 13.608 16.768 Area of streams before confluence: 6.630 7.000 Results of confluence: Total flow rate = 24.828(CFS) Time of concentration = 15.141 min. Effective stream area after confluence = 13.630(Ac.) End of computations, total study area = 13.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.635 Area averaged RI index number = 34.9 Riverside County Rational Hydrology Program CiviICADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S100F Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall Intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++*+++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1405.000 to Point/Station 1430.000 "" INITIAL AREA EVALUATION "" �Id Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation = 55.000(Ft.) Difference in elevation = 11.000(Ft.) Slope = 0.01774 s(percent)= 1.77 TC = k(0.420)*[(length "3) /(elevation change)M.2 Initial area time of concentration = 12.314 min. Rainfall intensity = 4.073(In/Hr) fora. 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.678 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 11.053(CFS) Total initial stream area = 4.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++.+++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1420.000 to Point/Station 1430.000 *"* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 4.000(Ac.) Runoff from this stream = 11.053(CFS) Time of concentration = 12.31 min. Rainfall intensity = 4.073(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1425.000 to Point/Station 1430.000 "" INITIAL AREA EVALUATION "" Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 66.000(Ft.) Bottom (of initial area) elevation = 55.000(Ft.) Difference in elevation = 11.000(Ft.) Slope = 0.01774 s(percent)= 1.77 TC = k(0.420)•((length "3) /(elevation change)]" 0.2 Initial area time of concentration = 12.314 min. Rainfall intensity = 4.073(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.678 Decimal fraction soil. group A = 1.000 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 2) = 32.00 Initial subarea runoff = 13.816(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1425.000 to Point/Station 1430.000 ""* CONFLUENCE OF MINOR STREAMS *",* Along Main Stream number. 1 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream = 13.816(CFS) Time of concentration = 12.31 min. Rainfall Intensity = 4.073(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. . (CFS) (min) (In/1-1r) 1 11.053 12.31 4.073 2 13.816 12.31 4.073 Largest stream flow has longer time of concentration Qp = 13.818+ sum of Qb la/Ib 11.053 " 1.000 = 11.053 Qp = 24.869 Total of 2 streams to confluence: Flow rates before confluence point: 11.053 13.816 Area of streams before confluence: 4.000 5.000 Results of confluence: Total flow rate = 24.869(CFS) Time of concentration = 12.314 min. Effective stream area after confluence = 9.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1430.000 to Point/Station 1435.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 55.000(Ft.) 7 End of street segment elevation = 40.000(Ft.) Length of street segment = 2470.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter, hike from flowline = 2.000(ln.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street - 42.830(CFS) Depth of flow = 0.641 (Ft.) Average velocity = 3.610(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 18.000(Ft.) Flow velocity = 3.61(Ft/s) Travel time = 11.40 min. TC = 23.72 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.627 Decimal fraction soU group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soii(AMC 2) = 32.00 Rainfall intensity = 2.766(In/Hr) for a 100.0 year storm Subarea runoff = 22.541(CFS) for 13.000(Ac.) Total runoff = 47.410(CFS) Total area = 22.000(Ac.) Street flow at end of street = 47.410(CFS) Half street flow at end of street = 23.705(CFS) Depth of flow = 0.662(Ft.) Average velocity = 3.755(FUs) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) End of computations, total study area = 22.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S100H *"""'• Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1455.000 to Point/Station 1470.000 INITIAL AREA EVALUATION Initial area flow distance = 575.000(Ft.) Top (of initial area) elevation = 39.000(Ft.) Bottom (of initial area) elevation = 32.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01217 s(percent)= 1.22 TC = k(0.390) *[(length "3) /(elevation change)j"0.2 Initial area time of concentration = 11.963 min. Rainfall intensity = 4.143(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.717 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 4.457(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 1.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT 51001 *****"** Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storrs event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year - 100.0 Calculated rainfall intensity data: 1 hour. intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1450.000 to Point/Station 1460.000 " INITIAL AREA EVALUATION Initial area flow distance = 1220.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 34.800(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.00754 s(percent)= 0.75 TC = k(0.390)*[(length "3) /(elevation change)j "0.2 Initial area time of concentration = 17.788 min. Rainfall intensity = 3.278(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.691 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soll(AMC 2) = 32.00 Initial subarea runoff = 13.600(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1450.000 to Point/Station 1460.000 *"* CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number. 1 in normal stream number 1 Stream flow area = 6.000(Ac.) Runoff from this stream = 13.600(CFS) Time of concentration = 17.79 min. . Rainfall intensity = 3.278(INHo +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1455.000 to Point/Station 1460.000 ""' INITIAL AREA EVALUATION ""' �1(l Initial area flow distance = 245.000(Ft.) Top (of initial area) elevation a 39.000(Ft.) Bottom (of initial area) elevation = 34.800(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.01714 s(percent)= 1.71 TC = k(0.390)`[(length "3) /(elevation change)j "0.2 Initial area time of concentration = 7.942 min. Rainfall intensity = 5.276(INHr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.743 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 3.919(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1455.000 to Point/Station 1460.000 CONFLUENCE OF MINOR STREAMS'"' Along Main Stream number. 1 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 3.919(CFS) Time of concentration = 7.94 min. Rainfall intensity = 5.276(ln/Hr) Summary -of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Ho 1 13.600 17.79 3.278 2 . 3.919 '7.94 5.276 Largest stream flow has longer. time of concentration Qp = 13.600 + sum of Qb la/lb 3.919 • 0.621 = 2.435 Qp = . 16.035 Total of 2 streams to confluence: Flow rates before confluence point: 13.600 3.919 Area of streams before confluence: 6.000 1.000 Results of confluence: Total flow rate = 16.035(CFS) Time of, concentration = 17.788 min. Effective stream area after confluence = 7.000(Ac.) End of computations, total study area = 7.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT 510011 Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation= 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1450.000 to Point/Station 1456.000 INITIAL AREA EVALUATION Initial area flow distance = 581.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 40.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00688 s(percent)= 0.69 TC = k(0.390)•[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 13.464 min. Rainfall intensity = 3.864(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.710 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 8.226(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CivilCADD /CivilDESiGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100J Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = ' 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 .++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1475.000 to Point/Station' 1477.000 INITIAL AREA EVALUATION Initial area flow distance = 540.000(Ft.) Top (of initial area) elevation = 46.000(Ft.) Bottom (of initial area) elevation = 41.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00926 s(percent)= 0.93 TC = k(0.420)'[(length "3) /(elevation change)j"0.2 Initial area time of concentration = 13.271 min. Rainfall intensity = 3.897(ln/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.673 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 7.864(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.600 ++++++++++++.++++++++++++++++++.+++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1475.000 to Point/Station 1477.000 **" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 1 Stream.flow area = 3.000(Ac.) Runoff from this stream = 7.864(CFS) Time of concentration = 13.27 min. Rainfall intensity = 3.897(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1476.000 to Point/Station 1477.000 INITIAL AREA EVALUATION Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 41.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00545 s(percent)= 0.55 TC = k(0.300)*j0ength"3) /(elevation change)J "0.2 Initial area time of concentration= 10.615 min. Rainfall intensity = 4.446(INHr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 11.536(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1476.000 to Point/Station 1477.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 2 Stream flow area = 3.000(Ac.) Runoff from this stream = 11.536(CFS) Time of concentration = 10.61 min. Rainfall intensity = 4.446(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.864 13.27 3.897 2 11.536 10.61 4.446 Largest stream flow has longer or shorter time of concentration Qp = 11.536 + sum of Qa Tbrra 7.864 * 0.800 = 6.290 Qp = 17.826 Total of 2 streams to confluence: Flow rates before confluence point: 7.864 11.536 Area of streams before confluence: 3.000 3.000 Results of confluence: Total flow rate = 17.826(CFS) Time of concentration= 10.615 min. Effective stream area after confluence = 6.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1477.000 to Point/Station 1480.000 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 41.000(Ft.) End of street segment elevation = 38.000(Ft.) Length of street segment = 606.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance.from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020. Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 0.500(Ft.) Slope from curb to property line (v/hz) = 0,025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(in.) Manning's N In gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.797(CFS) Depth of flow = 0.536(Ft.) Average velocity = 2.571(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.57(FVs) Travel time = 3.93 min. TC = 14.54 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.666 Decimal fraction soil group A.= 1 .000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil gro up D = 0.000 RI index for soil(AMC 2) = 32.00 Rainfall intensity = 3.692(In/Hr) fora 100.0 year storm Subarea runoff = 4.914(CFS) for 2.000(Ac.) Total runoff = 22.740(CFS) Total area = 8.000(Ac.) Street flow at end of street = 22.740(CFS) Half street flow at end of street = 11.370(CFS) Depth of flow = 0.549(Ft.) Average velocity = 2.659(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1477.000 to Point/Station 1480.000 "" CONFLUENCE OF MAIN STREAMS *"* The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 8.000(Ac.) Runoff from this stream = 22.740(CFS) Time of concentration = 14.54 min. Rainfall intensity = - ' 3.692(in/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1478.000 to Point/Station 1480.000 INITIAL AREA EVALUATION Initial area flow distance = 1033.000(Ft.) Top (of initial area) elevation = 57.000(Ft.) Bottom (of initial area) elevation = 38.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.01839 s(percent)= 1.84 TC = k(0.420)•[(length"3 )1( elevation change)]"0.2 Initial area time of concentration = 14.995 min. Rainfall intensity = 3.626(In/1-10 fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.663 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 4.088(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1478.000 to Point/Station 1480.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.700(Ac.) Runoff from this stream = 4.088(CFS) Time of concentration = 15.00 min. Rainfall intensity = 3.626(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.740 14.54 3.692 2 4.088 15.00 3.626 Largest stream flow has longer or shorter time of concentration Qp = 22.740 + sum of Qa Tb/Ta 4.088 ' 0.970- 3.964 Op = 26.705 Total of 2 main streams to confluence: Flow rates before confluence point: 22.740 4.088 Area of streams before confluence: 8.000 1.700 Results of confluence: Total flow rate = 26.705(CFS) Time of concentration = 14.544 min. Effective stream area after confluence = 9.700(Ac.) End of computations, total study area = 9.70 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.445 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 09/11/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S100K ********* Hydrology Study Control Information'""""*"' 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1485.000 to Point/Station 1490.000 "** INITIAL AREA EVALUATION Initial area flow distance = 955.000(Ft.) Top (of initial area) elevation = 55.000(Ft.) Bottom (of initial area) elevation = 49.500(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00576 s(percent)= 0.58 TC = k(0.420) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 18.331 min. Rainfall intensity = 3.221(ln /Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.647 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 12.508(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.600 End of computations, total study area = 6.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 09/11/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT S100L Hydrology Study Control Information •""**""" 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1495.000 to Point/Station 1496.000 INITIAL AREA EVALUATION'""'" R 23 Initial area flow distance = 633.000(Ft.) Top (of initial area) elevation = 78.000(Ft.) Bottom (of initial area) elevation = 64.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02212 s(percent)= 2.21 TC = k(0.420)•[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.881 min. Rainfall intensity = 4.160(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.681 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 15.868(CFS) Total initial stream area = 5.600(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1496.000 to Point/Station 1497.000 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 64.000(Ft.) End of street segment elevation = 49.000(Ft.) Length of street segment = 2433.000(Ft.) Height of curb above gutter flowline = 8.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0160 Manning's N from gutter to grade break = 0.0160 Manning's N from grade break to crown = 0.0160 Estimated mean flow rate at midpoint of street = 43.496(CFS) Depth of flow = 0.655(Ft.) Average velocity = 3.507(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.51(Ft/s) Travel time = 11.56 min. TC = 23.44 min. Adding area flow to street SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.628 Decimal fraction soil group A = 1.000 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 2) = 32.00 Rainfall intensity = 2.786(ln /Hr) fora 100.0 year storm Subarea runoff = 34.096(CFS) for 19.500(Ac.) Total runoff = 49.964(CFS) Total area = 25.100(Ac.) Street flow at end of street = 49.964(CFS) Half street flow at end of street 24.982(CFS) Depth of flow = 0.694(Ft.) Average velocity = 3.611(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.38(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1496.000 to Point/Station 1497.000 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 1 Stream flow area = 25.100(Ac.) Runoff from this.stream = 49.964(CFS) Time of concentration = 23.44 min. Rainfall intensity = 2.786(INHr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1498.000 to Point/Station 1497.000 """' INITIAL AREA EVALUATION **** R2S Initial area flow distance = 230.000(Ft.) Top (of initial area) elevation = 53.000(Ft.) Bottom (of initial area) elevation = 49.000(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.01739 s(percent)= 1.74 TC = k(0.420)'[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.315 min. Rainfall intensity = 5.135(INHr) fora 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.708 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 6.180(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1498.000 to Point/Station . 1497.000 **** CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 2 Stream flow area = 1.700(Ac.) Runoff from this stream = 6.180(CFS) Time of concentration = 8.32 min. Rainfall intensity = 5.135(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 49.964 23.44 2.786 2 6.180 8.32 5.135 Largest stream flow has longer time of concentration Qp = 49.964 + sum of Ob la/lb 6.180 ' 0.543 = 3.353 Op = 53.317 Total of 2 streams to confluence: Flow rates before confluence point: 49.964 6.180 Area of streams before confluence: 25.100 1.700 Results of confluence: Total flow rate = 53.317(CFS) Time of concentration = 23.444 min. Effective stream area after confluence = 26.800(Ac.) End of computations, total study area = 26.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.600 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT S100G hcj\"/ la G�')� Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++.++++++..... .+.+++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1440.000 to Point/Station 1446.000 INITIAL AREA EVALUATION Initial area flow distance = 1200.000(Ft.) 1` Top (of initial area) elevation = 53.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 11.200(Ft.) Slope = 0.00933 s(percent)= 0.93 TC = k(0.420)`[(length "3) /(elevation change)M.2 Initial area time of concentration = 18.235 min. . Rainfall intensity = 3.231(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.648 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 14.647(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1440.000 to Point/Station 1446.000 "" CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 7.000(A6.) Runoff from this stream = 14.647(CFS) Time of concentration = 18.24 min. Rainfall intensity = 3.231(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1442.000 to Point/Station 1446.000 **** INITIAL AREA EVALUATION **** ^1 I/I � , \ Initial area flow distance = 675.000(Ft.) Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00474 s(percent)= . 0.47 TC = k(0. 300) *[( length "3) /(elevation change)]"0.2 Initial area time of concentration = 11.849 min. Rainfall intensity = 4.166(INHr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 0.828(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1442.000 to Point/Station 1446.000 **" CONFLUENCE OF MAIN STREAMS **" The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 0.828(CFS) Time of concentration = 11.85 min. Rainfall intensity = 4.166(INHr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1446.000 INITIAL AREA EVALUATION Initial area flow distance = 481.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00457 s(percent)= 0.46 TC = k(0.300)*[pength"3 )/(elevation change)]"0.2 Initial area time of concentration = 10.421 min. Rainfall intensity = 4.494(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 1.000 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 2) = 32.00 Initial subarea runoff = 0.778(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1446.000 "" CONFLUENCE OF MAIN STREAMS ""' The following data inside Main Stream is listed: In Main Stream number. 3 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.778(CFS) Time of concentration = 10.42 min. Rainfall intensity = 4.494(In/Ho Program is now starting with Main Stream No. 4 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1443.000 to Point/Station 1444.000 INITIAL AREA EVALUATION Initial area flow distance= 210.000(Ft.) Top (of initial area) elevation = 48.000(Ft.) Bottom (of initial area) elevation = 46.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00952 s(percent)= 0.95 TC = k(0.940)'[(length "3) /(elevation change)j "0.2 Initial area time of concentration = 20.242 min. Rainfall intensity = 3.038(INHr) fora 100.0 year stomp UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.524 Decimal fraction soil group A = 1.000 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 2) = 38.00 Initial subarea runoff= 4.779(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1444.000 to Point/Station 1445.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION "" Cl Top of natural channel elevation = 46.000(Ft.) End of natural channel elevation = 44.000(Ft.) Length of natural channel = 390.000(Ft.) Estimated mean flow rate at midpoint of channel = 6.770(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q ".352)(slope10.5) Velocity using mean channel flow = 1.62(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0051 Corrected/adjusted channel slope = 0.0051 Travel time = 4.00 min. TC = 24.24 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.854 Decimal fraction soil group A = 1.000 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 2) = 32.00 Rainfall intensity = 2.731(INHr) fora 100.0 year storm Subarea runoff = 5.832(CFS) for 2.500(Ac.) Total runoff = 10.611(CFS) Total area = 5.500(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1445.000 to Point/Station 1446.000 NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION'"' C2— Top of natural channel elevation = 44.000(Ft.) End of natural channel elevation = 41.800(Ft.) Length of natural channel = 365.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.540(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q A.352)(slope"0.5) Velocity using mean channel flow = 2.06(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0060 Corrected/adjusted channel slope = 0.0060 Travel time = 2.96 min. TC = 27.20 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.853 Decimal fraction soil group A = 1.000 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 2) = 32.00 Rainfall intensity = 2.552(In/Hr) for a 100.0 year storm Subarea runoff =. 4.351(CFS) for 2.000(Ac.) Total runoff= 14.962(CFS) Total area = 7.500(Ac.) ++.+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1445.000 to Point/Station 1446.000 "" CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number. 4 Stream flow area = 7.500(Ac.) Runoff from this stream = 14.962(CFS) Time-of concentration = 27.20 min. Rainfall intensity =' 2.552(ln/Hr) Summary of stream data: Stream Flow rate TC RainfaH Intensity No. (CFS) (min) (In/Hr) 1 14.647 18.24 3.231 2 0.828 11.85 4.166 3 0.778 10.42 4.494 4 14.962 27.20 2.552 Largest stream flow has longer time of concentration Qp = 14.962 + sum of Qb la/lb 14.647 " 0.790 = 11.569 Qb la/lb 0.828 ' 0.612 = 0.507 Qb la/lb 0.778 - 0.568 = 0.442 Qp = 27.479 Total of 4 main streams to confluence: Flow rates before confluence point: 14.647 0.828 0.778 14.962 Area of streams before confluence: 7.000 0.230 0.200 7.500 Results of confluence: Total flow rate = 27.479(CFS) Time of concentration = 27.202 min. Effective stream area after confluence = 14.930(Ac.) End of computations, total study area = 14.93 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.515 Area averaged RI index number .= 33.2 Riverside County Rational Hydrology Program CiviICADD /CIvIIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 10/31/96 THE TRADITION HYDROLOGY - 100YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT s100G1 Hydrology Study Control Information Rational Method Hydrology Program based on Riverside County Flood Control S Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++±+++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1447.000 INITIAL AREA EVALUATION "" < (1 Initial area flow distance = 481.000(Ft.) !L J Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00457 s(percent)= 0.46 TC = k(0.277)'[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 9.621 min. Rainfall intensity = 4.711(In/Hr) fora 100.0 year storm USER INPUT of soil data for subarea 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 = 0.000 RI index for soil(AMC 2) = 38.00 Initial subarea runoff = 0.845(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.010 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1441.000 to Point/Station 1447.000 ""* CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number. 1 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.845(CFS) Time of concentration = 9.62 min. Rainfall intensity = 4.711(INHr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 1442.000 to Point/Station 1447.000 INITIAL AREA EVALUATION Initial area flow distance = 675.000(Ft.) Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00474 s(percent)= 0.47 TC = k(0.277)'[0ength "3) /(elevation change)]"0.2 Initial area time of concentration = 10.939 min. Rainfall intensity = 4.367(In/Hr) fora 100.0 year storm USER INPUT of soil data for subarea 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 = 0.000 RI index for soii(AMC 2) = 38.00 Initial subarea runoff = 0.901(CFS) Total initial stream area = 0.230(Ac.) Pervious area fraction = 0.010 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + ++ Process from Point/Station 1442.000 to Point/StatIon 1447.000 "" CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 0.901(CFS) Time of concentration = 10.94 min. Rainfall intensity = 4.367(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.845 9.62 4.711 2 0.901 10.94 4.367 Largest stream flow has longer time of concentration op = 0.901 + sum of Qb la/lb 0.845 • 0.927 = 0.784 Qp = 1.685 Total of 2 main streams to confluence: Flow rates before confluence point: 0.845 0.901 Area of streams before confluence: 0.200 0.230 Results of confluence: Total flow rate = 1.685(CFS) Time of concentration = 10.939 min. Effective stream area after confluence = 0.430(Ac.) End of computations, total study area = 0.43 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.010 Area averaged RI index number = 38.0 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/14/96 TRADITION GOLF COURSE HYDROLOGY - TOE DRAIN ANALYSIS PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT TDRN1 Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6000.000 to Point/Station 6005.000 "" INITIAL AREA EVALUATION "" Initial area flow distance = 643.000(Ft.) Top (of initial area) elevation = 440.000(Ft.) Bottom (of initial area) elevation =. 69.000(Ft.) Difference in elevation = 371.000(Ft.) Slope = 0.57698 s(percent)= 57.70 TC = k(0.530)'[(length "3) /(elevation change)]110.2 Initial area time of concentration = 7.858 min. Rainfall intensity = 5.309(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.873 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) = 89.00 Initial subarea runoff = 22.243(CFS) Total initial stream area = 4.800(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 4.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) _ t.0% Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/14/96. TRADITION GOLF COURSE HYDROLOGY - TOE DRAIN ANALYSIS PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT TDRN2 Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 ++++++++++++......++++++.++++++++++++++ + + + + + + + + + + + +. + + + + + + + + + + + + + + + + ++ Process from Point/Station 6010.000 to Point/Station 6015.000 """" INITIAL AREA EVALUATION **" Initial area flow distance = 507.000(Ft.) Top (of initial area) elevation = 400.000(Ft.) Bottom (of initial area) elevation = 57.000(Ft.) Difference in elevation = 343.000(Ft.) Slope = 0.67653 s(percent)= 67.65 TC = k(0.530)"[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 6.922 min. Rainfall intensity = 5.721(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea 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 3) = 95.60 Initial subarea runoff = 16.303(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 3.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraclia"= COW Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/14/96 TRADITION GOLF COURSE HYDROLOGY - TOE DRAIN ANALYSIS PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT TDRN3 Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation= 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++.++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6020.000 to Point/Station 6025.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 272.000(Ft.) Top (of initial area) elevation = 200.000(Ft.) Bottom (of initial area) elevation = 54.000(Ft.) Difference in elevation = 146.000(Ft.) Slope = 0.53676 s(percent)= 53.68 TC = k(0.530) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 5.651 min. Rainfall intensity = 6.449(INH0 fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 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) = 89.00 Initial subarea runoff = 11.318(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 2.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) _ t.000 Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CiviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/08/96 TRADITION GOLF COURSE HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT SDB100 - TOE DRAIN ANALYSIS Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6100.000 to Point/Station 6105.000 "** INITIAL AREA EVALUATION Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 400.000(Ft.) Bottom (of initial area) elevation = 67.000(Ft.) Difference in elevation = 333.000(Ft.) Slope = 0.51231 s(percent)= 51.23 TC = k(0.530) *[( length "3) /(elevation change)) "0.2 Initial area time of concentration = 8.082 min. Rainfall intensity = 5.221(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 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) = 89.00 Initial subarea runoff = 11.844(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6105.000 to Point/Station 6115.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 67.00(Ft.) Downstream point elevation = 55.00(Ft.) Channel length thru subarea = 322.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank = 1.800 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 11.844(CFS) Depth of flow = 0.975(Ft.) Average velocity = 6.552(Ft/s) Channel flow top width = 3.707(Ft.) Flow Velocity = 6.55(Ft/s) Travel time = 0.82 min. Time of concentration = 8.90 min. Critical depth = 1.195(Ft.) ++++++.+++++++++.++++++.+++++++++.++++. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Polnt/Station 6 105. 000 to Point/Station 6115.000 "** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 2.600(Ac.) Runoff from this stream = 11.844(CFS) Time of concentration = 8.90 min.. Rainfall intensity = 4.932(INHr) ++..+++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6110.000 to Point/Station 6115.000 *"* INITIAL AREA EVALUATION **** Initial area flow distance = 1462.000(Ft.) Top (of initial area) elevation = 960.000(Ft.) Bottom (of initial area) elevation = 55.000(Ft.) Difference in elevation = 905.000(Ft.) Slope = 0.61902 s(percent)= 61.90 TC = k(0.530) *[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 10.763 min. Rainfall intensity = 4.410(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.868 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) = 89.00 Initial subarea runoff = 34.431(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6110.000 to Point/Station 6115.000 **" CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 34.431(CFS) Time of concentration = 10.76 min. Rainfall intensity = 4.410(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.844 • 8.90 4.932 2 34.431 10.76 4.410 Largest stream flow has longer time of concentration Qp = 34.431 + sum of Qb la/lb 11.844 * 0.894 = 10.589 Qp = 45.020 Total of 2 streams to confluence: Flow rates before confluence point: 11.844 34.431 Area of streams before confluence: 2.600 9.000 Results of confluence: Total flow rate = 45.020(CFS) Time of concentration = 10.763 min. Effective stream area after confluence = 11.600(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6115.000 to Point/Station 6125.000 *"* IMPROVED CHANNEL TRAVEL TIME *"* Upstream point elevation = 55.00(Ft.) Downstream point elevation = 54.00(Ft.) Channel length thru subarea = 60.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank = 1.700 Slope or'Z' of right channel bank= 2.000 Manning's'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 45.020(CFS) Depth of flow = 1.893(Ft.) Average velocity = 6.790(Ft/s) Channel flow top width = 7.005(Ft.) Flow Velocity = 6.79(Ft/s) Travel time = 0.15 min. Time of concentration= 10.91 min. Critical depth = 2.047(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6115.000 to Point/Station 6125.000 CONFLUENCE OF MINOR STREAMS — Along Main Stream number. 1 in normal stream number 1 Stream flow area = 11.600(Ac.) Runoff from this stream = 45.020(CFS) Time of concentration = 10.91 min. Rainfall intensity = 4.374(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6120.000 to Point/Station 6125.000 **** INITIAL AREA EVALUATION'"* Initial area flow distance = 1507.000(Ft.) Top (of initial area) elevation = 880.000(Ft.) Bottom (of initial area) elevation = 54.000(Ft.) Difference in elevation = 826.000(Ft.) Slope = 0.54811 s(percent)= 54.81 TC = k(0.530) "[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 11.162 min. Rainfall intensity = 4.316(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.867 . 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) = 89.00 Initial subarea runoff = 45.644(CFS) Total initial stream area = 12.200(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6120.000 to Point/Station 6125.000 ""' CONFLUENCE OF MINOR STREAMS "'" Along Main Stream number. 1 in normal stream number 2 Stream flow area = ' 12.200(Ac.) Runoff from this stream = 45.644(CFS) Time of concentration = 11.16 min. Rainfall intensity = 4.316(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.020 10.91 4.374 2 45.644 11.16 4.316 Largest stream flow has longer time of concentration Qp = 45.644 + sum of Qb la/lb. 45.020 ' 0.987 = 44.417 Qp = 90.061 Total of 2 streams to confluence: Flow rates before confluence point: 45.020 45.644 Area of streams before confluence: 11.600 12.200 Results of confluence: Total flow rate = 90.061(CFS) Time of concentration = 11.162 min. Effective stream area after confluence = 23.800(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6125.000 to Point/Station 6135.000 """ IMPROVED CHANNEL TRAVEL TIME'"* Upstream point elevation = 54.00(Ft.) Downstream point elevation = 50.00(Ft.) Channel length thru subarea = 252.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 2.400 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.025 Maximum depth of channel = 2.500(Ft.) Flow(q) thru subarea = 90.061(CFS) Depth of flow = 2.302(Ft.) Average velocity = 7.723(Ft/s) Channel flow top width= 10.130(Ft.) Flow Velocity = 7.72(Ft/s) Travel time = 0.54 min. Time of concentration = 11.71 min. Critical depth = 2.531 (Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6125.000 to Point/Station 6135.000 CONFLUENCE OF MINOR STREAMS'"" Along Main Stream number. 1 in normal stream number 1 Stream flow area = 23.800(Ac.) Runoff from this stream = 90.061(CFS) Time of concentration = 11.71 min. Rainfall intensity = 4.196(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6130.000 to Point/Station 6135.000 ""* INITIAL AREA EVALUATION **•* Initial area flow distance = 1373.000(Ft.) . Top (of initial area) elevation = 520.000(Ft.) Bottom (of initial area) elevation = 50.000(Ft.) Difference in elevation = 470.000(Ft.) Slope = 0.34232 s(percent)= 34.23 TC = k(0. 530) *[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 11.816 min. Rainfall intensity = 4.173(In/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.866 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) = 89.00 Initial subarea runoff = 22.764(CFS) Total initial stream area = 6.300(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6130.000 to Point/Station 6135.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 22.764(CFS) Time of concentration = 11.82 min. Rainfall intensity = 4.173(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 90.061 11.71 4.196 2 22.764 11.82 4.173 Largest stream flow has longer or shorter time of concentration Qp = 90.061 + sum of Qa Tb/Ta 22.764 ` 0.991 = 22.552 Qp = 112.613 Total of 2 streams to confluence: Flow rates before confluence point: 90.061 22.764 Area of streams before confluence: 23.800 6.300 Results of confluence: Total flow rate = 112.613(CFS) Time of concentration = 11.706 min. Effective stream area after confluence = 30.100(Ac.) End of computations, total study area = 30.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CivilCADD /CivilDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/08/96 TRADITION GOLF COURSE HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL INC. - PALM DESERT TDC100 - TOE DRAIN ANALYSIS Hydrology Study Control Information 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 = 0.550 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data:. 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6200.000 to Point/Station 6205.000 INITIAL AREA EVALUATION Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 360.000(Ft.) Bottom (of initial area) elevation = 67.000(FL) Difference in elevation = 293.000(Ft.) Slope = 0.76501 s(percent)= 76.50 TC = k(0.530)•[(length "3) /(elevation change)]"0.2 Initial area time of concentration = 6.037 min. Rainfall intensity = 6.202(in/Hr) fora 100.0 year stone UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 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) = 89.00 Initial subarea runoff = 8.156(CFS) Total initial stream area = . 1.500(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6205.000 to Point/Station 6215.000 ""' IMPROVED CHANNEL TRAVEL TIME'"" Upstream point elevation = 67.00(Ft.) Downstream point elevation = 65.50(Ft.) Channel length thru subarea = 133.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank = 1.400 Slope or'Z' of right channel bank= 2.000 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.156(CFS) Depth of flow = 1.114(Ft.) Average velocity = 3.863(FVs) Channel flow top width = 3.789(Ft.) Flow Velocity = 3.86(FVs) Travel time = 0.57 min. Time of concentration = 6.61 min. Critical depth = 1.078(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6205.000 to Point/Station 6215.000 """" CONFLUENCE OF MINOR STREAMS """" Along Main Stream number. 1 in normal stream number 1 Stream flow area = 1.500(Ac.) Runoff from this stream = 8.156(CFS) Time of concentration = 6.81 min. Rainfall intensity = 5.879(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6210.000 to Point/Station 6215.000 ""'" INITIAL AREA EVALUATION Initial area flow distance = 615.000(Ft.) Top (of initial area) elevation = 480.000(Ft.) Bottom (of initial area) elevation = 65.500(Ft.) Difference in elevation = 414.500(Ft.) Slope = 0.67398 s(percent)= 67.40 TC = k(0.530) "[(length "3) /(elevation change)] ^0.2 Initial area time of concentration = 7.483 min. Rainfall intensity = 5.464(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.874 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) = 89.00 Initial subarea runoff = 20.049(CFS) Total initial stream area = 4.200(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + +. + + + + + + + + ++ Process from Point/Station 6210.000 to Point/Station 6215.000 **" CONFLUENCE OF MINOR STREAMS '""" Along Main Stream number. 1 in normal stream number 2 Stream flow area = 4.200(Ac.) Runoff from this stream = 20.049(CFS) Time of concentration = 7.48 min. Rainfall intensity = 5.464(INHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.156 6.61 5.879 2 20.049 7.48 5.464 Largest stream flow has longer time of concentration Op = 20.049 + sum of Qb la/lb 8.156 * 0.929 = 7.581 Qp = 27.630 Total of 2 streams to confluence: Flow rates before confluence point: 8.156 20.049 Area of streams before confluence: 1.500 4.200 Results of confluence: Total flow rate = . 27.630(CFS) Time of concentration = 7.483 min. Effective stream area after confluence = 5.700(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6215.000 to Point/Station 6225.000 "" IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 65.50(Ft.) Downstream point elevation = 61.60(Ft.) Channel length thru subarea = 355.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank= 1.300 Slope or'Z of right channel bank = 2.000 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 27.630(CFS) Depth of flow = 1.794(Ft.) Average velocity = 5.205(Ft/s) Channel flow top width = 5.919(Ft.) Flow Velocity =. 5.20(FUs) Travel time = 1.14 min. Time of concentration = 8.62 min. Critical depth = 1.766(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6215.000 to Point/Station 6225.000 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. 1 in normal stream number 1 Stream flow area = 5.700(Ac.) Runoff from this stream = 27.630(CFS) Time of concentration = 8.62 min. Rainfall intensity = 5.027(In/Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station - 6220.000 to Point/Station 6225.000 *"* INITIAL AREA EVALUATION *"* Initial area flow distance= 311.000(Ft.) Top (of initial area) elevation = 320.000(Ft.) Bottom (of initial area) elevation = 61.600(Ft.) Difference in elevation = 258.400(Ft.) Slope = 0.83087 s(percent)= 83.09 TC = k(0.530) "[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 5.464 min. Rainfall intensity = 6.578(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 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) = 89.00 Initial subarea runoff = 8.664(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6220.000 to Point/Station 6225.000 *"' CONFLUENCE OF MINOR STREAMS "" Along Main Stream number. '1 in normal stream number 2 Stream flow area = 1.500(Ac.) Runoff from this stream = 8.664(CFS) Time of concentration = 5.46 min. Rainfall intensity = 6.578(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 27.630 8.62 5.027 2 8.664 5.46 6.578 Largest stream flow has longer time of concentration Op = 27.630 + sum of Qb la/lb 8.664 " 0.764 = 6.620 Qp = 34.250 Total of 2 streams to confluence: Flow rates before confluence point: 27.630 8.664 Area of streams before confluence: 5.700 1.500 Results of confluence: Total flow rate = 34.250(CFS) Time of concentration = 8.620 min. Effective stream area after confluence = 7.200(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6225.000 to Point/Station 6230.000 ""' IMPROVED CHANNEL TRAVEL TIME """" Upstream point elevation = 61.60(Ft.) Downstream point elevation = 56.00(Ft.) Channel length thru subarea = 275.00(Ft.) Channel base width = 0.000(Ft.) Slope WE of left channel bank = 1.200 Slope or'Z' of right channel bank = 2.000 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.156 7.60 5.414 2 12.432 6.10 6.166 Largest stream flow has longer or shorter time of concentration Qp = 12.432 + sum of Qa Tb/Ta 8.156 * 0.802 = 6.542 Op = 18.974 Total of 2 streams to confluence: Flow rates before confluence point: 8.156 12.432 Area of streams before confluence: 1.500 2.300 Results of confluence: Total flow rate = 18.974(CFS) Time of concentration = 6.097 min. Effective stream area after confluence = 3.800(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6315.000 to Point/Station 6320.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 54.00(Ft.) Downstream point elevation = 50.00(Ft.) Channel length thru subarea = 220.00(Ft.) Channel base width = 0.000(Ft.) Slope or'Z' of left channel bank = 2.000 Slope or'Z of right channel bank = 1.300 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 18.974(CFS) Depth of flow = 1.417(Ft.) Average velocity = 5.723(Ft/s) Channel flow top width = 4.678(Ft.) Flow Velocity = 5.72(Ft/s) Travel time = 0.64 min. Time of concentration = 6.74 min. Critical depth = 1.523(Ft.) End of computations, total study area = 3.80 (Ac.) The following figures may be used for a unit hydrograph, study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 FLOOD VOLUME CALCULATIONS Flood volumes have been calculated for each drainage area contributing run off to a retention basin area. These retention basin areas are depressions integrated and blended into the golf course design. The following table summarizes the description of the retention basin, drainage sub -areas which contribute runoff to the basin, basin capacity and flood volumes, and ponding depth elevation. Supporting this summary table are the Unit Hydrograph calculation sheets, the unit hydrograph calculations, basin/volume calculations, and ponding depth calculations are included for each basin. If flood volumes exceed the design frequency, overflow from the retention basins will be directed to Basin 4. Basin 4 includes an emergency overflow at elevation 34.8, approximately 2 -feet lower than the lowest pad elevation. Basin Summary BASIN AREA HOLE BASIN INFLOW DEPTH WSEL SUB -AREAS # CAPACITY (acre -ft) (acre -ft) (ft) (ft) 1 A -1 16 7.90 11.12' 6.27 48.27 06,07,08.1-- 08.3,GC 17 2 A -2 Driving 83.50 1.25 0.44 32.44 GC8 Range 3 A -3 4 14.50 0.77 1.26 35.26 GC9,GC 10 4 A-4 2&3 O 12('/z),013,014,GC 11, GC 12,GC 13,GC 16,C 1, W 10.60 4.67 6.58 32.58 C2,C2,R 14,R 15,R 16,R 17, R18,R19,R20,R21 E 13.30 3.39 5.15 27.15 5 A -5 1 27.40 15.54 2.59 35.592 08.4 -- 08.6,09,010,011, 012(' /z),GC 14,GC 15,R22, R23,R24,R25 Overflow directed to Basin 5 Storm flow inundates lake RCFC&WCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT THE TRADITION DESCRIPTION NORTHEAST PORTION: AREA A -1 AMC 2 DATE 02- Oct -96 DESIGNATION CODES OFFSITE GOLF COURSE RESIDENTIAL COMMERCIAL AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE G7 RI NUMBER PLATE E-8.1 PERVIOUS AREA INFILTRATION RATE Gad PLATE E8.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E43 ADJUSTED INFILTRATION RATE Gad AREA (acres) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE Gad AVERAGE ADJUSTED INFILTRATION RATE Gad 08 OFFSITE 1 D 93 0.09 0 0.09 5 0.00 0.01 0.01 04 OFFSITE 1 D 93 0.09 0 0.09 34 0.00 0.05 0.05 0-8.18.3 OFFSITE 1 D 93 0.09 0 0.09 14 0.00 0.02 0.02 GC47 GOLF COURSE 2 A 33 0.74 0 0.74 12 0.00 0.14 0.14 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.001 0.001 0.00 TOTAL AREA 651 0.001 0.21 0.21 LAG TIME DATA LENGTH (f) 2000 LA (ft) 900 AVE W 0.035 HEIGHT HI LO 1000 42 DIFF 958 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 34.250(CFS) Depth of flow = 1.756(Ft.) Average velocity = 6.939(Ft/s) Channel flow top width = 5.621 (Ft.) Flow Velocity = 6.94(Ft/s) Travel time = 0.66 min. Time of concentration = 9.28 min. Critical depth = 1.953(Ft.) End of computations, total study area = 7.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 Riverside County Rational Hydrology Program CIviICADD /CiviIDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11/08/96 TRADITION GOLF COURSE HYDROLOGY - 100 YR/1 HR STORM EVENT PREPARED BY: KEITH INTERNATIONAL, INC. - PALM DESERT TDD100 - TOE DRAIN ANALYSIS """"" Hydrology Study Control Information Rational Method Hydrology Program based on , Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storrs event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation= 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in. /hr.) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +. + + + + + + + + + + ++ Process from Point/Station 6300.000 to Point/Station 6305.000 INITIAL AREA EVALUATION """°- Initial area flow distance = 383.000(Ft.) Top (of initial area) elevation = 360.000(Ft.) Bottom (of initial area) elevation = 67.000(Ft.) Difference in elevation = 293.000(Ft.) Slope = 0.76501 s(percent)= 76.50 TC = k(0.530)•[(length "3) /(elevation change)] "0.2 Initial area time of concentration = 6.037 min. Rainfall intensity = 6.202(INHr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 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) = 89.00 Initial subarea runoff = 8.156(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6305.000 to Point/Station 6315.000 "" IMPROVED CHANNEL TRAVEL TIME *"* Upstream point elevation = 67.00(Ft.) Downstream point elevation = 54.00(Ft.) Channel length thru subarea = 498.00(Ft.) Channel base width = '0.000(Ft.) Slope or'Z' of left channel bank = 2.000 Slope or'Z' of right channel bank= 1.300 Manning's 'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.156(CFS) Depth of flow = 0.965(Ft.) Average velocity = 5.307(FUs) Channel flow top width = 3.185(Ft.) Flow Velocity = 5.31(Ft/s) Travel time = 1.56 min. Time of concentration = • 7.60 min. Critical depth = 1.086(Ft.) +++.++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +. Process from Point/Station 6305.000 to Point/Station 6315.000 *"* CONFLUENCE OF MINOR STREAMS *"* Along Main Stream number. 1 in normal stream number 1 Stream flow area = 1.500(Ac.) Runoff from this stream = 8.156(CFS) Time of concentration = 7.60 min. Rainfall intensity = 5.414(INHr) +.+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6310.000 to Point/Station 6315.000 *"* INITIAL AREA EVALUATION "" . Initial area flow distance = 395.000(Ft.) Top (of initial area) elevation = 360.000(Ft.) Bottom (of initial area) elevation = 54.000(Ft.) Difference in elevation = 306.000(Ft.) Slope = 0.77468 s(percent)= , 77.47 TC = k(0.530)'[(length "3) /(elevation change)]^0.2 Initial area time of concentration = 6.097 min. Rainfall intensity = 6.166(ln/Hr) fora 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 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) = 89.00 Initial subarea runoff = 12.432(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point/Station 6310.000 to Point/Station 6315.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number. 1 in normal stream number 2 Stream flow area = 2.300(Ac.) Runoff from this stream = 12.432(CFS) Time of concentration = 6.10 min. Rainfall intensity = 6.166(ln/Hr) Summary of stream data: PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH , DATE 13-Sep-96 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- WO YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAO TIME EFFECTIVE RAIN 8 2 AREA DESIGNATION Al ADJUSTED LOSS RATE 0.210 LENGTH (FT) 2000 FLOOD VOLUMES 3 DRAINAGE AREA 65 L.R. FOR PERU. AREA 0210 LA (FT) 900 EFFECTIVE RAIN -(IN.) 2.07 4 ULTIMATE DISCHARGE- CFSHRSAN IMPERVIOUS AREA 0.000 AVE. W* 0.035 FLOOD VOLUME- (AC.FT) 11.21 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.105 HEIGHT -FT 958 FLOOD VOLUME•(CU.FT) 488411.01 6 LAG TIME- MINUTES 4.01 'C' 0.00194 SLOPE FTIMI 2529.12 RED. STORAGE (AC FT) 11.12 7 UNIT TIME - PERCENT OF LAG 373.61 AVE PERC RATE CFS 0.000 REQ STORAGE (CU FT) 484374.56 8 SCURVE WA 9 STORM FREOUENCY 8 DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM- INCHES 5.00 1/ VARIABLE LOSS RATE (AVG) 0.21 12 MINIMUM LOSS RATE 0.105 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INMR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) RQHR INIHR IWR IWR (CFS) (CF) 1 15 0.20 0.040 0.369 0.036 0.038 0.004 0.26 23!.00 2 30 0.30 0.060 0.364 0.054 0.054 0.006 0.39 351.00 3 45 0.30 0.060 0.360 0.054 0.054 0.006 0.39 351.00 4 60 0.40 ' 0.080 0.356 0.072 0.072 0.008 0.52 468.00 5 75 0.30 0.060 0.352 0.054 0.654 0.006 0.39 351.00 8 90 0.30 0.060 0.347 0.054 0.054 0.006 0.39 351.00 7 105 0.30 0.060 0.343 0.054 0.054 0.006 0.39 351.00 8 120 0.40 0.080 0.339 0.072 0.072 0.008 0.52 468.00 9 135 0.40 0.080 0.335 0.072 0.072 0.008 0.52 468.00 10 150 0.40 0.080 0.331 0.072 0.072 0.008 0.52 468.00 11 165 0.50 0.100 0.327 0.090 0.090 0.010 0.65 885.00 12 180 0.50 0.100 0.323 0.090 0.090 0.010 0.65 585.00 13 195 0.50 0.100 0.319 0.090 0.090 0.010 0.65 585.00 14 210 0.50 0.100 0.315 0.090 0.090 0.010 0.65 585.00 15 225 0.50 0.100 0.311 0.090 0.090 0.010 0.65 585.00 18 240 0.60 0.120 0.307 0.108 0.108 0.012 0.78 702.00 17 255 0.60 0.120 0.303 0.108 0.108 0.012 0.78 702.00 18 270 0.70 0.140 0.299 0.126 0.126 0.014 0.91 819.00 19 285 0.70 0.140 0.295 0.126 0.126 0.014 0.91 819.00 20 300 0.90 0.160 0.292 0.144 0.144 0.016 1.04 936.00 21 315 0.60 0.120 0.288 0.108 0.106 0.012 0.78 702.00 22 330 0.70 0.140 0.284 0.126 0.126 0.014 0.91 819.00 23 345 0.80 0.160 0.280 0.1 M 0.144 0.016 1.04 936.00 24 360 0.80 0.160 0.277 0.144 0.144 0.016 1.04 936.00 25 375 0.90 0.180 0273 0.162 0.162 0.018 1.17 1053.00 26 390 0.90 0.180 0.269 0.162 0.162 0.018 1.17 1053.00 27 405 1.00 0200 0.266 0.180 0.180 0.020 1.30 1170.00 28 420 1.00 0200 0262 0.180 0.180 0.020 1.30 1170.00 29 435 1.00 0.200 0258 0.180 0.180 0.020 1.30 1170.00 30 450 1.10 0.220 0255 0.198 0.198 0.022 1.43 1287.00 31 465 1.20 0240 0251 0.216 0.216 0.024 1.58 1404.00 32 480 1.30 0.260 0248 0.234 0.248 0.012 0.78 704.98 33 495 1.50 0.300 0.245 0.270 0.245 0.055 3.61 3246.63 34 510 1.50 0.300 0.241 0270 0.241 0.059 3.83 3446.54 35 525 1.60 0.320 0236 0288 0.238 0.082 5.35 4814.68 540 1.70 0.340 0.234 0.306 0.234 0.106 6.87 6181.04 555 1.90 0.380 0.231 0.342 0.231 0.149 9.68 8715.61 570 2.00 0.400 0.228 0.360 0228 0.172 11.20 10078.37 585 2.10 0.420 0.224 0.378 0.714 0.196 12.71 11439.31 600 2.20 0.440 0.221 0.396 0.221 0.219 14.22 12798.42 615 1.50 0.300 0.218 0270 0.218 0.082 5.33 4795.69 630 1.50 0.300 0.215 0.270 0.215 0.085 5.53 4981.09 645 2.00 0.400 0.212 0.360 0.212 0.188 12.24 11014.61 660 2.00 0.400 0.209 0.360 0.209 0.191 12.44 11196.23 675 1.90 0.380 0.206 0.342 0.206 0.174 11.34 10205.94 690 1.90 0.360 0.203 0.342 0.203 OAT? 11.54 10383.73 705 1.70 0.340 0.199 0.306 0.199 0.141 9.13 8219.57 720 1.80 0.360 0.197 0.324 0.197 0.163 10.63 9563.45 735 2.50 0.500 0.194 0.450 0.194 0.306 19.92 17925.35 750 2.60 0.520 0.191 0.468 0.191 0.329 21.41 19265.25 765 2.80 0.560 0.188 0.504 0.188 0.372 2419 21773.12 780 2.90 0.580 0.185 0.522 0.195 0.395 25.68 23108.96 795 3.40 0.690 0.182 0.612 0.182 0.496 32.36 29122.74 810 3.40 0.680 0.179 0.612 0.179 0.501 32.54 29284.44 825 2.30 0.460 OAT7 0.414 0.177 0.283 18.42 16574.03 840 2.30 0.460 0.174 0.414 0.174 0.286 16.59 16731.50 855 -2.70 0.540 0.171 0486 0.171 0.369 23.96 21566.81 870 2.60 0.520 0.169 0.468 0.169 0.351 22.93 20549.95 685 2.60 0.520 0.166 0.468 0.166 0.354 23.00 20700.89 900 2.50 0.500 0.164 0.450 0.164 0.336 21.87 19679.61 915 2.40 0.480 0.161 0.432 0.161 0.319 20.73 18656.06 930 2.30 0.460 0.159 0.414 0.159 0.301 19.59 17630.24 945 1.90 0.380 0.156 0.342 0.156 0.224 14.55 13092.10 960 1.90 0.380 0.154 0.342 0.154 0.226 14.70 13231.61 975 0.40 0.080 0.151 0.072 0.072 0.008 0.52 468.00 990 0.40 0.080 0.149 0.072 0.072 0.008 0.52 468.00 1005 0.30 0.060 0.147 0.054 0.054 0.006 0.39 351.00 1020 0.30 0.060 0.145 0.054 0.054 0.006 0.39 351.00 1035 0.50 0.100 0.143 0.090 0.090 0.010 0.65 585.00 1050 0.50 0.100 0.140 0.090 0.090 0.010 0.65 585.00 1065 0.50 0.100 0.138 0.090 0.090 0.010 0.65 585.00 1080 0.40 0.060 0.136 0.072 0.072 0.008 0.52 468.00 1095 0.40 0.080 0.134 0.072 0.072 O.O08 0.52 468.00 1110 0.40 0.080 0.132 0.072 0.072 0.008 0.52 468.00 1125 0.30 0.060 0.130 0.054 0.054 0.006 0.39 351.00 1140 0.20 0.040 0.129 0.036 0.036 0.004 0.26 234.00 1155 0.30 0.060 0.127 0.054 0.054 0.006 0.39 351.00 1170 0.40 0.080 0.125 0.072 0.072 0.008 0.52 468.00 1185 0.30 0.060 0.123 0.054 0.054 0.006 0.39 351.00 1200 0.20 0.040 0.122 0.036 0.036 0.004 0.26 234.00 1215 0.30 0.060 0.120 0.054 0.054 0.006 0.39 351.00 1230 0.30 0.060 0.119 0.054 0.054 0.006 0.39 351.00 1245 0.30 0.060 0.117 0.054 0.054 0.006 0.39 351.00 1260 0.20 0.040 0.116 0.036 0.036 0.004 0.26 234.00 1275 0.30 0.060 0.114 0.054 0.054 0.008 0.39 351.00 1290 0.20 0.040, 0.113 0.036 0.036 0.004 0.26 234.00 1305 0.30 0.060 0.112 0.054 0.054 0.006 0.39 351.00 1320 0.20 0.040 0.111 0.036 0.036 0.004 0.26 234.00 1335 0.30 0.060 0.110 0.054 0.054 0.006 0.39 351.00 1350 0.20 0.040 0.109 0.036 0.036 0.004 0.26 234.00 1365 0.20 0.040 0.108 0.036 0.036 0.001 0.26 234.00 1380 0.20 0.040 0.107 0.036 0.036 0.004 0.26 234.00 1395 0.20 0.040 0.106 0.036 0.036 0.004 0.26 234.00 1410 0.20 0.040 0.106 0.036 0.036 0.004 026 234.00 1425 0.20 0.040 0.105 0.036 0.036 0.004 0.26 234.00, 1440 0.20 0.040 0.105 0.036 0.036 0.004 026 234.00 100.0000 20.000 TOTAL 11.720 8.280 484374.56 THE TRADITION PROPOSED BASIN 1 - HOLE 16 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cuft cult acre -ft 42 0 9893 0 0.0 2 34618 44 2 42034 34618 0.8 2 117899 46 4 75865 152517 3.5 2 191473 48 6 115608 343990 7.9 1 131891 49 71 148174 1 475881 10.9 Weir overflow a@ contour 48 Overflow directed to Basin #5 THE TRADITION JOB #'. 40256 DATE 01 -Nw-96 AREA A-1 PERCOLATION RATE 1 iMr TIME min ) FLOW IN (cfe) VOLUME TOTAL IN PERC IN BASIN OUT (cult cult area PERC OUT cult BASIN DEPTH ft ) FLOW OUT (cfs ), VOL OUT (aiR ) BALANCE IN BASIN (cuft) (acrd -ft 0 15 0.26 234 234 10110 211 0.00 0.00 0 23 0.00 15 30 0.39 351 374 10241 213 0.01 0.00 0 161 0.00 30 45 0.39 351 512 10368 216 0.02 0.00 0 296 0.01 45 60 0.52 468 764 10602 221 0.03 0.00 0 543 0.01 60 75 0.39 351 894 10723 223 0.04 0.00 0 671 0.02 75 90 0.39 351 1022 10842 226 0.05 0.00 0 7961 0.02 90 105 0.39 351 1147 10958 228 0.05 0.00 0 919 0.02 105 120 0.52 468 1387 11180 233 0.07 0.00 0 1154 0.03 120 135 0.52 468 1622 11399 237 0.08 0.00 0 1384 0.03 135 150 0.52 468 1852 11613 242 0.09 0.00 0 1610 0.04 150 165 0.65 585 2195 11931 249 0.11 0.00 0 1947 0.04 165 180 0.65 585 2532 12244 255 0.13 0.00 0 2277 0.05 180 195 0.65 585 2862 12550 261 0.15 0.00 0 2600 0.06 195 210 0.65 585 3185 12850 268 0.17 0.00 0 2917 0.07 210 225 0.65 585 3502 13145 274 0.19 0.00 0 3229 0.07 225 240 0.78 702 3931 13542 282 0.21 0.00 0 3648 0.08 240 255 0.78 702 4350 13932 290 0.23 0.00 0 4060 0.09 255 270 0.91 819 4879 14423 300 0.26 0.00 0 4579 0.11 270 285 0.91 819 5398 14905 311 0.29 0.00 0 5087 0.12 285 300 1.04 936 6023 15485 323 0.33 0.00 0 5701 0.13 300 315 0.781 702 6403 15837 330 0.35 0.00 0 6073 0.14 315 330 0.91 819 6892 16292 339 0.38 0.00 0 6552 0.15 330 345 1.04 936 7488 16845 351 0.41 0.00 0 7137 0.16 345 360 1.04 936 8073 17389 362 0.45 0.00 0 7711 0.19 360 375 1.17 1053 8764 18030 376 0.48 0.00 0 8388 0.19 375 390 1.17 1053 9.441 18659 389 0.52 0.00 0 9053 0.21 390 405 1.30 11701 10223 19384 404 0.57 0.00 0 9819 0.23 405 420 1.30 1170 10989 20096 419 0.61 0.00 .0 10570 0.24 420 435 1.30 1170 11740 20793 433 0.65 0.00 0 11307 -0.26 435 450 1.43 1287 12594 21586 450 0.70 0.00 0 12144 0.28 450 465 1.56 1404 13548 22472 468 0.76 0.00 0 13080 0.30 465 480 0.78 702 13782 22689 473 077 0.00 0 13309 0.31 480 495 3.611 3249 16558 25267 526 0.93 0.00 0 18032 0.37 495 510 3.83 3447 19479 27978 583 1.09 0.00 0 18896 0.43 510 525 5.35 4815 23711 31908 665 1.331 0.00 0 23046 0.53 525 540 6.87 6183 29229 37031 771 1.64 0.00 0 28454 0.65 540 555 9.68 8712 37170 42766 891 2.03 0.00 0 38279 0.83 555 570 11.20 10080 46359 45403 946 2.18 0.00 0 454131 1.04 570 585 12.71 11439 56852 48414 1009 2.36 0.00 0 55843 1.28 585 600 14.22 12798 68641 51797 1079 2.56 0.00 0 67562 1.55 600 615 5.33 4797 72359 52864 1101 2.62 0.00 0 71258 1.64 615 630 5.53 4977 76235 53976 1124 2.691 0.00 0 751.11 1.72 630 645 12.24 11016 86127 56814 1184 2.851 0.00 0 84943 1.95 645 660 12.44 11196 96139 59687 1243 3.02 0.00 0 94895 2.18 660 675 11.34 10206 105101 62259 1297 3.17 0.00 0 103804 2.38 675 690 11.54 10386 114190 64867 1351 3.33 0.00 0 112839 2.59 690 705 9.13 8217 121056 66837 1392 3.44 0.00 0 119664 2.75 705 720 10.63 9567 129231 69183 1441 3.58 0.001 0 127789 2.93 720 735 19.92 17928 145717 73914 1540 3.86 0.00 0 144177 3.31 735 750 21.41 19269 163446 78134 1628 4.10 0.00 0 161819 3.71 750 765 24.19 21771 183590 82315 1715 4.31 0.00 0 1818751 4.18 765 780 25.68 23112 204987 86756 1807 4.53 0.00 0 203179 4.66 780 795 32.36 29124 232303 92426 1926 4.81 0.00 0 230378 5.29 795 810 32.54 29286 259664 98105 2044 5.10 0.00 0 257620 5.91 810 825 18.42 16578 274198 101122 2107 5.251 0.00 0 272091 6.25 825 840 18.59 16731 288822 104157 2170 5.40 0.00 0 286652 6.58 840 855 23.96 21564 308216 108183 2254 5.60 0.00 0 305962 7.02 855 870 22.831 20547 326509 111980 2333 5.79 0.00 0 324177 7.44 870 885 23.00 20700 344877 115827 2413 5.98 0.00 0 342483 7.86 885 900 21.87 19683 362146 120091 2502 6.12 3.44 3098 356547 8.19 900 915 20.73 18657 375204 123315 2569 6.22 8.52 7688 384987 8.38 915 930 19.59 17631 382598 125141 2607 6.27 12.00 10804 369187 8.48 930 945 14.55 13095 382282 125063 2605 6.27 11.85 106631 369014 8.47 945 960 14.70 13230 382244 125054 2605 6.271 11.83 106461 3689931 8.47 960 9751 0.521 468 369461 121897 2540 6.171 6.10 54921 3614291 8.30 975 990 0.52 468 • 361897 120030 2501 6.12 3.36 3025 356372 8.18 990 1005 0.39 351 356723 118752 2474 6.08 1.83 1643 352606 8.09 1005 1020 0.39 351 352957 117822 2455 6.05 0.92 831 349671 8.03 1020 1035 0.65 585 350256 117155 2441 6.03 0.42 374 347441 7.98 1035 1050 0.65 585 348026 116605 2429 6.01 0.11 102 345495 7.93 1050 1065 0.65 585 346080 116124 2419 6.00 0.00 0 343661 7.89 1065 1080 0.52 468 344129 115642 2409 5.98 0.00 0 341719 7.84 1080 1095 0.52 468 342187 115234 2401 5.96 0.00 0 339787 7.80 1095 1110 0.52 468 340255 114833 2392 5.94 0.00 0 337862 7.76 1110 1125 0.39 351 338213 114409 2384 5.91 0.00 0 335830 7.71 1125 1140 0.26 234 336064 113963 2374 5.89 0.00 0 333690 7.66 1140 1155 0.39 351 334041 113543 2365 5.87 0.001 0 331675 7.61 1155 1170 0.52 .468 332143 113149 2357 5.85 0.00 0 329786 7.57 1170 1185 0.39 351 330137 112733 2349 5.83 0.00 0 327788 7.52 1185 1200 0.26 234 328022 112294 2339 5.81 0.00 0 325683 7.48 1200 1215 0.39 351 326034 111881 2331 5.79 0.00 0 323703 7.43 1215 1230 0.39 351 324054 111470 2322 5.77 0.00 0 321732 7.39 1230 1245 0.39 351 322083 111061 2314 5.75 0.00 0 319769 7.34 1245 1260 0.26 234 320003 110629 2305 5.73 0.00 0 317698 7.29 1260 1275 0.39 351 318049 110224 2296 5.71 0.00 0 315753 7.25 1275 1290 0.28 234 315987 109796 2287 5.68 0.00 0 313899 7.20 1290 1305 0.39 351 314050 109394 2279 5.66 0.00 0 311771 7.16 1305 1320 0.26 .234 312005 108969 2270 5.64 0.00 0 309735 7.11 1320 1335 0.391 351 310086 108571 Z?621 5.62 0.00 0 307824 7.07 1335 1350 0.26 234 308058 108150 2253 5.60 0.00 0 305805 7.02 1350 1365 0.26 234 306039 107731 2244 5.58 0.00 0 303795 6.97 1365 1380 0.26 234 304029 107313 2236 5.56 0.00 0 301793 6.93 1380 1395 0.26 234 3020271 106898 2227 5.54 0.00 0 299800 6.88 1395 1410 0.26 234 300034 106484 2218 5.52 0.00 0 297816 6.84 14101 1425 0.26 234 2980501 1060721 2210 5.50 0.001 01 295840 6.79 14251 14401 0.261 234 2960741 1056621 22011 5.48 0.001 01 2W8721 6.75 AREA 2 DRIVING RANGE RCFC&WCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT THE TRADITION DESCRIPTION NORTHEAST PORTION: AREA A-2 AMC 2 DATE 02- Oct -96 DESIGNATION CODES OFFSITE GOLF COURSE RESIDENTIAL COMMERCIAL AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE G1 RI NUMBER PLATE E-8.1 PERVIOUS AREA INFILTRATION RATE "d PLATE E-8.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E-8.3 ADJUSTED INFILTRATION RATE (on/hr) AREA (acros) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE Pnthr) AVERAGE ADJUSTED INFILTRATION RATE Ord GC-8 GOLF COURSE 2 A 33 0.74 0 0,74 31 0.00 0.74 0.74 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.001 0.00 0.00 0 2 0.00 0.00 0.00 0 0 0.001 0.00 0.00 TOTAL AREA 31 0.001 0.74 0.74 LAG TIME DATA LENGTH (k) 1000 LA (ft) 300 AVE W 0.035 HEIGHT HI LO 58 32 DIFF 26 SYNTHETIC UNIT HYDROORAPH R.C.F.C.D SHORTCUT METHOD VARIABLE LOSS RATE 24 HR- 100 YR STORM LAG TIME: PROJECT: THE TRADITION 0.740 LENGTH (FT) _ 1000 FLOOD VOLUMES: DATE: 02- Oct -96 LA (FT) 300 EFFECTIVE RAIN-(IN.) 0.49 PROJECT NO.: 40256 0.035 FLOODVOLUME•(AC.FT) 1.26 0.370 CHECKED BY: DLS 54853.80 1 SLOPE FTIMI CONCENTRATION POINT 1 LOSS RATES: 2 REQ STORAGE (CU FT) AREA DESIGNATION A-2 ADJUSTED LOSS RATE 3 0.072 DRAINAGE AREA 31 L.R. FOR PERU. AREA 4 1.239 ULTIMATE DISCHARGE- CFS-HRSAN 0.054 IMPERVIOUSAREA 5 167.40 UNIT TIME - MINUTES 15 MIN. LOSS RATE 6 0.19 LAG TIME - MINUTES 3.54 IC' 7 0.006 UNIT TIME4 ERCENT OF LAG 424.33 AVE PERC RATE CFS 8 0.072 S-CURVE NIA . 9 0.072 STORM FREQUENCY a DURATION 24 HR -100 YR 0.25 10 1.166 TOTAL ADJUSTED STORM - INCHES 5.00 0.008 11 223.20 VARIABLE LOSS RATE (AVG) 0.74 0.090 12 0.31 MINIMUM LOSS RATE 0.37 0.090 13 0.010 CONSTANT LOSS RATE NIA 1.124 14 0.090 LOW LOSS RATE ( %) 0.9 279.00 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INMR) 0.31 279.00 (MIN.) 0.090 0.090 0.010 1 15 0.20 0.040 0.108 2 30 0.30 0.060 0.108 3 45 0.30 0.060 1.054 4 60 0.40 0.080 390.60 5 75 0.30 0,060 0.43 6 90 0.30 0.060 0.016 7 105 0.30 0.060 0.108 8 120 0.40 0.080 0.126 9 135 0.40 0.080 0.988 10 150 0.40 0.080 446.40 11 165 0.50 _ 0.100 0.50 12 180 0.50 0.100 0.018 13 195 0.50 0.100 0.162 14 210 0.50 0.100 0.180 15 225 0.50 0.100 0.923 16 240 0.60 0.120 658.00 17 255 0.60 0.120 0.62 16 270 0.70 0.140 0.022 19 265 0.70 0.140 0.216 20 300 0.80 0.160 •0.234 21 315 0.60 0.120 0.862 22 330 0.70 0.140 837.00 23 345 0.80 0.160 0.93 24 360 0.80 0.160 0.032 25 375 0.90 0.180 26 390 0.90 0.180 27 405 1.00 0.200 28 420 1.00 0.200 29 435 1.00 0.200 30 450 1.10 0.220 31 465 1.20 0.240 32 480 1.30 0.260 33 495 1.50 0.300 34 510 1.50 0.300 35 525 1.60 0.320 SYNTHETIC UNIT HYDROORAPH R.C.F.C.D SHORTCUT METHOD VARIABLE LOSS RATE 24 HR- 100 YR STORM MAX LOSS RATE LAG TIME: EFFECTIVE RAIN 8 EFFECTIVE RAIN 0.740 LENGTH (FT) _ 1000 FLOOD VOLUMES: INMR 0.740 LA (FT) 300 EFFECTIVE RAIN-(IN.) 0.49 0.000 AVE., W% 0.035 FLOODVOLUME•(AC.FT) 1.26 0.370 HEIGHT -FT 26 FLOOD VOLUME•(CU.FT) 54853.80 0.00685 SLOPE FTIMI 137.28 REO. STORAGE (AC FT) 1.25 0.000 0.054 REQ STORAGE (CU FT) 54400.46 MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME INMR INMR IN MR INANR (CFS) (CF) 1.299 0.036 0.038 0.004 0.12 111.60 1.284 0.054 0.054 0.006 0.19 167.40 1.269 0.054 0.054 0.006 0.19 167.40 1.254 0.072 0.072 0.008 0.25 223.20 1.239 0.054 0.054 0.006 0.19 167.40 1.224 0.054 0.054 0.006 0.19 167.40 1.210 0.054 0.054 0.006 0.19 167.40 1.195 0.072 0.072 0.008 0.25 223.20 1.181 0.072 0.072 0.008 0.25 223.20 1.166 0.072 0.072 0.008 0.25 223.20 1.152 0.090 0.090 0.010 0.31 279.00 1.138 0.090 0.090 - 0.010 0.31 279.00 1.124 0.090 0.090 0.010 0.31 279.00 1.110 0.090 0.090 0.010 0.31 279.00 1.096 0.090 0.090 0.010 0.31 279.00 1.082 0.108 0.108 0.012 0.37 334.80 1.068 0.108 0.108 0.012 0.37 334.80 1.054 0.126 0.126 0.014 0.43 390.60 1.041 0.126 0.126 0.014 0.43 390.60 1.027 0.144 0.144 0.016 0.50 446.40 1.014 0.108 0.108 0.012 0.37 334.80 1.001 0.126 0.126 0.014 0.43 390.60 0.988 0.144 0.144 0.016 0.50 446.40 0.975 0.144 0.144 0.016 0.50 446.40 0.962 0.162 0.162 0.018 0.56 502.20 0.949 0.162 0.162 0.018 0.56 502.20 0.936 0.180 0.180 0.020 0.62 558.00 0.923 0.180 0.180 - 0.020 0.62 658.00 0111 0.180 0.180 0.020 0.62 658.00 0.696 0.198 0.198 0.022 0.68 613.80 0.886 0.216 0.216 0.024 0.74 669.60 0.874 •0.234 0.234 0.026 0.81 725.40 0.862 0.270 0.270 0.030 0.93 837.00 0.850 0.270 0.270 0.030 0.93 837.00 0.838 0.288 0.288 0.032 0.99 892.80 36 540 1.70 0.340 0.826 0.306 0.306 0.034 1.05 948.60 37 555 1.90 0.380 0.814 0.342 0.342 0.038 1.18 1060.20 38 570 2.00 0.400 0.802 0.360 0.360 0.040 1.24 1116.00 39 585 2.10 0.420 0.791 0.378 0.378 0.042 1.30 1171.80 40 600 2.20 0.440 0.760 0.396 0.396 0.044 1.36 1227.60 41 615 1.50 0.300 0.768 0.270 0.270 0.030 0.93 837.00 42 630 1.50 0.300 0.757 0.270 0.270 0.030 0.93 837.00 43 645 2.00 0.400 0.746 0.360 0.360 0.040 1.24 1116.00 44 660 2.00 0.400 0.735 0.360 0.360 0.040 1.24 1116.00 45 675 1.90 0.380 0.724 0.342 0.342 0.038 1.18 1060.20 46 690 1.90 0.380 0.714 0.342 0.342 0.038 1.18 1060.20 47 705 1.70 0.340 0.703 0.306 0.306 0.034 1.05 948.60 48 720 1.80 0.360 0.693 0.324 0.324 0.036 1.12 1004.40 49 735 2.50 0.500 0.682 0.450 0.450 0.050 1.55 1395.00 50 750 2.60 0.520 0.672 0.468 0.468 0.052 1.61 1450.80 51 765 2.80 0.560 0.662 0.504. 0.504 0.056 114 1562.40 52 780 2.90 0.580 0.652 0.522 0.572 0.058 1.80 1618.20 53 795 3.40 0.680 0.642 0.612 0.642 0.038 1.18 1061.56 54 810 3.40 0.680 0.632 0.612 0.632 0.048 1.48 1333.31 55 825 2.30 0.460 0.623 0.414 0.414 0.046 1,43 1283.40 56 840 2.30 0.460 0.613 0.414 0.414 0.046 1.43 1283.40 57 855 2.70 0.540 0.604 0.486 0.486 0.054 1.67 1506.60 58 870 2.60 0.520 0.595 0.468 0.468 0.052 1,61 1450.80 59 885 2.60 0.520 0.585 0.468 0.468 0.052 1.61 1450.80 60 900 2.50 0.500 0.576 0.450 0.450 0.050 1,55 1395.00 61 915 2.40 0.480 0.568 0.432 0.432 0.048 1,49 1339.20 62 930 2.30 0.460 0.559 0.414 0.414 0.046 1.43 1283.40 63 945 1.90 0.380 0.550 0.342 0.342 0.038 1.18 1060.20 64 - 960 1.90 0.380 0.542 0.342 0.342 0.038 1.18 1060.20 65 975 0.40 0.080 0.534 0.072 0.072 0.008 0.25 223.20 66 990 0.40 0.080 0.526 0.072 0.072 0.008 0.25 223.20 67 1005 0.30 0.060. 0.518 0.054 0.054 0.006 0.19 167.40 68 1020 0.30 0.060 0.510 0.054 0.054 0.006 0.19 167.40 69 1035 0.50 0.100 0.502 0.090 0.090 0.010 0.31 279.00 70 1050 0.50 0.100 0.495 0.090 0.090 0.010 0.31 279.00 71 1065 0.50 0.100 0.487 0.090 0.090 0.010 0.31 279.00 72 1080 0.40 0.080 0.480 0.072 0.072 _ 0.008 0.25 223.20 73 1095 0.40 0.080 0.473 0.072 0.072 0.008 0.25 223.20 74 1110 0.40 0.080 0.466 0.072 0.072 0.008 0.25 223.20 75 1125 0.30 0.060 0.460 0.054 0.054 _ 0.006 0.19 167.40 76 1140 0.20 0.040 0.453 0.036 0.036 0.004 0.12 111.60 T7 1155 0.30 0.060 0.447 0.054 0.054 0.006 0.19 167.40 78 1170 0.40 0.080 0.441 0.072 0.072 0.008 0.25 223.20 79 1185 0.30 0.060 0.435 _ 0.054 0.054 0.006 0.19 167.40 80 1200 0.20 0.040 0.429 0.036 0.036 0.004 0.12 111.60 81 1215 0.30 0.060 0.423 0.054 0.054 0.006 0.19 167.40 82 1230 0.30 0.060 0.418 0.054 0.054 0.006 0.19 167.40 83 1245 0.30 0.060 0.413 0.054 0.054 0.006 0.19 167.40 84 1260 0.20 0.040 0.408 0.036 0.036 0.004 0.12 111.60 85 1275 0.30 0.060 0.403 0.054 0.054 0.006 0.19 167.40 86 1290 0.20 0.040 0.398 0.036 0.036 0.004 0.12 111.60 87 1305 0.30 0.060 0.394 0.054 0.054 0.006 0.19 167.40 88 1320 0.20 0.040 0.390 0.036 0.036 0.004 0.12 111.60 89 1335 0.30 0.060 0386 0.054 0.054 0.006 0.19 167.40 90 1350 0.20 0.040 0.383 0.036 0.036 0.004 0.12 111.60 91 1365 0.20 0.040 0.380 0.036 0.036 0.004 0.12 111.60 92 1380 0.20 0.040 0.377 0.036 0.036 0.004 0.12 111.60 93 1395 0.20 0.040 0.374 0.036 0.036 0.004 0.12 111.60 94 1410 0.20 0.040 0.372 0.036 0.036 0.004 0.12 111.60 95 1425 0.20 0.040 0.371 0.036 0.036 0.004 0.12 111.60 96 1440 0.20 0.040 0.370 0.036 0.036 0.004 0.12 111.60 100.0000 20.000 TOTAL 18.050 1.950 54400.46 THE TRADITION PROPOSED BASIN 2 - DRIVING RANGE BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cuft cuft acre -ft 32 0 19044 0 0.0 2 84365 34 2 107504 84365 1.9 2 266112 36 4 158608 350477 8.0 2 368666 38 6 210058 719143 16.5 2 472662 40 8 262604 1191805 27.4 2 603039 42 10 340435 1794844 41.2 2 795020 44 12 454585 2589864 59.5 2 1048041 46 14 593456 3637905 83.5 THE-TRADITION JOB #: 40256 DATE 04- Oct -96 AREA: A -2 PERCOLATION RATE 1 in/hr TIME (min ) FLOW IN (cfs) VOLUME IN cult TOTAL IN BASIN cult PERC OUT cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 0 15 0.12 108 108 399 0.00 0 0.00 15 30 0.19 171 171 400 0.00 0 0.00 30 45 0.19 171 171 400 0.00 0 0.00. 45 60 0.25 225 225 402 0.00 0 0.00 60 75 0.19 171 171 400 0.00 0 0.00 75 90 0.19 171 171 400 0.00 0 0.00 90 105 0.19 171 171 400 0.00 0 0.00 105 120 0.25 225 225 402 0.00 0 0.00 120 135 0.25 225 225 402 0.00 0 0.00 135 150 0.25 225 225 402 0.00 0 0.00 150 165 0.31 279 279 403 0.00 0 0.00 165 180 0.31 279 279 403 0.00 0 0.00 180 195 0.31 279 279 403 0.00 0 0.00 195 210 0.31 279 279 403 0.00 0 0.00 210 225 0.31 279 279 403 0.00 0 0.00 225 240 0.37 333 333 404 0.00 0 0.00 240 255 0.37 333 333 404 0.00 0 0.00 255 270 0.43 387 387 405 0.00 0 0.00 270 285 0.43 387 387 405 0.00 0 0.00 285 300 0.50 450 450 407 0.00 43 0.00 300 315 0.37 333 376 405 0.00 0 0.00 315 .330 0.43 387 387 405 0.00 0 0.00 330 345 0.50 450 450 407 0.00 43 0.00 345 360 0.50 450 493 408 0.00 86 0.00 360 375 0.56 504 590 410 0.00 180 0.00 375 390 0.56 504 684 412 0.01 273 0.01 390 405 0.62 558 831 415 0.01 416 0.01 405 420 0.62 558 974 418 0.01 556 0.01 420 435 0.62 558 1114 421 0.02 693 0.02 435 450 0.68 612 1305 425 0.02 879 0.02 450 465 0.74 666 1545 431 0.03 1115 0.03 465 480 0.81 729 1844 437 0.03 1407 0.03 480 495 0.93 837 2244 446 0.04 1798 0.04 495 510 0.93 837 2635 454 0.05 2181 0.05 510 525 0.99 891 3072 464 0.06 2608 0.06 525 540 1.05 945 3553 474 0.07 3079 0.07 540 555 1.18 1062 4141 487 0.09 3653 0.08 555 570 1.24 1116 4769 501 0.10 4268 0.10 570 585 1.30 1170 5438 516 0.12 4923 0.11 585 600 1.36 1224 6147 531 0.13 5616 0.13 600 615 0.93 837 6453 538 0.14 5915 0.14 615 630 0.93 837 6752 544 0.15 6208 0.14 630 645 1.24 1116 7324 557 0.16 6767 0.16 645 660 1.241 1116 78831 569 0.17 7314 0.17 660 6751 1.181 1062 83761 580 0.18 7796 0.18 675 690 1.18 1062 8858 590 0.20 8268 0.19 690 705 1.05 945 9213 598 0.20 8615 0.20 705 720 1.12 1008 9623 607 0.21 9016 0.21 720 735 1.55 1395 10411 624 0.23 9787 0.22 735 750 1.61 1449 11236 642 0.25 10594 0.24 750 765 1.74 1566 12160 662 0.27 11497 0.26 765 780 1.80 1620 13117 683 0.29 12434 0.29 780 795 1.18 1062 13496 692 0.30 12805 0.29 795 810 1.48 1332 14137 706 0.32 13431 0.31 810 825 1.43 1287 14718 718 0.33 14000 0.32 825 840 1.43 1287 15287 731 0.35 14556 0.33 840 855 1.67 1503 16059 748 0.36 15312 0.35 855 870 1.61 1449 16761 763 0.38 15998 0.37 870 885 1.61 1449 17447 778 0.40 16669 0.38 885 900 1.55 1395 18064 791 0.41 17272 0.40 900 915 1.49 1341 18613 803 0.42 17810 0.41 915 930 1.43 1287 19097 814 0.43 18283 0.42 930 945 1.18 1062 19345 819 0.44 18526 0.43 945 960 1.18 1062 19588 825 0.44 18763 0.43 960 975 0.25 225 18988 812 0.43 18177 0.42 975 990 0.25 225 18402 799 0.42 17603 0.40 990 1005 0.19 171 17774 785 0.40 16989 0.39 1005 1020 0.19 171 17160 772 0.39 16388 0.38 1020 1035 0.31 279 16667 761 0.38 15907 0.37 1035 1050 0.31 279 16186 750 0.37 15435 0.35 1050 1065 0.31 279 15714 740 0.35 14974 0.34 1065 1080 0.25 225 15199 729 0.34 14470 0.33 1080 1095 0.25 225 14695 718 0.33 13978 0.32 1095 1110 0.25 225 14203 707 0.32 13496 0.31 1110 1125 0.19 171 13667 695 0.31 12971 0.30 1125 1140 0.12 108 13079 682 0.29 12397 0.28 1140 1155 0.19 171 12568 671 0.28 11897 0.27 1155 1170 0.25 225 12122 662 0.27 11460 0.26 1170 1185 0.19 171 11631 651 0.26 10980 0.25 1185 1200 0.12 108 11088 639 0.25 10449 0.24 1200 1215 0.19 171 10620 629 0.24 9992 0.23 1215 1230 -0.19 171 10163 619 0.23 9544 0.22 1230 1245 0.19 171 9715 609 0.22 9106 0.21 1245 1260 0.12 108 9214 598 0.20 8616 0.20 1260 1275 0.19 171 8787 589 0.19 8198 0.19 1275 1290 0.12 108 8306 578 0.18 7728 0.18 1290 1305 0.19 171 7899 569 0.17 7330 0.17 1305 1320 0.12 108 7438 559 0.16 6878 0.16 1320 1335 0.19 171 7049 551 0.15 6499 0.15 1335 1350 0.12 108 6607 541 0.14 6066 0.14 1350 1365 0.12 108 6174 532 0.13 5642 0.13 1365 1380 0.12 108 5750 522 0.12 5228 0.12 1380 1395 0.12 108 5336 513 0.11 4822 0.11 1395 1410 0.12 108 4930 -504 0.10 44261 0.10 1410 1425 0.12 108 45341 496 0.10 40381 0.09 1425 14401 0.12 108 41461 487 0.09 36591 0.08 AREA 3 HOLE 4 RCFCBWCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT THE TRADITION DESCRIPTION NORTHEAST PORTION: AREA A-3 AMC 2 DATE 02 -Od-96 DESIGNATION CODES OFFSITE GOLF COURSE RESIDENTIAL COMMERCIAL AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE C-1 RI NUMBER PLATE EB.1 PERVIOUS AREA INFILTRATION RATE (n/hl PLATE E$.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E-8.3 ADJUSTED INFILTRATION RATE (n/ho AREA I-) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE (mod AVERAGE ADJUSTED INFILTRATION RATE (imod GC-9 GOLF COURSE 2 A 33 0.74 0 0.74 13 0.00 0.51 0.51 GC-10 GOLF COURSE 2 A 33 0.74 0 0.74 6 0.00 0.23 0.23 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 TOTAL AREA 191 0.00 0.741 0.74 LAG TIME DATA LENGTH (ft) 1000 LA (ft) 200 AVE W 0.035 HEIGHT HI LO 56 28 DIFF 30 SYNTHETIC UNIT HYDROGRAPH R.C.F.C.D SHORTCUT METHOD VARIABLE LOSS RATE 24 HR -100 YR STORM LAG TIME PROJECT: THE TRADITION 0.740 LENGTH (FT) 1000 FLOOD VOLUMES: DATE 02 -ON-96 LA (FT) 200 EFFECTIVE RAIN -(IN.) 0.49 PROJECT NO.: 40256 0.035 FLOOD VOLUMEJAC.FT) 0.77 0.370 CHECKED BY: DLS 33620.07 1 SLOPE FT/MI CONCENTRATION POINT 1 LOSS RATES: 2 REQ STORAGE (CU FT) AREA DESIGNATION A-3 ADJUSTED LOSS RATE 3 0.072 DRAINAGE AREA 19 L.R. FOR PERU. AREA 4 1.239 ULTIMATE DISCHARGE - :FS -HRSBN 0.054 IMPERVIOUS AREA 5 102.60 UNIT TIME- MINUTES 15 MIN. LOSS RATE 8 0.11 LAG TIME- MWUTES 2.95 '+C 7 0.006 UNIT TIME - PERCENT OF LAG 508.66 AVE PERC RATE CFS 8 0.072 S -CURVE NIA 136.80 9 0.072 STORM FREQUENCY 8 DURATION 24 HR -100 YR 0.15 10 1.166 TOTAL ADJUSTED STORM4NCHES 5.00 0.008 11 136.80 VARIABLE LOSS RATE (AVG) 0.74 . 12 0.19 MINIMUM LOSS RATE 0.37 0.090 13 0.010 CONSTANT LOSS RATE WA 1.124 14 0.090 LOW LOSS RATE ( %) 0.9 171.00 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INIHR) 0.19 171.00 (MIN.) 0.090 0.090 0.010 1 15 0.20 0.040 0.108 2 30 0.30 0.060 0.108 3 45 0.30 0.060 1.054 4 60 0.40 0.080 239.40 5 75 0.30 0.060 0.27 6 90 0.30 0.060 0.016 7 105 0.30 0.060 0.108 8 120 0.40 0.080 0.126 9 135 0.40 0.060 0.988 10 150 0.40 0.080 273.60 11 165 0.50 0.100 0.30 12 180 0.50 0.100 0.018 13 195 0.50 0.100 0.162 14 210 0.50 0.100 0.180 15 225 0.50 0.100 0.923 16 240 0.60 0.120 342.00 17 255 0.60 0.120 0.38 18 270 0.70 0.140 0.022 19 285 0.70 0.140 0.216 20 300 0.90 0.160 0.234 21 315 0.60 0.120 0.662 22 330 0.70 0.140 513.00 23 345 0.80 0.160 0.57 24 360 0.80 0.160 0.032 25 375 0.90 0.180 26 390 0.90 0.180 27 405 1.00 0.200 28 420 1.00 0.200 29 435 1.00 0.200 30 450 1.10 0.220 31 465 1.20 0.240 32 480 1.30 0.260 33 495 1.50 0.300 34 510 1.50 0.300 35 525 1.60 0.320 SYNTHETIC UNIT HYDROGRAPH R.C.F.C.D SHORTCUT METHOD VARIABLE LOSS RATE 24 HR -100 YR STORM MAX LOSS RATE LAG TIME EFFECTIVE RAIN 8 EFFECTIVE RAIN 0.740 LENGTH (FT) 1000 FLOOD VOLUMES: IWHR 0.740 LA (FT) 200 EFFECTIVE RAIN -(IN.) 0.49 0.000 AVE. *" 0.035 FLOOD VOLUMEJAC.FT) 0.77 0.370 HEIGHT -FT 30 FLOOD VOLUME- (CU.FT) 33620.07 0.00685 SLOPE FT/MI 158.40 RED. STORAGE (AC FT) 017 0.000 0.054 REQ STORAGE (CU FT) 33342.22 MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME INPHR IWHR IN/HR NMR (CFS) (CF) 1.299 0.036 0.036 0.004 0.08 68.40 1.284 0.054 0.054 0.006 0.11 102.60 1.269 0.054 0.054 0.006 0.11 102.60 1.254 0.072 0.072 0.008 0.15 136.80 1.239 0.054 0.054 0.006 0.11 102.60 1.224 0.054 0.054 0.006 0.11 102.60 1.210 0.054 0.054 0.006 0.11 102.60 1.195 ' 0.072 0.072 0.008 0.15 136.80 1.181 0.072 0.072 0.008 0.15 136.80 1.166 0.072 0.072 0.008 0.15 136.80 1.152 0.090 0.090 0.010 0.19 171.00 1.138 0.090 0.090 0.010 0.19 171.00 1.124 0.090 0.090 0.010 0.19 171.00 1.110 0.090 0.090 0.010 0.19 171.00 1.096 0.090 0.090 0.010 0.19 171.00 1.082 0.108 0.108 0.012 0.23 205.20 1.068 0.108 0.108 0.012 0.23 205.20 1.054 0.126 0.126 0.014 0.27 239.40 1.041 0.126 0.126 0.014 0.27 239.40 1.027 0.144 0.144 0.016 0.30 273.60 1.014 0.108 0.108 0.012 0.23 205.20 1.001 0.126 0.126 0.014 0.27 239.40 0.988 0.144 0.144 0.016 0.30 273.60 0.975 0.144 0.144 0.016 0.30 273.60 0.962 0.162 0.162 0.018 0.34 307.80 0.949 0.162 0.162 0.018 0.34 307.80 0.936 0.180 0.180 0.020 0.38 342.00 0.923 0180 0.180 0.020 0.38 342.00 0.911 0.180 0.180 0.020 0.38 342.00 0.898 0.198 0.198 0.022 0.42 376.20 0.886 0.216 0.216 0.024 0.46 410.40 0.874 0.234 0.234 0.026 0.49 444.60 0.662 0.270 0.270 0.030 0.57 513.00 0.830 0.270 0.270 0.030 0.57 513.00 0.838 0.288 0.288 0.032 0.61 547.20 540 1.70 0.340 0.826 0.306 0.306 0.034 0.65 581.40 555 1.90 0.380 0.814 0.342 0.342 0.038 072 649.60 570 2.00 0.400 0.802 0.360 0.360 0.040 0.76 684.00 585 2.10 0.420 0.791 0.378 0.378 0.042 0.80 718.20 600 2.20 0.440 0.780 0.396 0.396 0.044 0.84 752.40 615 1.50 0.300 0.768 0.270 0.270 0.030 0.57 513.00 630 1.50 0.300 0.757 0.270 0.270 0.030 0.57 513.00 645 2.00 0.400 0.746 0.360 0.360 0.040 0.76 684.00 660 2.00 0.400 0.735 0.360 0.360 0.040 0.76 684.00 675 1.90 0.380 0724 0.342 0.342 0.038 0.72 649.80 690 1.90 0.380 0.714 0.342 0.342 0.038 0.72 649.80 705 1.70 0.340 0.703 0.306 0.306 0.034 0.65 581.40 720 1.80 0.360 0.693 0.324 0.324 0.036 0.68 615.60 735 2.50 0.500 0.682 .0.450 0.450 0.050 0.95 855.00 750 2.60 0.520 0.672 0.468 0.468 0.052 0.99 889.20 765 2.80 0.560 0.662 0.504 0.504 0.056 1.06 957.60 780 2.90 0.580 0.652 0.522 0.522 0.058 110 991.80 795 3.40 0.680 0.642 0.612 0.642 0.038 0.72 650.63 810 3.40 0.680 0.632 0.612 0.632 0.048 0.91 817.19 825 2.30 0.460 0.623 0.414 0.414 0.046 0.87 766.60 840 2.30 0.460 0.613 0.414 0.414 0.046 0.87 786.60 855 2.70 0.540 0.604 0.486 0.486 0.054 1.03 923.40 870 2.60 0.520 0.595 0.468 0.468 0.052 0.99 889.20 885 2.60 0.520 0.585 0.468 0.468 0.052 0.99 889.20 900 2.50 0.500 0.576 0.450 0.450 0.050 0.95 855.00 915 2.40 0.480 0.568 0.432 0.432 0.048 0.91 820.80 930 2.30 0.460 0.559 0.414 0.414 0.046 0.87 786.60 945 1.90 0.380 0.550 0.342 0.342 0.038 0.72 649.80 960 1.90 0.380 0.542 0.342 0.342 0.038 0.72 649.80 975 0.40 0.080 0.534 0.072 0.072 0.008 0.15 136.80 990 0.40 0.080 0.526 0.072 0.072 0.008 0.15 136.80 1005 0.30 0.060 0.518 0.054 0.054 0.006 0.11 102.60 1020 0.30 0.060 0.510 0.054 0.054 OA06 0.11 102.60 1035 0.50 0.100 0.502 0.090 0.090 0.010 0.19 171.00 1050 0.50 0.100 0.495 0.090 0.090 0.010 0.19 171.00 1065 0.50 0.100 0.487 0.090 0.090 0.010 0.19 171.00 1080 0.40 0.080 0.480 0.072 0.072 0.008 0.15 136.80 1095 0.40 0.080 0.473 0.072 0.072 0.008 0.15 136.80 1110 0.40 0.060 0.466 0.072 0.072 0.008 0.15 136.80 1125 0.30 0.060 0.460 0.054 0.054 0.006 0.11 102.60 1140 0.20 0.040 0.453 0.036 0.036' 0.004 0.08 68.40 1155 0.30 0.060 0.447 0.054 0.054 0.006 0.11 102.60 1170 0.40 - 0.080 0.441 0.072 0.072 0.008 0.15 136.80 1185 0.30 0.060 0.435 0.054 0.054 0.006 0.11 102.60 1200 0.20 0.040 0.429 0.036 0.036 0.004 0.08 68.40 1215 0.30 0.060 0.423 0.054 0.054 0.006 0.11 102.60 1230 0.30 0.060 0.418 0.054 0.054 0.006 0.11 102.60 1245 0.30 0.060 0.413 0.054 0.054 0.006 0.11 102.60 1260 0.20 0.040 0.408 0.036 0.036 0.004 0.08 68.40 1275 0.30 0.060 0.403 0.054 0.054 0.006 0.11 102.60 1290 0.20 0.040 0.398 0.036 0.036 0.004 0.08 68.40 1305 0.30 0.060 0.394 0.054 0.054 0.006 0.11 102.60 1320 0.20 0.040 0.390 0.036 0.036 0.004 0.06 68.40 1335 0.30 0.060 0.386 0.054 0.054 0.008 0.11 102.60 1350 0.20 0.040 0.383 0.036 0.036 0.004 0.08 68 -40 1365 0.20 0.040 0.380 0.036 0.036 0.004 0.08 68.40 1380 0.20 0.040 0.377 0.036 0.036 0.004 0.08 68.40 1395 0.20 0.040 0.374 0.036 0.036 0.004 0.08 68.40 1410 0.20 0.040 0.372 0.036 0.036 0.004 0.08 68.40 1425 0.20 0.040 0.371 0.036 0.036 0.004 0.08 68.40 1440 0.20 0.040 0.370 0.036 0.036 0.004 0.08 68.40 100.0000 20.000 TOTAL 18.050 1.950 33342.22 THE TRADITION PROPOSED BASIN 3 - HOLE 4 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cuft cult acre -ft 34 0 689 0 0.0 2 26270 36 2 38716 26270 0.6 2 145689 38 4 106973 171959 3.9 2 273665 40 6 166692 445624 10.2 1 186709 41 7 206726 632333 14.5 THE. TRADITION JOB #: 40256 DATE 14- Nov -96 AREA: A -3 PERCOLATION RATE 1 in/hr TIME min ) FLOW IN (cfs) VOLUME IN (cult TOTAL IN BASIN cult PERC OUT cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 0 15 0.08 72 72 10 0.00 62 0.00 15 30 0.11 99 161 13 0.01 148 0.00 30 45 0.11 99 247 16 0.02 231 0.01 45 60 0.15 135 366 19 0.03 347 0.01 60 75 0.11 99 446 22 0.03 424 0.01 75 90 0.11 99 523 24 0.04 499 0.01 90 105 0.11 99 598 26 0.04 571 0.01 105 120 0.15 135 706 30 0.05 677 0.02 120 135 0.15 135 812 33 0.06 779 0.02 135 150 0.15 135 914 36 0.07 878 0.02 150 165 0.19 171 1049 40 0.08 1008 0.02 165 180 0.19 171 1179 44 0.09 1135 0.03 180 195 0.19 171 1306 48 0.10 1258 0.03 195 210 0.19 171 1429 52 0.11 1377 0.03 210 225 0.19 171 1548 56 0.11 1493 0.03 225 240 0.23 207 1700 60 0.13 .1639 0.04 240 255 0.23 207 1846 65 0.14 1782 0.04 255 270 0.27 243 .2025 70 0.15 1955 0.04 270 285 0.27 243 2198 75 0.16 2122 0.05 285 300 0.30 270 2392 81 0.18 2311 0.05 300 315 0.23 207 2518 85 0.19 2433 0.06 315 330 0.27 243 2676 90 0.20 2586 0.06 330 345 0.30 270 2856 96 0.21 2760 0.06 345 360 0.30 270 3030 101 0.22 2929 0.07 360 375 0.34 306 3235 107 0.24 3128 0.07 375 390 0.34 306 3434 113 0.25 3321 0.08 390 405 0.38 342 3663 120 0.27 3542 0.08 405 420 0.38 342 3884 127 0.29 3757 0.09 420 435 0.38 342 4099 134 0.30 3966 0.09 435 450 0.42 378 4344 141 0.32 4203 0.10 450 465 0.46 414. 4617 150 0.34 4467 0.10 465 480 0.49 441 4908 158 0.36 4750 0.11 480 495 0.57 513 5263 169 0.39 5093 0.12 495 510 0.57 513 5606 180 0.42 5426 0.12 510 525 0.61 549 5975 191 0.44 5784 0.13 525 540 0.65 585 6369 203 0.47 6166 0.14 540 555 0.72 648 6814 217 0.51 6597 0.15 555 570 0.76 684 7281 231 0.54 7050 0.16 570 585 0.80 720 7770 246 0.58 7524 0.17 585 600 0.84 756 8280 262 0.62 8018 0.18 600 615 0.57 513 8531 269 0.63 8262 0.19 615 630 0.57 513 8775 277 0.65 8498 0.20 630 645 0.76 684 9182 289 0.68 8893 0.20 645 660 0.76 684 9577 301 0.71 9275 0.21 660 6751 0.72 648 99231 3 741 9611 0.22 675 690 0.72 648 10259 322 0.76 9937 0.23 690 705 0.65 585 10522 330 0.78 10192 0.23 705 720 0.68 612 10804 339 0.80 10465 0.24 720 735 0.95 855 11320 355 0.84 10965 0.25 735 750 0.99 891 11856 371 0.88 11485 0.26 750 765 1.06 954 12439 389 0.92 12050 0.28 765 780 1.10 990 13040 407 0.97 12632 0.29 780 795 0.72 648 13280 415 0.99 12865 0.30 795 810 0.91 819 13684 427 1.02 13257 0.30 810 825 0.87 783 14040 438 1.04 13602 0.31 825 840 0.87 783 14385 449 1.07 13936 0.32 840 855 1.03 927 14863 463 1.10 14400 0.33 855 870 0.99 891 15291 476 1.14 14814 0.34 870 885 0.99 891 15705 489 1.17 15216 0.35 885 900 0.95 855 16071 500 1.19 15571 0.36 900 915 0.91 819 16390 510 1.22 15880 0.36 915 930 0.87 783 16663 518 1.24 16144 0.37 930 945 0.72 648 16792 522 1.25 16270 0.37 945 960 0.72 648 16918 526 1.26 16392 0.38 960 975 0.15 135 16527 514 1.23 16012 0.37 975 990 0.15 135 16147 503 1.20 15645 0.36 990 1005 0.11 99 15744 490 1.17 15253 0.35 1005 1020 0.11 99 15352 478 1.14 14874 0.34 1020 1035 0.19 171 15045 469 1.12 14576 0.33 1035 1050 0.19 171 14747 460 1.10 14287 0.33 1050 1065 0.19 171 14458 451 1.07 14007 0.32 1065 1080 0.15 135 14142 441 1.05 13701 0.31 1080 1095 0.15 135 13836 432 1.03 13404 0.31 1095 1110 0.15 135 13539 423 1.01 13117 0.30 1110 1125 0.11 99 13216 413 0.98 12803 0.29 1125 1140 0.08 72 12875 402 0.96 12472 0.29 1140 1155 0.11 99 12571 393 0.93 12178 0.28 1155 1170 0.15 135 12313 385 0.92 11928 0.27 1170 1185 0.11 99 12027 376 0.89 11650 0.27 1185 1200 0.08 72 11722 367 0.87 11355 0.26 1200 1215 0.11 99 11454 359 0.85 11095 0.25 1215 1230 0.11 99 11194 351 0.83 10843 0.25 1230 1245 0.11 99 10942 343 0.81 10599 0.24 1245 1260 0.08 72 10671 335 0.79 10336 0.24 1260 1275 0.11 99 10435 328 0.78 10107 0.23 1275 1290 0.08 72 10179 320 0.76 9860 0.23 1290 1305 0.11 99 9959 313 0.74 9645 0.22 1305 1320 0.08 72 9717 306 0.72 9412 0.22 1320 1335 0.11 99 9511 299 0.71 9211 0.21 1335 1350 0.08 72 9283 292 0.69 8991 0.21 1350 1365 0.08 72 9063 286 0.67 8777 0.20 1365 1380 0.08 72 8849 279 0.66 8570 0.20 1380 1395 0.08 72 8642 273 0.64 8369 0.19 1395 1410 0.08 72 8441 267 0.63 8175 0.19 1410 1425 0.08 72 82471 261 0.61 7986 0.18 1425 1440 0.08 72 80581 255 0.60 7803 0.18 /T,N=F.` HOLES 2 & 3 RCFCBWCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT THE TRADITION DESCRIPTION NORTHEAST PORTION: AREAS A-4 (WEST) AMC 2 DATE 114Dec -96 DESIGNATION CODES OFFSITE GOLF COURSE RESIDENTIAL COMMERCIAL AREA DESIGNATION LAND USE LAND DESIGNATION SDIL GROUP PLATE G1 RI NUMBER PLATE E-6.1 PERVIOUS AREA INFILTRATION RATE "d PLATE E42 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E -8.3 ADJUSTED INFILTRATION RATE (inlhd AREA (xros) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE Gad AVERAGE ADJUSTED INFILTRATION RATE G^md 012 1 OFFSITE 1 D 93 0.09 0 0.09 4 0.00 0.01 0.01 013 OFFSfTE 1 D 931 0.09 0 0.09 5 0.00 0.01 0.01 GC11 GOLF COURSE 2 A 331 0.74 0 0.74 8 0.00 0.09 0.09 GC18 GOLF COURSE 2 A 33 0.74 0 0.74 3 0.00 0.03 0.03 C1 COMMERCIAL 4 A 32 0.74 0.9 0.1408 2.5 0.03 0.03 0.01 C2 COMMERCIAL 4 A 32 0.74 0.9 0.1406 2 0.03 0.02 0.00 C3 COMMERCIAL 4 A 32 0.74 0.9 0.1406 3 0.04 0.03 0.01 R14 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 4 0.02 0.05 0.03 R75 RESIDENTIAL 3 A 32 0.74 0.4 0.4738 5 0.03 0.08 0.04 R16 RESIDENTIAL 3 A 32 0.74 0.4 0.4738 13 0.08 0.15 0.09 R17 RESIDENTIAL 3 A 32 0.74 0.4 0.4738 7 0.04 0.08 0.05 R18A RESIDENTIAL 3 A 32 0.74 0.4 0.4738 3 0.02 0.03 0.02 R21 RESIDENTIAL 3 A 32 0.74 0.4 0.4736 8 0.04 0.07 0.04 0 0 0 0.00 0.00 0.00 0 ol ol 0.00 D.001 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.001 0.00 0.00 0 0 0 0.001 0.00 0.00 TOTALS 65.5 0.341 0.65 0.43 LAG TIME DATA LENGTH (ft) LA (tq AVE W HEIGHT LO DIFF 0 0 PROJECT: THE TRADITION SYNTHETIC UNIT HVDROGRAPH DATE 11 -DW-96 R.C.F.C.D SHORTCUT METHOD PROJECT NO- 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES. LAG TIME EFFECTIVE RAIN A 2 AREA DESIGNATION A4 WEST ADJUSTED LOSS RATE 0.451 LENGTH (FT) 0 FLOOD VOLUMES 3 DRAINAGE AREA 65.5 L.R. FOR PERV. AREA 0.650 LA (FT) 0 EFFECTIVE RAI"IN.) 0.86 4 ULTIMATE DISCHARGECFSHRSAN IMPERVIOUS AREA 0.340 AVE. N*- 0 FLOOD VOLUME- (AC.FT) 4.71 5 UNIT TIME- MINUTES 15 MIN. LOSS RATE 0.226 HEIGHT -FT 0 FLOOD VOLUME•(CUFFT) 205087.84 6 LAG TIME - MINUTES ERR 'C' 0.00418 SLOPE FTJMI ERR RED. STORAGE (AC FT) 4.67 7 UNIT TIME - PERCENT OF LAG ERR AVE PERC RATE CFS 0.000 RED. STORAGE (CU FT) 203392.90 6 SCURVE WA . 9 STORM FREQUENCY d DURATION 24 HR -100 YR 10 TOTAL ADJUSTEDSTORM4NCHES 5.00 11 VARIABLE LOSS RATE (AVG) 0,4511 12 MINIMUM LOSS RATE 022555 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INA4R) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) INA4R INHR INHR INHR (CFS) (CF) 1 15 0.20 0.040 0.792 0.036 0.036 0.004 0.26 235.80 2 30 0.30 0.060 0.783 0.054 0.054 0.006 0.39 353.70 3 45 0.30 0.060 0.774 0.054 0.054 0.006 0.39 353.70 4 80 0.40 0.080 0.764 0.072 0.072 0.008 0.52 471.60 5 75 0.30 0.060 0.755 0.054 0.054 0.006 0.39 353.70 6 90 0.30 0.060 0.746 0.054 0.064 0.006 0.39 353.70 7 105 0.30 0.060 0.737 0.054 0.054 0.006 0.39 353.70 8 120 0.40 0.060 0.729 0.072 0.072 0.008 0.52 471.60 9 135 0.40 0.080 0.720 0.072 0.072 0.006 0.52 471.60 10 150 0.40 0.080 0.711 0.072 0.072 0.008 0.52 471.60 • 11 165 0.50 0.100 0.702 0.090 0.090 0.010 0.66 589.50 12 180 0.50 0.100 0.694 0.090 0.090 0.010 0.66 589.50 13 195 0.50 0.100 0.685 0.090 0.090 0.010 0.66 589.50 14 210 0.50 0.100 0.676 0.090 0.090 0.010 0.66 599.50 15 225 0.50 0.100 0.668 0.090 0.090 0.010 0.66 589.50 16 240 0.60 0.120 0.660 0.108 0.108 0.012 0.79 707.40 17 253 0.60 0.120 0.651 0.108 0.108 0.012 0.79 707.40 18 270 0.70 0.140 0.643 0.126 0.126 0.014 0.92 625.30 19 285 0.70 0.140 0.635 0.126 0.126 0.014 0.92 825.30 20 300 0.80 0.160 0.626 0.144 0.144 0.016 1.05 943.20 21 315 0.60 0.120 0.618 0.108 0.108 0.012 0.79 707.40 22 330 0.70 0.140 0.610 0.126 0.126 0.014 0.92 825.30 23 345 0.80 0.160 0.602 0.144 0.144 0.016 1.05 943.20 24 360 0.80 0.160 0.594 0.144 0.144 0.016 1.05 943.20 25 375 0.90 0.180 0.586 0.162 0.162 0.018 1.18 1061.10 26 390 0.90 0.180 0.578 0.162 0.162 0.018 1.18 1061.10 27 405 1.00 '0.200 0.571 0.180 0.180 0.020 1.31 1179.00 28 420 1.00 0.200 0.563 0.180 0.180 0.020 1.31 1179.00 29 435 1.00 0.200 0.555 0.180 0.180 0.020 1.31 1179.00 30 450 1.10 0.220 0.548 0.198 0.198 0.022 1.41 1296.90 31 465 1.20 0.240 0.540 0.216 0.218 0.024 1.57 1414.80 32 460 1.30 0260 0.533 0.234 0.234 0.026 1.70 1532.70 33 495 1.50 0.300 0.525 0.270 0.270 0.030 1.97 1768.50 34 510 1.50 0.300 0.518 0.270 0270 0.030 1.97 1768.50 35 525 1.60 0.320 0.511 0.288 0.288 0.032 2.10 1886.40 36 540 1.70 0.340 0..503 0.306 0.306 0.034 2.23 2.49 2004.30 2240.10 37 555 1.90 0.360 0.496 0.342 0.342 0.360 0.038 0.040 2.62 2`358.00 38 670 2.00 0.400 0.420 0.189 0.482 0.360 0.376 0.378 0.042 2.75 2475.90 39 585 BOO 2.10 120 0.440 0.475 0.396 0.396 0.044 2.66 2393.80 40 41 615 1.50 0.300 0.468 0270 0.270 0.030 147 1.97 1768.50 1768.50 42 630 1.50 0.300 0.462 0.270 0.270 0.360 0.030 0.040 2.62 2358.00 43: 645 2.00 2.00 0.400 0.400 0.455 0.448 0.360 0.360 0.360 0.040 2.62 2358.00 µ 45 680 675 1.90 0.380 0.442 - 0.342 0.342 0.038 2.49 2240.10 46 690 1.90 0.380 0.435 0.342 0.342 0.036 2.49 2.23 7140.10 2004.30 47 705 1.70 0.340 0.429 0.306 0.306 0.324 0.034 0.036 2.36 2122.20 48 720 1.80 2.50 0.360 0.500 0,422 0.416 0.324 0.450 0.416 0.084 5.51 4961.41 49 50 735 750 2.60 0.520 0.410 0.468 0.410 0.110 7.23 6508.21 51 765 2.80 0.560 0.403 0.504 0.403 0157 10.26 9229.60 52 780 2.90 0.580 0.397 0.571 0.397 0.183 11.96 10767.56 53 795 3.40 0.680 0.391 0.612 0.391 0.289 18.91 17017.10 54 810 3.40 0.690 0.395 0.612 0.385 0.295 19.30 17367.11 55 825 2.30 0.460 0.380 0.414 0.380 0.080 5.27 4743.51 56 640 2.30 0.460 0.374 0.414 0.374 0.086 5.65 5094.42 57 833 2.70 0.540 0.368 0.486 0.368 0.172 11.26 10136.62 58 870 2.60 0.520 0.362 0.468 0.362 0.158 10.32 9289.11 59 685 2.60 0.520 0.357 0.468 0.357 0.163 10.68 9615.81 60 900 2.50 0.500 0.351 0.450 0.351 0.149 9.73 9758.74 61 915 2.40 0.480 0.346 0.432 0.346 0.134 B.T7 7996.77 62 930 2.30 0.460 0.341 0.414 0.341 0.119 7.81 7029.85 63 945 1.90 0.380 0.336 0.342 0.336 0.044 2.91 2620.92 64 960 1.90 0.380 0.330 0.342 0.330 0.050 3.25 2972.92 65 975 0.40 0.080 0.325 0.072 0.072 0.008 0.008 0.52 0.52 471.60 471.60 66 990 0.40 0.080 0.320 0.316 0.072 0.054 0.072 0.054 0.006 0.39 353.70 67 1005 1020 0.30 0.30 0.060 0.060 0.311 0.054 0.054 0.006 0.39 353.70 68 69 1035 0.50 0.100 0.306 0.090 0.090 0.010 0.66 589.50 589.50 TO 1050 0.50 0.100 0.302 0.090 0.090 0.090 0.010 0.010 0.66 0.66 589.50 71 1065 0.50 0.100 0.297 0.293 0.090 0.072 0.072 0.006 0.52 471.60 72 i090 1095 0.40 0.40 0.080 0.080 0.288 0.072 0.072 0.008 0.52 471.60 73 74 1110 0.40 0.080 0.284 0.072 0.072 0.008 0.52 471.60 353.70 75 1125 0.30 0.060 0280 0.054 0.054 0.006 0.004 0.39 0.26 235.80 76 1140 0.20 0.040 0.276 0272 0.036 0.054 0.036 0.054 0.006 0.39 353.70 77 1155 1170 0.30 0.40 0.060 0.090 0.269 0.072 0.072 0.008 0.52 171.60 78 79 1165 0.30 0.060 0.265 0.054 0.054 0.006 0.39 333.70 235.80 60 1200 0.20 0.040 0.261 0.036 0.036 0.054 0.004 0.006 0.26 0.39 353.70 61 1215 0.30 0.060 0.060 0258 0255 0.054 0.054 0.054 ODDS 0.39 353.70 82 3 93 B 1230 1245 0.30 0.30 0.060 0252 0.054 0.054 0.006 0.39 353.70 235.80 1260 0.20 0.010 0248 0.036 0.036 0.054 0.004 0.008 0.26 0.39 353.70 85 1276 0.30 0.060 0.246 0.243 0.054 0.036 0.036 0.004 0.26 235.60 98 1290 0.20 0.30 0.040 0.060 0.240 0.054 0.054 O.006 0.39 353.70 67 88 1305 1320 0.20 0.040 0.238 0.036 0.036 0.004 0.26 0.39 235.60 353.70 89 1335 0.30 0.060 0.235 0.051 0.061 08 0.008 0.004 0.26 235.60 90 1350 0.20 0.040 0.233 0.036 0.036 .03 0.036 0.004 0.28 235.80 91 1365 0.20 0.040 0.231 0.230 0.036 0.038 0.004 0.26 235.80 92 1360 0.20 0.040 0.040 0228 0.036 0.036 0.004 0.26 235 -90 93 1395 0.20 0.040 0.227 0.038 0.036 0.004 016 235.50 94 1110 0.20 0.040 0.228 0.036 0.036 0.004 0.26 235.80 95 1423 0.20 0.040 0.226 .038 0.004 0.28 96 1440 0.20 TOTAL TT 186.550 3.450 203.90 392 100.0000 20.000 THE TRADITION PROPOSED BASIN 4 (WEST) - HOLES 2 & 3 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cult cult acre -ft 26 0 1367 0 0.0 2 10284 28 2 14059 10284 0.2 2 42319 30 4 28260 - 52603 1.2 2 75270 32 6 47010 127873 2.9 2 125486 34 8 78476 253359 5.8 1.5 208367 35.5 9.5 199346 461726 10.6 THE TRADITION JOB #: 40256 DATE 11- Dec -96 AREA: A4 (WEST) PERCOLATION RATE 1 in/hr TIME min ) FLOW IN (cfs) VOLUME IN (cuft) TOTAL IN BASIN (cult PERC OUT cult BASIN DEPTH ft ) , BALANCE IN BASIN (cuft acre -ft 0 15 0.26 234 234 34 0.04 200 0.00 15 30 0.39 351 551 43 0.10 508 0.01 30 45 0.39 351 859 51 0.16 808 0.02 45 60 0.52 468 1276 61 0.24 1215 0.03 60 75 0.39 351 1566 69 0.29 1497 0.03 75 90 0.39 351 1848 76 0.34 1772 0.04 90 105 0.39 351 2123 83 0.40 2040 0.05 105 120 0.52 468 2508 93 0.47 2415 0.06 120 135 0.52 468 2883 103 0.54 2781 0.06 135 150 0.52 468 3249 112 0.61 3137 0.07 150 165 0.66 594 3731 124 0.70 3606 0.08 165 180 0.66 594 4200 136 0.79 4064 0.09 180 195 0.66 594 4658 148 0.88 4510 0.10 195 210 0.66 594 5104 160 0.96 4944 0.11 210 225 0.66 594 5538 171 1.04 5367 0.12 225 240 0.79. 711 6078 185 1.15 5893 0.14 240 255 0.79 711 6604 198 1.25 6406 0.15 255 270 0.92 828 7234 214 1.37 7019 0.16 270 285 0.92 828 7847 230 1.48 7617 0.17 285 300 1.05 945 8562 249 1.62 8314 0.19 300 315 0.79 711 9025 261 1.70 8764 0.20 315 330 0.92 828 9592 275 1.81 9317 0.21 330 345 1.05 945 10262 292 1.94 9970 0.23 345 360 1.05 945 10915 297 2.02 10617 0.24 360 375 1.18 1062 11679 303 2.05 11377 0.26 375 390 1.18 1062 12439 308 2.09 12131 0.28 390 405 1.31 1179 13310 314 2.13 12996 0.30 405 420 1.31 1179 14175 320 2.17 13855 0.32 420 435 1.31 1179 15034 326 2.21 14707 0.34 435 450 1.44 1296 16003 333 2.25 15671 0.36 450 465 1.57 1413 17084 340 2.31 16743 0.38 465 480 1.70 1530 18273 349 2.36 17924 0.41 480 495 1.97 1773 19697 359 2.43 19339 0.44 495 510 1.97 1773 21112 369 2.49 20743 0.48 510 525 2.10 1890 22633 379 2.57 22254 0.51 525 540 2.23 2007 24261 391 2.64 23870 0.55 540 555 2.49 2241 26111 404 2.73 25708 0.59 555 570 2.62 2358 28066 .417 2.82 27649 0.63 570 585 2.75 2475 30124 432 2.92 29692 0.68 585 600 2.88 2592 32284 447 3.02 31837 0.73 600 .615 1.97 1773 33610 456 3.08 33154 0.76 615 630 1.97 1773 34927 465 3.14 34462 0.79 630 645 2.62 2358 36820 478 3.23 36342 0.83 6451 660 2.62 23581 387001 4921 3.321 38208 0.88 6601 675 2.49 22411 404491 5041 3.401 39945 0.92 675 690 2.49 '2241 42186 516 3.48 41670 0.96 690 705 2.23 2007 43677 526 3.55 43151 0.99 705 720 2.36 2124 45275 538 3.63 44738 1.03 720 735 5.51 4959 49697 568 3.84 49128 1.13 735 750 7.23 6507 55635 604 4.06 55031 1.26 750 765 10.26 9234 64265 649 4.29 63615 1.46 765 780 11.96 10764 74379 702 4.56 73678 1.69 780 795 18.91 17019 90697 786 4.99 89910 2.06 795 810 19.30 17370 107280 873 5.43 106408 2.44 810 825 5.27 4743 111151 893 5.53 110258 2.53 825 840 5.65 5085 115343 914 5.64 114429 2.63 840 855 11.26 10134 124563 962 5.89 123600 2.84 855 870 10.32 9288 132888 1006 6.06 131883 3.03 870 885 10.68 9612 141495 1051 6.20 140444 3.22 885 900 9.73 8757 149201 1091 6.32 148111 3.40 900 915 8.77 7893 156004 1126 6.43 154877 3.56 915 930 7.81 7029 161906 1157 6.52 160749 3.69 930 945 2.91 2619 163368 1165 6.55 162203 3.72 945 960 3.25 2925 165128 1174 6.58 163954 3.76 960 975 0.52 468 164422 1170 6.56 163252 3.75 975 990 0.52 468 163720 1167 6.55 162553 3.73 990 1005 0.39 351 162904 1162 6.54 161742 3.71 1005 1020 0.39 351 162093 1158 6.53 160935 3.69 1020 1035 0.66 594 161529 1155 6.52 160374 3.68 1035 1050 0.66 594 160968 1152 6.51 159815 3.67 1050 1065 0.66 594 160409 1149 6.50 159260 3.66 1065 1080 0.52 468 159728 1146 6.49 158582 3.64 1080 1095 0.52 468 159050 1142 6.48 157908 3.63 1095 1110 0.52 468 158376 1139 6.47 157237 3.61 1110 1125 0.39 351 157588 1135 6.46 156454 3.59 1125 1140 0.26 234 156688 1130 6.44 155558 3.57 1140 1155 0.39, 351 155909 1126 6.43 154783 3.55 1155 1170 0.52 468 155251 1122 6.42 154129 3.54 1170 1185 0.39 351 154480 1118 6.41 153361 3.52 1185 1200 0.26 234 153595 1114 6.39 152481 3.50 1200 1215 0.39 351 152832 1110 6.38 151723 3.48 1215 1230 0.39 351 152074 1106 6.37 150968 3.47 1230 1245 0.39 351 151319 1102 6.36 150217 3.45 1245 1260 0.26 234 150451 1097 6.34 149354 3.43 1260 1275 0.39 351 149705 1093 6.33 148611 3.41 1275 1290 0.26 234 148845 1089 6.32 147756 3.39 1290 1305 0.39 351 148107 1085 6.31 147022 3.38 1305 1320 0.26 234 147256 1081 6.29 146176 3.36 1320 1335 0.39 351 146527 1077 6.28 145450 3.34 13351 1350 0.26 234 145684 1072 6.27 144611 3.32 1350 1365 0.26 234 144845 1068 6.25 143777 3.30 1365 1380 0.26 234 144011 1064 6.24 142948 3.28 1380 1395 0.26 234 143182 1059 6.23 142122 3.26 1395 1410 0.26 234 142356 1055 6.21 141301 3.24 1410 1425 0.26 234 141535 1051 6.20 140484 3.23 14251 14401 0.261 234 140718 1 1046 6.191 139672 3.21 RCFC&WCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT THE TRADITION DESCRIPTION NORTHEAST PORTION: AREAS A-4 AMC 2 DATE 11- Dec.96 DESIGNATION CODES OFFSITE GOLF COURSE RESIDENTIAL COMMERCIAL AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE C-1 RI NUMBER PLATE E41.1 PERVIOUS AREA INFILTRATION RATE Pm/+d PLATE E -0.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E-8.3 ADJUSTED INFILTRATION RATE Grt/hd AREA (a-) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE Gad AVERAGE ADJUSTED INFILTRATION RATE fwd 014 OFFSITE 1 D 93 0.09 0 0.09 8 0.00 0.02 0.02 GC11 OFFSITE 1 D 93 0.09 0 0.091 11 0.00 0.04 0.04 R18 RESIDENTIAL 3 A 32 014 0.4 0.4738 8 0.09 0.17 0.11 R19 RESIDENTIAL 3 A 32 0.74 0.4 0.4738 1 0.02 0.03 0.02 R20 RESIDENTIAL 3 A 32 0.74 0.4 0.4738 2 0.03 0.08 0.04 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 0 0.00 G.00 0.00 0 0 0 0.00 0.001 0.00 0 0 0 0.00 0.001 0.00 [TOTALS 28 0.14 0.32 I 0.22 LAG TIME DATA LENGTH (1q LA (1q AVE W HEIGHT HI LO DIFF 0 0 PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH DATE 11 -Dea96 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40256 VARIABLE LOSS RATE CHECKED BY: DLS 24 HR -100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAG TIME: EFFECTIVE RAIN 4 2 AREA DESIGNATION ^4 ADJUSTED LOSS RATE 0.280 LENGTH (FT) 0 FLOOD VOLUMES: 3 DRAINAGE AREA 26 LR. FOR PERU. AREA 0.320 LA (FT) 0 EFFECTIVE RAIN-(IN.) 1.58 4 ULTIMATE DISCHARGE- CFS•HRSAN IMPERVIOUS AREA 0.140 AVE W- 0 FLOOD VOLUME•(AC.FT) 3.42 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.140 HEIGHT -FT 0 FLOOD VOLUME•(CU.FT) 148981.17 6 LAG TIME - MINUTES ERR 'C' 0.00259 SLOPE FTAII ERR REQ. STORAGE (AC FT) 3.39 7 UNIT TIME-PERCENT OF LAG ERR AVE PERC RATE CFS 0.000 REQ STORAGE (CU FT) 147749.92 8 S -CURVE N/A 9 STORM FREQUENCY 8 DURATION 24 HR -100 YR 10 TOTAL AOJUSTEDSTORM4NCHES 5.00 11 VARLABLE LOSS RATE (AVG) 027968 12 MINIMUM LOSS RATE 0.13984 13 CONSTANT LOSS RATE NIA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INHR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) WHR WMR R HR WHR (CFS) (CF) 1 15 0.20 0.040 0.491 0.036 0.036 0.004 0.10 93.60 2 30 0.30 0.060 0.485 0.054 0.054 0.006 0.16 140.40 3 45 0.30 0.060 0.480 0.054 0.054 0.006 0.16 140.40 4 80 0.40 0.080 0.474 0.072 0.072 0.008 0.21 187.20 5 75 0.30 0.060 0.468 0.054 0.054 0.006 0.16 140.40 6 90 0.30 0.060 0.463 0.054 0.054 0.006 0.16 140.40 7 105 0.30 0.060 0.457 0.054 0.054 0.006 0.16 140.40 8 120 0.40 0.080 0.452 0.072 0.072 0.008 0.11 187.20 9 135 0.40 0.080 0.446 0.072 0.072 0.008 0.21 187.20 10 150 0.40 0.080 0.441 0.072 0.072 0.008 0.21 18720 11 165 0.50 0.100 0.435 0.090 0.090 0.010 0.26 234.00 12 180 0.50 0.100 0.430 0.090 0.090 0.010 0.26 234.00 13 195 0.50 0.100 0.425 0.090 0.090 0.010 0.28 234.00 14 210 0.50 0.100 0.419 0.090 0.090 0.010 0.26 234.00 15 225 0.50 0.100 0.414 0.090 0.090 0.010 0.26 234.00 16 240 0.60 0.120 0.409 0.108 0.108 0.012 0.31 280.80 17 255 0.60 0.120 0.404 0.108 0.108 0.012 0.31 280.80 18 270 0.70 0.140 0.399 0.126 0.128 0.014 0.36 327.60 19 285 0.70 0.140 0.393 0.126 0.126 0.014 0.36 327.60 20 300 0.80 0.160 0.388 0.144 0.144 0.016 0.42 374.40 21 315 0.60 0.120 0.383 0.108 0.106 0.012 0.31 280.80 22 330 0.70 0.140 0.378 0.126 0.126 0.014 0.36 327.60 23 345 0.60 0.160 0.373 0.144 0.144 0.016 0.42 374.40 24 360 0.80 0.160 0.368 0.144 0.144 0.016 0.42 374.40 25 375 0.90 0.180 0.363 0.162 0.162 0.018 0.47 42120 26 390 0.90 0.180 0.359 0.162 0.162 0.018 0.47 42120 27 405 1.00 0.200 0.354 0.180 0.180 0.020 0.52 468.00 28 420 1.00 0.200 0.349 0.180 0.180 0.020 0.52 468.00 29. 435 1.00 0.200 0.344 0.180 0.180 0.020 0.52 468.00 30 450 1.10 0.220 0.340 0.198 0.198 0.022 0.57 514.80 31 465 120 0.240 0.335 0.216 0.216 0.024 0.62 561.60 32 480 1.30 0.260 0.330 0.234 0.234 0.026 0.66 608.40 33 495 1.50 0.300 0.326 0.270 0270 0.030 0.78 702.00 34 510 1.50 0.300 0.321 0.170 0270 0.030 0.76 702.00 35 525 1.60 0.320 0.317 0.286 0.317 0.003 0.09 60.30 540 1.70 0.340 6.a ,z 0.305 0.312 0.026 0.73 652.91 J6 37 555 1.90 0.380 0.308 0.342 0.308 0.072 1.68 2.51 1692.56 2263.25 36 370 2.00 0.400 0.303 0.360 0.303 0.097 0.121 3.15 2832.97 39 585 2.10 0.420 0.440 0.299 0.293 0.378 0.396 0.299 0.295 0.145 3.78 3401.71 t0 600 615 2.20 1.50 0.300 0.290 0270 0.290 0.010 0.23 223.47 41 42 630 1.50 0.300 0.288 0270 0.268 0.014 0.118 0.36 3.07 324.24 2762.01 43 645 2.00 0.400 0.400 0.282 0.278 0.360 0.360 0.282 0.278 0.122 3.18 2858.76 44 66D 673 2.00 1.90 0.380 0.274 0.342 0.274 0.106 2.76 2486.50 46 690 1.90 0.380 0.270 0.342 0.270 0.110 2.87 2581.21 46 47 705 1.70 0.340 0.266 0.306 0.266 0.074 1.93 1738.89 48 720 1.80 0.360 0.262 0.324 0.262 0.098 2.56 6.30 2299.51 5667.09 49 733 2.50 0.500 0.258 0.450 0238 0.251 0.242 0.266 6.92 6223.60 50 750 2.60 2.80 0.520 0.360 0.254 0250 0.468 0.504 0.250 0.310 8.06 7251.03 51 765 780 2.90 0.580 0.246 0.571 .0.246 0.334 8.67 7807.38 82 53 795 3.40 0.680 0.243 0.612 0.243 0.437 11.37 10234.62 54 610 3.40 0.680 0.239 0.612 0.239 0.441 11.47 10320.76 55 825 2.30 0.460 0.235 0 -414 0.235 0.225 5.64 5257.78 56 640 2.30 0.460 0.232 0.414 0.232 0.226 5.94 5341.67 57 655 2.70 0.540 0.228 0.486 0.228 0.312 8.11 7296.41 58 870 2.60 0.520 0.225 0.468 0.225 0.295 7.68 6909.99 59 685 2.60 0.520 0.221 0.468 0.221 0.299 7.25 6990.40 60 900 2.50 0.500 0.218 0.450 0.218 0.282 7.34 6601.62 81 915 2.40 0.480 0.215 0.432 0.215 0.265 6.90 6211.65 62 930 2.30 0.460 0.211 0.414 0.211 0.249 6.47 5820.45 63 945 1.90 0.380 0.208 0.342 0.208 0.172 4.47 4024.02 64 960 1.90 0.360 0.205 0.342 _ 0.205 0.175 4.55 4098.33 55 975 0.40 0.080 0.202 0.072 0.072 0.008 0.21 0.21 187.20 187.20 66 990 0.40 0.060 0.199 0.072 0.072 0.008 0.006 0.16 140.40 67 1005 0.30 0.060 0.196 0.054 0.054 0.054 0.006 0.16 140.40 68 1020 0.30 0.50 0.060 0.100 0.193 0.190 0.054 0.090 0.090 0.010 0.26 234.00 69 70 1035 1050 0.50 0.100 0.187 0.090 0.090 0.010 0.26 234.00 71 1065 0.50 0.100 0.184 0.090 0.090 0.010 0.26 234.00 72 1080 0.40 0.060 0.181 0.072 0.072 0.006 0.21 0.21 187.20 187.20 73 1095 0.40 0.080 0.179 0.072 0.072 0.072 0.008 0.008 0.21 187.20 74 '1110 0.40 0.080 0.176 0.174 0.072 0.054 0.054 .0.006 0.16 140.40 75 1125 0.30 0.20 0.060 0.040 0.171 0.036 0.036 0.004 0.10 93.60 76 77 1140 1155 0.30 0.060 0.169 0.054 0.054 0.006 0.16 021 140 40 167.20 76 1170 0.40 0.060 0.166 0.072 0.072 0.054 0.008 0.006 0.16 140.40 79 1185 0.30 0.060 0.040 0.164 0.162 0.054 0.036 0.036 0.004 0.10 93.60 60 1200 1215 0.20 0.30 0.060 0.160 0.054 0.054 0.006 0.16 140.40 61 1230 0.30 0.060 0.158 0.054 0.054 0.006 0.16 140.40 62 63 1245 0.30 0.060 0.156 0.054 0.054 0.006 0.18 0.10 110.40 93.60 d/ 1260 020 0.040 0.154 0.036 0.036 0.054 0.004 0.006 0.16 140.40 85 6 1275 0.30 0.060 0.152 0.131 0.054 0.036 0.036 0.004 0.10 93.60 1290 0.20 0.30 0.040 0.060 0.149 0.054 0.054 0.006 0.18 140.40 67 66 1305 1320 0.20 0.040 0.147 0.036 0.036 0.004 0.1 0.18 6 93.60 140.40 99 1335 0.30 0.060 0.146 0.054 0.054 0.036 0.006 0.004 0.10 -93.60 BO 1330 020 0.040 0.145 0.036 0.036 0.036 0.004 0.10 93.60 91 1 1365 0.20 0.040 0.040 0.143. 0.142 0.036 0.036 0.004 0.10 93.60 1360 0.20 020 0.040 0.141 0.036 0.036 0.004 0.10 93.60 93 1385 1410 0.20 0.040 0.141 0.036 0.036 0.004 0.10 0.10 93.60 93.60 94 9 6 1425 0.20 0.040 0.140 0.036 0.036 0.036 0.004 0.004 0.10 85 1440 0.20 0.040 0.140 0.036 13.688 6.314 4 14779.92 100.0000 20.000 TOTAL PROPOSED BASIN 4 (EAST) - HOLES 2 & 3 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cuft cult acre -ft 22 0 3033 0 0.0 2 13919 24 2 17845 13919 0.3 2 53202 26 4 35357 67121 1.5 2 93695 28 6 58338 160816 3.7 2 159567 30 8 101229 320383 7.4 2 258073 32 10 156844 578456 13.3 0 THE,TRADITION JOB #: 40256 DATE 11 -Dec-96 AREA: A-4 (EAST) . PERCOLATION RATE 1 in/hr TIME min ) FLOW IN (cfs) VOLUME IN (cult TOTAL IN BASIN cult PERC OUT cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 0 15 0.10 90 90 65 0.00 25 0.00 15 30 0.16 144 169 67 0.01 102 0.00 30 45 0.16 144 246 69 0.03 177 0.00 45 60 0.21 189 366 71 0.04 295 0.01 60 75 0.16 144 439 73 0.05 366 0.01 75 90 0.16 144 510 74 0.06 436 0.01 90 105 0.16 144 580 76 0.07 503 0.01 105 120 0.21 189 692 79 0.09 614 0.01 120 135 0.21 189 803 81 0.10 722 0.02 135 150 0.21 189 911 83 0.12 828 0.02 150 165 0.26 234 1062 87 0.14 975 0.02 165 180 0.26 234 1209 90 0.16 1119 0.03 180 195 0.26 234 1353 93 0.18 1260 0.03 195 210 0.26 234 1494 96 0.20 1397 0.03 210 225 0.26 234 1631 99 0.22 1532 0.04 225 240 0.31 279 1811 103 0.25 1708 0.04 240 255 0.31 279 1987 107 0.27 1879 0.04 255 270 0.36 324 2203 112 0.30 2091 0.05 270 285 0.36 324 2415 117 0.33 2299 0.05 285 300 0.42 378 2677 123 0.37 2554 0.06 300 315 0.31 279 2833 126 0.39 2707 0.06 315 330 0.36 324 3031 130 0.42 2901 0.07 330 345 0.42 378 3279 136 0.45 3143 0.07 345 360 0.42 378 3521 141 0.49 3380 0.08 360 375 0.47 423 3803 147 0.53 3655 0.08 375 390 0.47 423 4078 154 0.56 3925 0.09 390 405 0.52 468 4393 161 0.61 4232 0.10 405 420 0.52 468 4700 167 0.65 4533 0.10 420 435 0.52 468 5001 174 0.69 4827 0.11 435 450 0.57 513 5340 182 0.74 5158 0.12 450 465 0.62 558 5716 190 0.79 5526 0.13 465 480 0.68 612 6138 199 0.85 5939 0.14 480 495 0.78 702 6641 210 0.92 6430 0.15 495 510 0.78 702 7132 221 0.99 .6911 0.16 510 525 0.09 81 6992 218 0.97 6774 0.16 525 540 0.73 657 7431 228 1.03 7203 0.17 540 555 1.88 1692 8895 260 1.24 8635 0.20 555 570 2.51 2259 10894 305 1.52 10589 0.24 570 585 3.15 2835 13424 361 1.88 13063 0.30 585 600 3.78 3402 16465 389 2.08 16076 0.37 600 615 0.25 225 16301 388 2.07 15913 0.37 615 630 0.36 324 16237 388 2.07 15849 0.36 630 645 3.07 2763 18612 404 2.16 18208 0.42 645 660 3.18 2862 21070 421 2.25 20649 0.47 660 6751 2.761 24841 23133 4351 2.33 226981 0.52 675 690 2.87 2583 25281 450 2.41 24832 0.57 690 705 1.93 1737 26569 459 2.46 26110 0.60 705 720 2.56 2304 28414 471 2.53 27943 0.64 720 735 6.30 5670 33613 507 2.72 33106 0.76 735 750 6.92 6228 39334 546 2.93 38788 0.89 750 765 8.06 7254 46042 592 3.19 45450 1.04 765 780 8.67 7803 53253 642 3.45 52611 1.21 780 795 11.37 10233 62844 707 3.81 62137 1.43 795 810 11.47 10323 72460 764 4.10 71696 1.65 810 825 5.84 5256 76952 787 4.19 76165 1.75 825 840 5.94 5346 81511 810 4.29 80701 1.85 840 855 8.11 7299 88000 843 4.43 87157 2.00 855 870 7.68 6912 94069 .874 4.56 93195 2.14 870 885 7.77 6993 100188 906 4.69 99282 2.28 885 900 7.34 6606 105888 935 4.81 104953 2.41 900 915 6.90 6210 111163 962 4.92 110202 2.53 915 930 6.47 5823 116025 986 5.02 115038 2.64 930 945 4.47 4023 119061 1002 5.09 118059 2.71 945 960 4.55 4095 122154 1018 5.15 121136 2.78 960 975 0.21 189 121325 1014 5.14 120312 2.76 975 990 0.21 189 120501 1009 5.12 119491 2.74 990 1005 0.16 144 119635 1005 5.10 118631 2.72 1005 1020 0.16 144 118775 1001 5.08 117774 2.70 1020 1035 0.26 234 118008 .997 5.06 117011 2.69 1035 1050 0.26 234 117245 993 5.05 116253 2.67 1050 1065 0.26 234 116487 989 5.03 115498 2.65 1065 1080 0.21 189 115687 985 5.02 114702 2.63 1080 1095 0.21 189 114891 981 5.00 113910 2.62 1095 1110 0.21 189 114099 977 4.98 113123 2.60 1110 1125 0.16 144 113267 972 4.96 112294 2.58 1125 1140 0.10 90 112384 968 4.95 111416 2.56 1140 1155 0.16 144 111560 964 4.93 110597 2.54 1155 1170 0.21 189 110786 960 4.91 109826 2.52 1170 1185 0.16 144 109970 956 4.89 109014 2.50 1185 1200 0.10 90 109104 951 4.88 108153 2.48 1200 1215 0.16 144 108297 947 4.86 107350 2.46 1215 1230 0.16 144 107494 943 4.84 106551 2.45 1230 1245 0.16 144 106695 939 4.82 105756 2.43 1245 1260 0.10 90 105846 934 4.81 104912 2.41 1260 1275 0.16 144 105056 930 4.79 104126 2.39 1275 1290 0.10 90 104216 926 4.77 .103289 2.37 1290 1305 0.16 144 103433 922 4.76 102511 2.35 1305 1320 0.10 90 102601 918 4.74 101683 2.33 1320 1335 0.16 144 101827 914 4.72 100913 2.32 1335 1350 0.10 90 101003 910 4.70 100094 2.30 1350 1365 0.10 90 100184 906 4.69 99278 2.28 1365 1380 0.10 90 99368 901 4.67 98467 2.26 1380 1395 0.10 90 98557 897 4.65 97659 2.24 1395 1410 0.10 90 97749 893 4.63 96856 2.22 14101 1425 0.101 90 96946 889 4.62 960571 2.21 14251 1440 0.101 90 961471 8851 4.60 952621 2.19 AREA 5 HOLE 1 RCFCSWCD SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT THE TRADITION DESCRIPTION NORTHEAST PORTION: AREA A-5 AMC 2 DATE 04 -Od -96 DESIGNATION CODES OFFSITE GOLF COURSE RESIDENTIAL COMMERCIAL AREA DESIGNATION LAND USE LAND DESIGNATION SOIL GROUP PLATE C-1 RI NUMBER PLATE E -0.1 PERVIOUS AREA INFILTRATION RATE Gad PLATE E -0.2 DECIMAL PERCENT OF IMPERVIOUS AREA PLATE E -0.3 ADJUSTED INFILTRATION RATE (mod AREA (sues) AVERAGE ADJUSTED DECIMAL PERCENT OF IMPERVIOUS AREA AVERAGE ADJUSTED PERVIOUS AREA INFILTRATION RATE (nlhQ AVERAGE ADJUSTED INFILTRATION RATE pnlhl 08.4 -8.8 OFFSITE 1 D 93 0.09 0 0.09 83 0.00 0.04 0.04 0-9 JOFFSITE 1 D 93 0.091 0 0.09 9 0.00 0.01 0.01 0.10 OFFSTTE 1 D 93 0.09 0 0.09 7 0.00 0.00 0.00 0-11 OFFSITE 1 D 93 0.09 0 0.09 8 0.00 0.00 0.00 0.12 (lr4 OFFSITE 1 D 93 0.09 0 0.09 4 0.00 0.00 0.00 GC-14 GOLF COURSE 2 A 33 0.74 0 0.74 24 0.00 0.11 0.11 GC-15 GOLF COURSE 2 A 33 0.74 0 0.74 13 0.00 0.08 0.08 R -22 RESIDENTIAL 3 A 32 0.74 0.4 0.4738 8 0.02 0.03 0.02 R -23 RESIDENTIAL 3 A 32 0.74 0.4 0.4738 5 0.01 0.02 0.01 R -24 RESIDENTIAL 3 A 32 0.74 0.41 0.4738 20 0.D5 0.09 0.08 R -25 RESIDENTIAL 3 A 32 0.74 0.4 0.4738 2 0.01 0.01 0.01 0 0 0.00 0.00 0.D0 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 TOTAL AREA I 1591 0.081 0.381 0.32 LAG TIME DATA LENGTH (Iq 5800 LA (1Q 2000 AVE W 0.035 HEIGHT HI LO DIFF 1482 28 1454 PROJECT: THE TRADITION SYNTHETIC UNIT HYDROGRAPH DATE: 04-0d -96 R.C.F.C.D SHORTCUT METHOD PROJECT NO.: 40256 VARIA13LE LOSS RATE _ CHECKED BY: DLS 24 HR- 100 YR STORM 1 CONCENTRATION POINT 1 LOSS RATES: LAO TIME EFFECTIVE RAIN 8 2 AREA DESIGNATION A-5 ADJUSTED LOSS RATE 0.353 LENGTH (FT) 58W FLOOD VOLUMES: 3 DRAINAGE AREA 159 L.R. FOR PERU. AREA 0.380 LA (FT) 2000 EFFECTIVE RAIN =(IN.) 1.18 4 ULTIMATE D4SCHARGE- CFS -HRSAN IMPERVIOUS AREA 0.080 AVE. *" 0.035 FLOOD VOLUME•(AC.FT) 15.67 5 UNIT TIME - MINUTES 15 MIN. LOSS RATE 0.176 HEIGHT -FT 1454 FLOOD VOLUME•(CU.FT) 682449.00 8 I LAG TIME- MINUTES 9.22 ^C' 0.00327 SLOPE FTIMI 1323.64 REQ. STORAGE (AC FT) 15.54 7 UNIT TIME - PERCENT OF LAO 162.74 AVE PERC RATE CFS 0.000 RED. STORAGE (CU FT) 676808.92 8 S-CURVE WA 9 STORM FREQUENCY d DURATION 24 HR -100 YR 10 TOTAL ADJUSTED STORM-INCHES 5.00 11 VARIABLE LOSS RATE (AVG) 0.35264 12 MINIMUM LOSS RATE 0.17632 13 CONSTANT LOSS RATE WA 14 LOW LOSS RATE ( %) 0.9 UNIT TIME PERIOD UNIT TIME PATTERN PERCENT STORM RAIN (INIHR) MAX LOSS RATE MIN LOSS RATE LOSS RATE USED EFFECTIVE RAIN FLOW RATE REQUIRED VOLUME (MIN.) INAiR INAiR INAiR INAiR (CFS) (CF) 1 15 0.20 0.040 0.619 0.036 0.036 0.004 0.64 572.40 2 30 0.30 0.060 0.612 0.054 0.054 0.006 0.95 858.60 3 45 0.30 0.060 0.605 0.054 0.054 0.006 0.95 858.60 4 60 0.40 0.080 0.598 0.072 0.072 0.008 1.27 1144.80 5 75 _ 0.30 0.060 0.591 0.054 0.054 0.006 0.95 858.60 6 90 0.30 0.060 0.584 0.054 0.054 0.006 0.95 &58.60 7 105 0.30 0.060 0.577 0.054 0.054 OA06 0.95 858.60 8 120 0.40 0.080 0.570 0.072 0.072 0.008 1.27 1141.80 9 135 0.40 0.060 0.563 0.072 0.072 0.008 1.27 1144.80 10 150 0.40 0.080 0.556 0.072 0.072 0.008 1.27 1144.60 11 165 0.50 0.100 0.549 0.090 0.090 0.010 1.59 1431.00 12 180 0.50 0.100 0.542 0.090 0.090 0.010 1.59 1431.00 13 195 0.50 0.100 0.535 0.090 0.090 0.010 1.59 1431.00 14 210 0.50 0.100 0.529 0.090 0.090 0.010 1.59 1431.00 15 225 0.50 0.100 0.522 0.090 0.090 0.010 1.59 1431.00 16 240 0.60 0.120 0.516 0.108 0.108 0.012 1.91 1717.20 17 255 0.60 0.120 0.509 0.108 0.108 0.012 1.91 1717.20 18 270 0.70 0.140 0.503 0.126 0.126 0.014 2.23 2003.40 19 285 0.70 0.140 0.496 0.126 0.126 0.014 2.23 2003.40 20 300 0.80 0.160 0.490 0.144 0.144 0.016 - 2.54 2289.60 21 315 0.60 0.120 0.483 0.108 0.108 0.012 1.91 1717.20 22 330 0.70 0.140 0.477 0.126 0.126 0.014 2.23 2003.40 23 345 0.80 0.160 0.471 0.144 0.144 0.016 2.54 2289.60 24 360 0.80 0.160 0.464 0.144 0.144 0.016 2.54 2289.60 25 375 0.90 0.160 0.458 0.162 0.162 0.018 2.86 2575.80 26 390 0.90 0.180 0.452 0.162 0.162 0.018 2.86 2575.80 27 405 1.00 0.200 0.446 0.180 0.180 0.020 3.18 2862.00 28 420 1.00 0200 0.440 0.180 0.180 0.020 3.18 2862.00 29 435 1.00 0200 0.434 0.180 0.180 0.020 3.18 2862.00 30 450 1.10 0220 0.428 0.198 0.198 0.022 3.50 3146.20 31 465 1.20 0.240 0.422 0.216 0.216 0.024 3.82 3434.40 32 480 1.30 0.260 0.416 0.234 0.234 0.026 4.13 3720.60 33 495 1.50 0.300 0.411 0.270 0.270 0.030 4.77 4293.00 34 510 1.50 0.300 0.405 0.270 0.270 0.030 4.77 4293.00 35 525 1.60 0.320 0.399 0.288 0.268 0.032 5.09 4579.20 36 540 1.70 0.340 0.394 0.306 0.306 0.034 5.41 4865.40 37 5% 1.90 0.380 0.388 0.342 0.342 0.038 6.04 5437.80 38 570 2.00 0.400 0.382 0.360 0.382 0.018 2.80 2519.08 39 585 2.10 0.420 0.377 0.378 0.377 0.043 6.85 6165.41 40 600 2.20 0.440 0.371 0.396 0.371 0.069 10.89 9804.22 41 615 1.50 0.300 0.366 0.270 0.270 0.030 477 4293.00 42 630 1.50 0.300 0.361 0.270 0.270 0.030 4.77 4293.00 43 645 2.00 0.400 0.356 0.360 0.356 0.044 7.07 6364.83 44 660 2.00 0.400 0.350 0.360 0.350 0.050 7.90 7110.88 45 675 1.90 0.380 0.345 0.342 0.345 0.035 .5.54 4987.09 46 690 1.90 0.380 0.340 0.342 0.340 0.040 6.35 5717.38 47 705 1.70 0.340 0.335 0.306 0.335 0.005 0.80 715.68 48 720 1.60 0.360 0.330 0.324 0.330 - 0.030 4.77 4291.92 49 735 2.50 0.500 0.325 0.450 0.325 0.175 27.81 25032.02 50 750 2.60 0.520 0.320 0.468 0.320 0.200 31.77 28591.90 51 765 2.80 0.560 0.315 0.504 0.315 0.245 38.89 35005.49 52 780 2.90 0.580 0.311 0.522 0.311 0.269 42.83 38548.70 53 795 3.40 0.680 0.306 0.612 0.306 0174 59.48 53531.45 54 810 3.40 0.680 0.301 . 0.612 0.301 0.379 60.22 54195.65 55 825 2.30 0.460 0.297 0.414 0.297 0.163 25.97 23369.20 56 840 2.30 0.460 0.292 0.414 0.292 0.168 26.68 24016.02 57 855 2.70 0.540 0.288 0.186 0.288 0.252 40.11 36102.01 58 870 2.60 0.520 0.283 0.468 0.283 0.237 37.63 33869.06 59 885 2.60 0.520 0.279 0.468 0.279 0.241 38.32 34489.07 60 900 2.50 0.500 0.275 0.450 0.275 0.225 35.82 32237.94 61 915 2.40 0.480 0.271 0.432 0.271 0.209 33.31 29977.54 62 930 2.30 '0.460 0.266 0.414 0.266 0.194 30.79 27707.76 63 945 1.90 0.380 0.262 0.342 0.262 0.118 18.71 16842.47 64 960 1.90 0.380 0.258 0.342 0.258 0.122 19.35 17415.56 65 975 0.40 0.080 0.254 0.072 0.072 0.008 1.27 1144.90 66 990 0.40 0.080 0.250 0.072 0.072 0.008 1.27 1144.80 67 1005 0.30 0.060 0.247 0.054 0.054 0.006 0.95 858.60 68 1020 0.30 0.060 0.243 0.054 0.054 0.006 0.95 858.60 69 1035 0.50 0.100 0.239 0.090 0.090 0.010 1.59 1431.00 70 1050 0.50 0.100 0.236 0.090 0.090 0.010 1.59 1431.00 71 1065 0.50 0.100 0.232 0.090 0.090 0.010 1.59 1431.00 72 1080 0.40 0.080 0.229 0.072 0.072 0.008 1.27 1144.60 73 1095 0.40 0.080 0.225 0.072 0.072 0.008 1.27 1144.60 74 1110 0.40 0.080 0.222 0.072 0.072 0.008 1.27 1144.80 75 1125 0.30 0.060 0.219 0.054 0.054 0.006 0.95 858.60 76 1140 0.20 0.040 0.216 0.036 0.036 0.004 0.64 572.40 77 1155 0.30 0.060 0.213 0.054 0.054 0.006 0.95 858.60 78 1170 0.40 0.080 0.210 0.072 0.072 0.008 1.27 1144.80 79 1185 0.30 0.060 0.207 0.054 0.054 0.006 0.95 858.60 80 1200 0.20 0.040 0.204 0.036 0.036 0.004 0.64 572.40 81 1215 0.30 0.060 0.202 0.054 0.054 0.008 015 858.60 82 1230 0.30 0.050 0.199 0.054 0.054 0.006 0.95 858.60 83 1245 0.30 0.060 0.197 0.054 0.054 0.006 0.95 658.60 84 1260 0.20 0.040 0.194 0.038 0.036 0.004 0.64 572.40 85 1275 0.30 0.060 0.192 0.054 0.054 0.006 0.95 858.60 86 1290 0.20 0.040 0.190 0.036 0.036 0.004 0.64 572.40 87 1305 0.30 0.060 0.188 0.054 0.054 0.006 0.95 858.60 88 1320 0.20 0.040 0.186 0.036 0.036 0.004 0.64 572.40 89 1335 0.30 0.060 0.194 0.054 0.054 0.006 0.95 858.60 90 1350 0.20 0.040 0.182 0.036 0.038 0.004 0.64 572.40 91 1365 0.20 0.040 0.181 0.036 0.036 0.004 0.64 572.40 92 1380 0.20 0.040 0.180 0.036 0.036 0.004 0.64 572.40 63 1395 0.20 0.040 0.178 0.036 0.038 0.004 0.64 572.40 94 1410 0.20 0.040 0.177 0.036 0.036 0.004 0.64 572.40 95 1425 0.20 0.040 0.177 0.036 0.036 0.004 0.64 572.40 96 1440 0.20 0040 0.176 0.036 0.036 0.004 0.64 572.40 10O,ODDO 20.000 TOTAL 15.270 4.730 676808.92 THE TRADITION PROPOSED BASIN 5 - HOLE 1 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL AREA sf VOLUME INCR TOTAL cult cult acre -ft 33 0 166150 0 0.0 1 125762 34 1 211136 125762 2.9 2 472676 36 3 261540 598438 13.7 2 593424 38-1 5 331884 1191862 27.4 THE TRADITION JOB #. 40256 .DATE 11- Dec -96 AREA A -5 PERCOLATION RATE 1 in/hr TIME min ) FLOW IN (cfs) VOLUME IN (cult ) BASIN FLOW (cfs) 1 VOLUME (cult TOTAL IN BASIN cult PERC OUT cult BASIN DEPTH ft BALANCE IN BASIN cult acre -ft 0 15 0.64 576 0.00 0 576 3466 0.00 0 0.00 15 30 0.95 8551 0.00 0 855 3468 0.00 0 0.00 30 45 0.95 8551 0.00 0 855 3468 0.00 0 0.00 45 60 1.27 1143 0.00 0 1143 3470 0.00 0 0.00 60 75 0.95 855 0.00 0 855 3468 0.00 0 0.00 75 90 0.95 855 0.00 0 855 3468 0.00 0 0.00 90 105 0.95 855 0.00 0 855 3468 0.00 0 0.00 105 120 1.27 1143 0.00 0 1143 3470 0.00 0 0.00 120 135 1.27 11431 0.00 0 1143 3470 0.00 0 0.00 135 150 1.27 1143 0.00 0 1143 3470 0.00 0 0.00 1501 165 1.59 1431 0.00 0 1431 3472 0.00 0 0.00 165 180 1.59 1431 0.00 0 1431 3472 0.00 0 0.00 180 195 1.59 1431 0.00 0 1431 3472 0.00 0 0.00 195 210 1.59 1431 0.00 0 1431 3472 0.00 0 0.00 210 225 1.59 1431 0.00 0 1431 3472 0.00 ol 0.00 225 240 1.91 1719 0.00 0 1719 3474 0.00 0 0.00 240 255 1.91 1719 0.00 0 1719 3474 0.00 0 0.00 255 270 2.23 2007 0.00 0 2007 3476 0.00 0 0.00 270 285 2.23 2007 0.00 0 2007 3476 0.00 0 0.00 285 300 2.54 2286 0.00 0 2286 3478 0.00 0 0.00 300 315 1.91 1719 0.00 0 1719 3474 0.00 0 0.00 3151 330 2.23 2007 0.00 0 2007 3476 0.00 0 0.00 330 345 2.54 2286 0.00 0 2286 3478 0.00 0 0.00 345 360 2.54 2286 0.00 0 2286 3478 0.00 0 0.00 360 375 2.86 2574 0.00 0 2574 3481 0.00 0 0.00 375 390 2.86 2574 0.00 0 2574 3481 0.00 0 0.00 390 405 3.18 2862 0.00 0 2862 3483 0.00 01 0.00 405 420 3.18 28621 0.00 0 2862 3483 0.00 0 0.00 420 435 3.18 28621 0.00 0 2862 3483 0.00 0 0.00 435 450 3.50 3150 0.00 0 3150 3485 0.00 0 0.00 450 465 3.82 3438 0.00 0 3438 3487 0.00 0 0.00 465 480 4.13 3717 0.00 0 3717 3489 0.00 228 0.01 480 495 4.77 4293 0.00 0 4521 3495 0.01 1026 0.02 495 510 4.77 4293 0.00 0 5319 3501 0.01 18181 0.04 510 525 5.09 4581 0.00 0 6399 3509 0.02 28891 0.07 525 540 5.41 48691 0.00 0 7758 3519 0.03 42391 0.10 540 555 6.04 5436 0.00 0 9675 3534 0.05 6142 0.14 555 570 2.80 2520 0.00 0 8662 3526 0.04 5136 0.12 570 585 6.85 6165 0.00 0 11301 3546 0.06 7755 0.18 585 600 10.89 9801 0.00 0 17556 3592 0.11 13964 0.32 600 615 4.77 4293 0.00 0 18257 3598 0.12 14659 0.34 615 630 4.77 4293 0.00 0 18952 3603 0.12 15349 0.35 630 645 7.07 6363 0.00 0 21712 3623 0.14 18089 0.42 645 660 7.90 7110 0.00 0 25199 3649 0.17 21550 0.49 660 675 5.54 4986 0.00 0 26536 3659 0.18 22877 0.53 675 690 6.35 5715 0.00 0 28592 3675 0.20 24917 0.57 690 705 0.80 720 0.00 0 25637 3653 0.17 21985 0.50 705 720 4.77 4293 0.00 0 26278 3657 0.18 22620 0.52 720 735 27.81 25029 0.001 0 47649 3817 0.35 43833 1.01 735 750 31.77 28593 0.00 0 72426 4001 0.54 68425 1.57 750 765 38.89 35001 0.00 0 103426 4232 0.79 99193 2.28 765 780 42.83 38547 0.00 0 137740 4425 1.03 133315 3.06 7801 795 59.48 53532 0.00 0 186847 4534 1.24 182313 4.19 795 810 60.22 541981 0.00 0 236511 4645 1.45 231866 5.32 810 825 25.97 23373 0.00 0 255239 4686 1.53 250553 5.75 825 840 26.68 24012 0.00 0 274565 4729 1.61 269836 6.19 840 855 40.11 36099 0.00 0 305935 4799 1.74 301136 6.91 855 870 37.63 33867 0.00 01 335003 48641 1.86 3 30139 7.58 870 885 38.32 34488 0.00 0 364627 4929 1.99 359698 8.26 885 900 35.82 32238 3.44 3098 395034 4997 2.12 390037 8.95 900 915 33.31 29979 8.52 7668 427684 5069 2.26 422614 9.70 915 930 30.79 27711 12.00 10804 461129 5144 2.40 455986 10.47 930 945 18.71 16839 11.85 10663 483488 5193 2.49 478294 10.98 9451 960 19.35 17415 11.83 106461 506355 5244 2.5882 501111 11.50 960 975 1.27 1143 6.10 5492 507746 5247 2.5941 502499 11.54 975 990 1.27 1143 3.36 3025 506667 5245 2.5895 501422 11.51 990 1005 0.95 855 1.83 1643 503920 5239 2.58 498681 11.45 1005 1020 0.95 855 0.92 831 500367 5231 2.56 495136 11.37 1020 1035 1.59 1431 0.42 374 496941 5223 2.55 491718 11.29 10351 1050 1.59 1431 0.11 102 493251 5215 2.53 488036 11.20 1050 1065 1.59 1431 0.00 0 489467 5207 2.52 484260 11.12 1065 1080 1.27 1143 0.00 0 485403 5198 2.50 480206 11.02 1080 1095 1.27 1143 0.00 0 481349 5189 2.48 476160 10.93 1095 1110 1.27 1143 0.00 0 477303 5180 2.47 472123 10.84 1110 1125 0.95 855 0.00 01 472978 5170 2.45 467808 10.74 1125 1140 0.64 576 0.00 0 468384 5160 2.43 463225 10.63 1140 1155 0.95 855 0.00 0 464080 5150 2.41 458929 10.54 1155 1170 1.27 1143 0.00 0 460072 5141 2.39 454931 10.44 1170 1185 0.95 855 0.00 0 455786 5132 2.37 450654 10.35 1185 1200 0.64 576 0.00 0 451230 5122 2.36 446108 10.24 1200 1215 0.95 855 0.00 0 446963 5112 2.34 441851 10.14 1215 1230 0.95 855 0.00 0 442706 5103 2.32 437603 10.05 1230 1245 0.95 855 0.00 0 438458 5093 2.30 433365 9.95 1245 1260 0.64 576 0.00 0 433941 5083 2.28 428858 9.85 1260 1275 0.95 855 0.00 0 429713 5074 2.26 424639 9.75 1275 1290 0.64 576 0.00 0 425215 5064 2.25 420151 9.65 1290 1305 0.95 855 0.00 0 421006 5055 2.23 415951 9.55 1305 1320 0.64 576 0.00 0 416527 5045 2.21 411483 9.45 1320 1335 0.95 855 0.00 0 412338 5035 2.19 407302 9.35 1335 1350 0.64 576 0.00 0 407878 5025 2.17 402853 9.25 1350 1365 0.641 576 0.00 0, 403429 5016 2,15 398413 9.15 1365 1380 0.64 576 0.00 0 398989 5006 2.13 393984 9.04 1380 1395 0.64 576 0.00 0 394560 4996 2,12 389564 8.94 1395 1410 0.64 576 0.00 0 390140 4986 2.10 385154 8.84 1410 1425 0.64 576 0.00 0 385730 4976 2.08 380754 8.74 1425 1440 0.64 5761 0.001 01 3813301 49661 2.06 376363 8.64 EXISTING DETENTION BASIN ANALYSIS EXISTING DETENTION BASIN ANALYSIS Construction of project stormwater facilities in what was the "Heritage Club" development area was completed in mid -1988. These facilities included three detention basins, open channels, and pipe structures. The existing facilities are shown on the proposed rough grading and improvement plans. These proposed improvements were integrated into the development plans, as prepared by J.F. Davidson and Associates. The Attached Figure 16 (as included in Bechtel's Project Report) shows the project related facilities which have been constructed and the relationship to the proposed Heritage Club development. The run off from the East La Quinta System either discharges directly into the La Quinta Evacuation Channel (LQEC) via the existing 60" RCP buried conduit shown as Line "A", or overspill into the large detention basin in the development. Allowing for a minimum one foot of freeboard, this large basin has a storage volume of about 520 A.F. below elevation 59. We have confirmed that the existing basin still has approximately this capacity. An additional 20 AF of detention storage is available in the two smaller basins located south and east of the large basin. The existing 60" RCP conduit will convey smaller storm flows directly to the LQEC. Once the capacity of this pipe is exceeded, storm flows will spill over the existing spillway structure and begin filling the large basin. After the storm has passed, the stored water will be released into the LQEC via a 36" outlet structure in the basin which is connected to the existing 60" RCP. As indicated in the Becthel's Project Report, this arrangement provides the following functions: Small storm flows are diverted directly to the LQEC and are kept off the golf course, which reduces maintenance requirements and out of play periods. The volumes of flow carried by the conduit during the design storm reduces the required detention storage capacity of the basin by about 100 AF. The conduit serves as a means of draining the basin after the storm passes and flow in the LQEC recedes. Prior to developing the final grading plan for the Tradition Golf Course, the following design criteria and issues were discussed with CVWD staff A new hydrology report would not be required supporting the sizing of the existing facilities. These existing facilities have been constructed based on an approved hydrology report and incorporated into the "Heritage Club" development plans. Since the proposed development has significantly reduced the density of the development, providing fewer and larger lots, by logic, the peak run off and flood volume conveyed to the existing facilities will not be increased above that as accounted for in the "Heritage Club ". The proposed development, as with the "Heritage Club" golf course plan, is proposing to integrate golf holes and lakes within the large basin. This study has evaluated the depth/volume characteristics for the existing basin and the proposed grading within the basin area. By enlarging the basin to the east, the proposed basin provides a total capacity of approximately 525 AF at elevation 29. The volume created below elevation 35 has been discounted from the volume calculations since it occurs below the elevation of the outlet pipe. However, this additional volume would serve to further attenuate the peak flow and would provide additional storage in excess of the design volume of 520 AF. The smaller detention basins located up stream of the large basin have also been slightly reconfigured to accommodate the golf course routing, but the total basin volumes have not been reduced. As shown by the following tables, the proposed volumes provide additional capacity in excess of the original design volumes. The existing rip rap channel which extends from the 2 -78" RCP conduits to the detention basin is only slightly realigned at the entrance to the detention basin. This channel will be realigned and enhanced as necessary with additional rip rap. An easement will be conveyed to the CVWD to accommodate the realigned portions of this channel. The following figure depicts the approved channel section which has been constructed. This section will be continued through the minor realignment. The existing channel and rip rap dike located along the toe of the mountain will be realigned and integrated into the golf course routing. An open channel is proposed which conveys run off to the 2 -90" RCP culverts. It is noted that this existing channel and dike does not currently follow the recorded easement. Also, the existing rip rap is deficient and is not consistent with the original channel improvement plans. The proposed channel will be sized for the 100 year peak runoff. New easements will be conveyed to the CVWD for this facility. The following figure depicts the minimum channel configuration. 2' 20' MIN. TYP SEE PLAN "LIGHT CLASS D ROCK RIP RAP ro00 r) °, BEDDING MATERIAL DISPERSE LARGE ROCKS (20" TO 30" DIA) L, FILTER FABRIC AMONG "LIGHT CLASS ROCK N TO CREATE "NATURAL" CHANNEL LOOK. RIP RAP LINED CHANNEL N.T.S. 60' MIN. n ti 2 p P D PER PLAN � �P�' DISPERSE LARGE •� ROCKS (20" TO 30" DIA) _ - DEPTH = = _ AMONG "LIGHT" CLASS P II (D- 1)X3 FILTER FABRIC TO CREATE "NATURAL" o 4' MIN. CHANNEL LOOK. BEDDING MATERIAL "LIGHT" CLASS ROCK RIP RAP RIP RAP SLOPE PROTECTION N.T.S. TRADITION BASIN ANALYSIS SOUTH BASIN - HOLES 7 & 8 EXISTING BASIN PROPOSED BASIN CONTOUR DEPTH INCREMENT (cuyd) TOTAL (cuyd) (acre -ft) CONTOUR DEPTH INCREMENT (cuyd) TOTAL (cuyd) (acre -ft) 35 0 0 0 0 35 0 0 0 0 36 1 7,212 7,212 4 36 1 12,840 12,840 8 38 3 44,626 51,838 32 38 3 47,824 60,664 38 40 5 54,236 106,074 66 40 5 63,830 124,494 77 42 7 58,674 164,748 ,102 42 7 59,894 184,388 114 44 9 62,190 226,938 141 44 9 64,129 248,517 154 46 1.1 65,673 292,611 181 46 11 67,870 316,387 196 48 13 68,531 361,142 224 48 13 71,129 387,516 240 50 15 71,241 432,383 268 50 15 74,306 461,822 286 52 17 73,879 506,262 314 52 17 78,675 540,497 335 54 19 76,580 582,842 361 54 19 83,451 623,948 387 56 21 79,384 662,226 410 56 21 87,006 710,954 441 58 23 82,059 744,285 461 58 23 90,126 801,080 497 59 24 42,371 786;656 488 59 24 45,863 846,943 525 60 25 42,371 829,027 61411 60 251 47,857 894,800 555 TRADITION BASIN ANALYSIS WEIR BASIN EXISTING BASIN PROPOSED BASIN CONTOUR DEPTH INCREMENT (cuyd) TOTAL (cuyd) (acre -ft) CONTOUR DEPTH INCREMENT (cuyd) TOTAL (cuyd) (acre -ft) 64.5 0 0 0 0 64.5 0 0 0 0 66 1.5 0 0, 0 66 1.5 4,196 4,196 3 67 2.5 0 0 0 .67 2.5 2,933 7,129 4 69 4.5 33 33 0 69 4.5 6,320 13,449 8 71 6.5 288 321 0 71 6.5 6,938 20,387 13 73 8.5 2,587 2,908 2 73 8.5 6,938 27,325 17 74 9.5 5,936 8,844 5 74 9.5 3,856 31,181 19 75 10.5 5,936 14,780 9 76 11.5 10,096 24,876, 15 SECTION III HYDRAULIC ANALYSIS Street Capacity Calculations Pipe Sizing Calculations Catch Basin Sizing Calculations Golf Course Channel Sizing Calculations HYDRAULIC ANALYSIS Utilizing the peak flow rates as derived from the Rational Calculations, street capacities, pipe structure sizing, catch basin sizing and golf course open channel sizing has been determined. The following information is presented to support the sizing of each hydraulic element. Street capacities have been determined utilizing Manning's equation for open flow channels. The street capacities are compared with the peak flow rates (100 year event) as determined by the Rational method in Section II. In certain areas, the curb height has been increased to 8" in order to accommodate the 100 year storm. Catch basin sizing is based on the 100 year event and using the Bureau of Roads nomographs for catch basins. A 4" local depression is proposed at each catch basin location. Pipes P 1, P2, P 16, and equalizer pipes at basin will be constructed with the rough grading. These systems are integral with the golf course and major drainage systems. The design of these systems are included in the rough grading plans with supporting calculations included herein. All other storm drain systems will be built with the respective street improvements. The design of these improvements will be included in the street improvement plans for each phase of construction. The calculations for these systems as included in this report are preliminary for estimating pipe sizes and will be finalized during final design of these improvements. STREET CAPACITY CALCULATIONS _w Street Capacity Summary SUBAREA NODE STREET WIDTH CURB SLOPE FACE N Q100 (cfs) STREET CAPACITY FULL HALF (cfs) (cfs) R1 1110 K 32 6" 2.80 11 55 24 R2 1110 K 32 6" 3.90 6 65 28 R3 1105 L 32 6" 0.90 9 31 14 R4 1025 K 36 6" 2.25 18 51 29 N 36 6" 2.25 51 29 R5 1025 N 36 6" 3.65 8 65 37 R6 1215 N 36 6 " 0.95 23 33 19 O 32 6" 0.95 32 14 R7 440 K 32 6" 2.85 11 56 24 r—i 32 6" 9.00 99 43 R8 1315 E 36 6" 2.55 17 54 31 K 36 6" 2.50 54 31 R9 1325 E 32 6" 2.00 6 47 20 1 36 6" 2.45 53 30 R10 1315 E 36 6" 1.70 18 44 25 R11 1325 G 32 6" 0.80 13 29 13 G 36 6" 1.10 29 36 20 1 36 6" 0.90 32 19 R12 1410 K 36 6" 1.70 12 44 25 R13 1410 K 36 6" 0.65 5 27 16 R14 1430 K 36 6" 1.45 8 41 23 R15 1430 P 36 6" 1.50 14 42 24 R16 1435 O 36 8" 0.50 38 50 14 R17 1445 M 32 6" 0.60 19 26 11 R1 8A 1456 B 36 6" 0.80 4 30 17 R18 1460 B 36 6" 0.80 9 30 17 R19 1460 B 36 6" 0.40 4 21 12 SUBAREA NODE STREET WIDTH CURB SLOPE FACE N Q100 (cfs) STREET CAPACITY FULL HALF (cfs) (cfs) R20 1470 B 36 6" 0.90 5 32 18 R21 1480 D 32 6" 0.90 11 31 13 C 32 6" 0.45 22 10 R22 1490 C 32 6" 0.30 13 18 8 R22A 1480 C 32 6" 2.10 5 48 21 R23 1496 F 32 6" 0.65 16 27 12 R24 1497 1 36 8" 0.08 53 64 17 R25 1498 1 CDS 8" n/a n/a n/a n/a CROSS SECTION - 36' ST (8 "CF):DIVIDED FLOW Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\sienna.fm2 Worksheet 36'STREET(8 "CF) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.003000 ft/ft Water Surface Elevation 99.72 ft Discharge 10.65 cfs 100.0 �*X 3 99.7 F C w 0 99.6 co 0 W 99.5 99.4 99. 2 3 99 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/19/96 THE KEITH COMPANIES FkowMaster v5.10 06:59:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Project Description 0.015 Project File c:\haestad\fmw\sienna.fm2 Worksheet 36'STREET(8 "CF) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 99.72 It Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table Channel Slope Wtd. Mannings Discharge Velocity ( ft/ft) Coefficient (cfs) (ft/s) _ 0.003000 0.015 10.65 1.68 0.003500 0.015 11.51 1.82 0.004000 0.015 12.30 1.94 0.004500 0.015 13.05 2.06 0.005000 0.015 13.75 2.17 0.005500 0.015 14.43 2.28 0.006000 0.015 15.07 2.38 0.006500 0.015 15.68. 2.48 0.007000 0.015 16.27 2.57 0.007500 0.015 16.85 2.66 0.008000 0.015 17.40 2.75 0.008500 0.015 17.93 2.83 0.009000 0.015 18.45 2.91 0.009500 0.015 18.96 2.99 0.010000 0.015 19.45 3.07 0.010500 0.015 19.93 3.15 0.011000 0.015 20.40 3.22 0.011500 0.015 20.86 3.29 0.012000 0.015 21.31 3.36 0.012500 0.015 21.75 3.43 0.013000 0.015 22.18 3.50 0.013500 0.015 22.60 3.57 0.014000 0.015 23.02 3.63 0.014500 0.015 23.42 3.70 0.015000 0.015 23.82 3.76 0.015500 0.015 24.22 3.82 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 070:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) ON 0.016000 0.015 24.60 3.88 0.016500 0.015 24.99 3.94 0.017000 0.015 25.36 4.00 0.017500 0.015 25.73 4.06 0.018000 0.015 26.10 4.12 0.018500 0.015 26.46 4.18 0.019000 0.015 26.81 4.23 0.019500 0.015 27.16 4.29 0.020000 0.015 27.51 4.34 0.020500 0.015 27.85 4.40 0.021000 0.015 28.19 4.45 0.021500 0.015 28.52 4.50 0.022000 0.015 28.85 4.55 0.022500 0.015 29.18 4.61 0.023000 0.015 29.50 4.66 0.023500 0.015 29.82 4.71 0.024000 0.015 30.13 4.76 0.024500 0.015 30.45 4.81 0.025000 0.015 30.76 4.85 0.025500 0.015 31.06 4.90 0.026000 0.015 31.36 4.95 0.026500 0.015 31.66 5.00 0.027000 0.015 31.96 5.05 0.027500 0.015 32.26 5.09 0.028000 0.015 32.55 5.14 0.028500 0.015 32.84 5.18 0.029000 0.015 33.12 5.23 0.029500 0.015 33.41 5.27 0.030000 0.015 33.69 5.32 0.030500 0.015 33.97 5.36 0.031000 0.015 34.25 5.41 0.031500 0.015 34.52 5.45 0.032000 0.015 34.80 5.49 0.032500 0.015 35.07 5.54 0.033000 0.015 35.34 5.58 0.033500 0.015 35.60 5.62 0.034000 0.015 35.87 5.66 0.034500 0.015 36.13 5.70 0.035000 0.015 36.39 5.74 0.035500 0.015 36.65 5:79 0.036000 0.015 36.91 5.83 0.036500 0.015 37.16 5.87 0.037000 0.015 37.42 5.91 0.037500 0.015 37.67. 5.95 09/19/96 THE KEITH COMPANIES FkwMaster v5.10 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 2 of 5 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/S) 0.038000 0.015 37.92 5.99 0.038500 0.015 38.17 6.02 0.039000 0.015 38.41 6.06 0.039500 0.015 38.66 6.10 0.040000 0.015 38.90 6.14 0.040500 0.015 39.15 6.18 0.041000 0.015 39.39 6.22 0.041500 0.015 39.63 6.26 0.042000 0.015 39.86 6.29 0.042500 0.015 40.10 6.33 0.043000 0.015 40.34 6.37 0.043500 0.015 40.57 6.40 0.044000 0.015 40.80 6.44 0.044500 0.015 41.03 6.48 0.045000 0.015 41.26 6.51 0.045500 0.015 41.49 6.55 0.046000 0.015 41.72 6.59 0.046500 0.015 41.94 6.62 0.047000 0.015 42.17 6.66 0.047500 0.015' 42.39 6.69 0.048000 0.015 42.62 6.73 0.048500 0.015 42.84 6.76 0.049000 0.015 43.06 6.80 0.049500 0.015 43.28 6.83 0.050000 0.015 43.49 6.87 0.050500 0.015 43.71 6.90 0.051000 0.015 43.93 6.93 0.051500 0.015 44.14 6.97 0.052000 0.015 44.36 7.00 0.052500 0.015 44.57 7.04 0.053000 0.015 44.78 7.07 0.053500 0.015 44.99 7.10 0.054000 0.015 45.20 7.14 0.054500 0.015 45.41 7.17 0.055000 0.015 45.62 7.20 0.055500 0.015 45.82 7.23 0.056000 0.015 46.03 7.27 0.056500 0.015 46.24 7.30 0.057000 0.015 46.44 7.33 0.057500 0.015 46.64 7.36 0.058000 0.015 46.85 7.39 0.058500 0.015 47.05 7.43 0.059000 0.015 47.25 7.46 0.059500 0.015 47.45 7.49 09/19/96 THE KEITH COMPANIES FkwhAaster v5.10 07:00:05 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 3 of 5 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.015 47.65 7.52 0.060500 0.015 47.84 7.55 0.061000 0.015 48.04 7.58 0.061500 0.015 48.24 7.61 0.062000 0.015 48.43 7.65 0.062500 0.015 48.63 7.68 0.063000 0.015 48.82 7.71 0.063500 0.015 49.02 7.74 0.064000 0.015 49.21 7.77 0.064500 0.015 49.40 7.80 0.065000 0.015 49.59 7.83 0.065500 0.015 49.78 7.86 0.066000 0.015 49.97 7.89 0.066500 0.015 50.16 7.92. 0.067000 0.015 50.35 7.95 0.067500 0.015 50.54 7.98 0.068000 0.015 50.72 8.01 0.068500 0.015 50.91 8.04 0.069000 0.015 51.09 8.07 0.069500 0.015 51.28 8.09 0.070000 0.015 51.46 8.12 0.070500 0.015 51.65 8.15 0.071000 0.015 51.83 8.18 0.071500 0.015 52.01 8.21 0.072000 0.015 52.19 8.24 0.072500 0.015 52.37 8.27 0.073000 0.015 52.55 8.30 0.073500 0.015 52.73 8.32 0.074000 0.015 52.91 8.35 0.074500 0.015 53.09 8.38 0.075000 0.015 53.27 8.41 0.075500 0.015 53.45 8.44 0.076000 0.015 53.62 8.46 0.076500 0.015 53.80 8.49 0.077000 0.015 53.98 8.52 0.077500 0.015 54.15 8.55 0.078000 0.015 54.32 8.58 0.078500 0.015 54.50 8.60 0.079000 0.015 54.67 8.63 0.079500 0.015 54.84 8.66 0.080000 0.015 55.02 8.68 0.080500 0.015 55.19 8.71 0.081000 0.015 55.36 8.74 0.081500 0.015 55.53 8.77 09/19/96 THE KEITH COMPANIES FbwMaster v5.10 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 36'ST- (8 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (fus) 0.082000 0.015 55.70 8.79 0.082500 0.015 55.87 8.82 0.083000 0.015 56.04 8.85 0.083500 0.015 56.21 8.87 0.084000 0.015 56.38 8.90 0.084500 0.015 56.54 8.93 0.085000 0.015 56.71 8.95 0.085500 0.015 56.88 8.98 0.086000 0.015 57.04 9.00 0.086500 0.015 57.21 9.03 0.087000 0.015 57.37 9.06 0.087500 0.015 57.54 9.08 0.088000 0.015 57.70 9.11 0.088500 0.015 57.87 9.13 0.089000 0.015 58.03 9.16 0.089500 0.015 58.19 9.19 0.090000 0.015 58.35 9.21 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:00:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 CROSS SECTION - 36' STREET (8 "CF) Cross Section for Irregular Channel Project Description Project File c:\haestad \fmw\sienna.fm2 Worksheet 36'STREET(8 "CF) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.018 Channel Slope 0.003000 fVft Water Surface Elevation 100.00 ft Discharge 38.98 cfs 100.0 99.8 �Tm F C 0 99.6 to m W 99.5 99.4 99.3 99.2' 1 1 a ' -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 Station (ft) 10.0 15.0 20.0 25.0 09/11/96 THE KEITH COMPANIES Fk wMaster v5.10 11:12:07 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 STREET - 36' (8 "CF) Rating Table for Irregular Channel . Project Description 0.018 Project File c:\haestad\fmw\sienna.fm2 Worksheet 36'STREET(8 "CF) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 100.00 ft Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.003000 0.018 38.98 2.29 0.003500 0.018 42.11 2.48 0.004000 0.018 45.01 2.65 0.004500 0.018 47.74 2.81 0.005000 0.018 50.33 2.96 0.005500 0.018 52.78 3.10 0.006000 0.018 55.13 3.24 0.006500 0.018 57.38 3.37 0.007000 0.018 59.55 3.50 0.007500 0.018 61.64 3.62 0.008000 0.018 6166 3.74 0.008500 0.018 65.62 3.86 0.009000 0.018 67.52 3.97 0.009500 0.018 69.37 4.08 0.010000 0.018 71.17 4.18 0.010500 0.018 72.93 4.29 0.011000 0.018 74.65 4.39 0.011500 0.018 76.33 4.49 0.012000 0.018 77.97 4.58 0.012500 0.018 79.57 4.68 0.013000 0.018 81.15 4.77 0.013500 0.018 82.70 4.86 0.014000 0.018 84.21 4.95 0.014500 0.018 85.70 5.04 0.015000 0.018 87.17 5.12 0.015500 0.018 88.61 5.21 09111/96 THE KEITH COMPANIES FlowMaster v5.10 11:13:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 STREET - 36' (8 "CF) Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.016000 0.018 90.03 5.29 0.016500 0.018 91.42 5.37 0.017000 0.018 92.80 5.46 0.017500 0.018 94.15 5.54 0.018000 0.018 95.49 5.61 0.018500 0.018 96.81 5.69 0.019000 0.018 98.11 5.77 0.019500 0.018. 99.39 5.84 0.020000 0.018 100.66 5.92 0.020500 0.018 101.91 5.99 0.021000 0.018 103.14 6.06 0.021500 0.018 104.36 6.14 0.022000 0.018 105.57 6.21 0.022500 0.018 106.76 6.28 0.023000 0.018 107.94 6.35 0.023500 0.018 109.11 6.41 0.024000 0.018 110.26 6.48 0.024500 0.018 111.40 6.55 0.025000 0.018 112.54 6.62 0.025500 0.018 113.66 6.68 0.026000 0.018 114.76 6.75 0.026500 0.018 115.86 6.81 0.027000 0.018 116.95 6.88 0.027500 0.018 118.03. 6.94 0.028000 0.018 119.10 7.00 0.028500 0.018 120.16 7.06 0.029000 0.018 121.20 7.13 0:029500 0.018 122.25 7.19 0.030000 0.018 123.28 7.25 0 ..030500 0.018 124.30 7.31 0.031000 0.018 125.31 7.37 0.031500 0.018 126.32 7.43 0.032000 0.018 127.32 7.48 0.032500 0.018 128.31 7.54 0.033000 0.018 129.29 7.60 0.033500 0.018 130.27 7.66 0.034000 0.018 131.24 7.72 0.034500 0.018 132.20 7.77 0.035000 0.018 133.15 7.83 0.035500 0.018 134.10 7.88 0.036000 0.018 135.04 7.94 0.036500 0.018 135.98 7.99 0.037000 0.018 136.91 8.05 0.037500 0.018 137.83 8.10 09/11/96 THE KEITH COMPANIES FlowMaster v5.10 11:13:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 2 of 5 STREET - 36' (8 "CF) Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ftlft) Coefficient (cfs) (ft/s) 0.038000 0.018 138.74 8.16 0.038500 0.018 139.65 8.21 0.039000 0.018 140.56 8.26 0.039500 0.018 141.46 8.32 0.040000 0.018 142.35 8.37 0.040500 0.018 143.23 8.42 0.041000 0.018 144.12 8.47 0.041500 0.018 144.99 8.52 0.042000 0.018 145.86 8.58 0.042500 0.018 146.73 8.63 0.043000 0.018 147.59 8.68 0.043500 0.018 148.44 8.73 0.044000 0.018 149.30 8.78 0.044500 0.018 150.14 8.83 0.045000 0.018 150.98 8.88 0.045500 0.018 151.82 8.93 0.046000 0.018 152.65 8.97 0.046500 0.018 153.48 9.02 0.047000 0.018 154.30 9.07 0.047500 0.018 155.12 9.12 0.048000 0.018 155.93 9.17 0.048500 0.018 156.74 9.21 0.049000 0.018 157.55 9.26 0.049500 0.018 158.35 9.31 0.050000 0.018 159.15 9.36 0.050500 0.018 159.94 9.40 0.051000 0.018 160.73 9.45 0.051500 0.018 161.52 9.50 0.052000 0.018 162.30 9.54 0.052500 0.018 163.08 9.59 0.053000 0.018 163.85 9.63 0.053500 0.018 164.63 9.68 0.054000 0.018 165.39 9.72 0.054500 0.018 166.16 9.77 0.055000 0.018 166.92 9.81 0.055500 0.018 167.67 9.86 0.056000 0.018 168.43 9.90 0.056500 0.018 169.18 9.95 0.057000 0.018 169.93 9.99 0.057500 0.018 170.67 10.03 0.058000 .0.018 171.41 10.08 0.058500 0.018 172.15 10.12 0.059000 0.018 172.88 10.16 0.059500 0.018 173.61 10.21 09/11/96 THE KEITH COMPANIES FlowMaster v5.10 11:13 :14 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 3 of 5 STREET - 36' (8 "CF) Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (fvft) Coefficient (cfs) ON 0.060000 0.018 174.34 10.25 0.060500 0.018 175.06 10.29 0.061000 0.018 175.79 10.33 0.061500 0.018 176.51 10.38 0.062000 0.018 177.22 10.42 0.062500 0.018 177.93 10.46 0.063000 0.018 178.64 10.50 0.063500 0.018 179.35 10.54 0.064000 0.018 180.06 10.59 0.064500 0.018 180.76 10.63 0.065000 0.018 181.46 10.67 0.065500 0.018 182.15 10.71 0.066000 0.018 1.82.85 10.75 0.066500 0.018 183.54 10.79 0.067000 0.018 184.23 10.83 0.067500 0.018 184.92 10.87 . 0.068000 0.018 185.60 10.91 0.068500 0.018 186.28 10.95 0.069000 0.018 186.96 10.99 0.069500 0.018 187.63 11.03 0.070000 0.018 188.31 11.07 0.070500 0.018 188.98 11.11 0.071000 0.018 189.65 11.15 0.071500 0.018 190.32 11.19 0.072000 0.018 190.98 11.23 0.072500 0.018 191.64 11.27 0.073000 0.018 192.30 11.31 0.073500 0.018 192.96 11.34 0.074000 0.018 193.61 11.38 0.074500 0.018 194.27 11.42 0.075000 0.018 194.92 11.46 0.075500 0.018 195.57 11.50 0.076000 0.018 196.21 11.54 0.076500 0.018 196.86 11.57 0.077000 0.018 197.50 11.61 0.077500 0.018 198.14 11.65 0.078000 0.018 198.78 11.69 0.078500 0.018 199.41 11.72 0.079000 0.018 200.05 11.76 0.079500 0.018 200.68 11.80 . 0.080000 0.018 201.31 11.83 0.080500 0.018 201.94 11.87 0.081000 0.018 202.56 11.91 0.081500 0.018 203.19 11.95 09/11/96 THE KEITH COMPANIES FlowMaster v5.10 11:13:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 STREET - 36' (8 "CF) Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/S) 0.082000 0.018 203.81 11.98 0.082500 0.018 204.43 12.02 0.083000 0.018 205.05 12.05 0.083500 0.018 205.67 12.09 0.084000 0.018 206.28 12.13 0.084500 0.018 206.89 12.16 0.085000 0.018 207.51 12.20 0.085500 0.018 208.12 12.23 0.086000 0.018 208.72 12.27 0.086500 0.018 209.33 12.31 0.087000 0.018 209.93 12.34 0.087500 0.018 210.54 12.38 0.088000 0.018 211.14 12.41 0.088500 0.018 211.73 12.45 0.089000 0.018 212.33 12.48 0.089500 0.018 212.93 12.52 0.090000 0.018 213.52 12.55 09/11196 THE KEITH COMPANIES FkowMaster v5.10 11:13:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 36- STREET (6 "CF):DIVIDED FLOW Cross Section for Irregular Channel Project Description Project File c:\h6estad \fmw\sienna.fm2 Worksheet STREET (36FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.003000 ft/ft Water Surface Elevation 99.89 ft Discharge 10.65 cfs 100.0 99.95 99.9 99.85 99.8 w 99.75 0 99.7 co m W 99.65 99.6 99.55 99.5 99.45 004 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/19196 THE KEITH COMPANIES Fk>wMaster v5.10 07:03:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Project Description 0.015 Project File c:lhaestad\fmwlsienna.fm2 Worksheet STREET (36FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 99.89 ft Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table Channel Slope Wtd. Mannings Discharge Velocity ( ft/ft) Coefficient (cfs) (ft/s) 0.003000 0.015 10.65 1.68 0.003500 0.015 11.51 1.82 0.004000 0.015 12.30 1.94 0.004500 0.015 13.05 2.06 0.005000 0.015 13.75 2.17 0.005500 0.015 14.43 2.28 0.006000 0.015 15.07 2.38 0.006500 0.015 15.68 2.48 0.007000 0.015 .16.27 2.57 0.007500 0.015 16.85 2.66 0.008000 0.015 17.40 2.75 0.008500 0.015 17.93 2.83 0.009000 0.015 18.45 2.91 0.009500 0.015 18.96 2.99 0.010000 0.015 19.45 3.07 0.010500 0.015 19.93 3.15 0.011000 0.015 20.40 3.22 0.011500 0.015 20.86 3.29 0.012000 0.015 .21.31 3.36 0.012500 0.015 21.75 3.43 0.013000 0.015 22.18 3.50 0.013500 0.015 22.60 3.57 0.014000 0.015 23.02 3.63 0.014500 0.015 23.42 3.70 0.015000 0.015 23.82 3.76 0.015500 0.015 24.22 3.82 09/19/96 THE KEITH COMPANIES FkrvMaster v5.10 07:03:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (fus) 0.016000 0.015 24.60 3.88 0.016500 0,015 24.99 3.94 0.017000 0.015 25.36 4.00 0.017500 0.015 25.73 4.06 0.018000 0.015 26.10 4.12 0.018500 0.015 26.46 4.18 0.019000 0.015 26.81 .4.23 0.019500 0.015 27.16 4.29. 0.020000 0.015 27.51 4.34 0.020500 0.015 27.85 4.40 0.021000 0.015 28.19 4.45 0.021500 0.015 28.52 4.50 0.022000 0.015 28.85 4.55 0.022500 0.015 29.18 4.61 0.023000 0.015 29.50 4.66 0.023500 0.015 29.82 4.71 0.024000 0.015 30.13 4.76 0.024500 0.015 30.45 4.81 0.025000 0.015 30.76 4.85 \ 0.025500 0.015 31.06 4.90 0.026000 0.015 31.36 4.95 0.026500 0.015 31.66 5.00 0.027000 0.015 31.96 5.05 0.027500 0.015 32.26 5.09 0.028000 0.015 32.55 5.14 0.028500 0.015 32.84 5.18 0.029000 0.015 33.12 5.23 0.029500 0.015 33.41 5.27 0.030000 0.015 33.69 5.32 0.030500 0.015 33.97 5.36 0.031000 0.015 34.25 5.41 0.031500 0.015 34.52 5.45 0.032000 0.015 34.80 5.49 0.032500 0.015 35.07 5.54 0.033000 0.015 35.34 5.58 0.033500 0.015 35.60 5.62 0.034000 0.015 35.87 5.66 0.034500 0.015 36.13 5.70 0.035000 0.015 36.39 5.74 0.035500 0.015 36.65 5.79 0.036000 0.015 36.91 5.83 0.036500 0.015 37.16 5.87 0.037000 0.015 37.42 5.91 0.037500 0.015 .37.67 5.95 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:03:41 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 2 of 5 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.038000 0.015 37.92 5.99 0.038500 0.015 38.17 6.02 0.039000 0.015 38.41 6.06 0.039500 0.015 38.66 6.10 0.040000 0.015 38.90 6.14 0.040500 0.015 39.15 6.18 0.041000 0.015 39.39 6.22 0.041500 0.015 39.63 6.26 0.042000 0.015 39.86 6.29 0.042500 0.015 40.10 6.33 0.043000 0.015 40.34 6.37 0.043500 0.015 40.57 6.40 0.044000 0.015 40.80 6.44 0.044500 0.015 41.03 6.48 0.045000 0.015 41.26 6.51 0.045500 0.015 41.49 6.55 0.046000 0.015 41.72 6.59 0.046500 0.015 41.94 6.62 0.047000 0.015 42.17 6.66 0.047500 0.015 42.39 6.69 0.048000 0.015 42.62 6.73 0.048500 0.015 42.84 6.76 0.049000 0.015 43.06 6.80 0.049500 0.015 43.28 6.83 0.050000 0.015 43.49 6.87 0.050500 0.015 r 43.71 6.90 0.051000 0.015 43.93 6.93 0.051500 0.015 44.14 6.97 0.052000 0.015 44.36 7.00 0.052500 0.015 44.57 7.04 0.053000 0.015 44.78 7.07 0.053500 0.015 44.99 7.10 0.054000 0.015 45.20 7.14 0.054500 0.015 45.41 7.17 0.055000 0.015 45.62 7.20 0.055500 0.015 45.82 7.23 0.056000 0.015 46.03 7.27 0.056500 0.015 46.24 7.30 0.057000 0.015 46.44 7.33 0.057500 0.015 46.64 7.36 .0.058000 0.015 46.85 7.39 0.058500 0.015 47.05 7.43 0.059000 0.015 47.25 7.46 0.059500 0.015 47.45 7.49 09/19/96 THE KEITH COMPANIES FkrivMaster v5.10 07:03:41 AM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 3 of 5 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.015 47.65 7.52 0.060500 0.015 47.84 7.55 0.061000 0.015 48.04 7.58 0.061500 0.015 48.24 7.61 0.062000 0.015 48.43 7.65 0.062500 0.015 48.63 7.68 0.063000 0.015 48.82 7.71 0.063500 0.015 49.02 7.74 0.064000 0.015 49.21 7.77 0.064500 0.015 49.40 7.80 0.065000 0.015 49.59 7.83 0.065500 0.015 49.78 7.86 0.066000 0.015 49.97 7.89 0.066500 0.015 50.16 7.92 0.067000 0.015 50.35 7.95 0.067500 0.015 50.54 7.98 0.068000 0.015 50.72 8.01 0.068500 0.015 50.91 8.04 0.069000 0.015 51.09 8.07 0.069500 0.015 51.28 8.09 0.070000 0.015 51.46 8.12 0.070500 0.015 51.65 8.15 0.071000 0.015 51.83 8.18 0.071500 0.015 52.01 8.21 0.072000. 0.015 52.19 8.24 0.072500 0.015 52.37 8.27 0.073000 0.015 52.55 8.30 0.073500 0.015 •52.73 8.32 0.074000 0.015 52.91 8.35 0.074500 0.015 53.09 8.38 0.075000 0.015 53.27 8.41 0.075500 0.015 53.45 8.44 0.076000 0.015 53.62 8.46 0.076500 0.015 53.80 8.49 0.077000 0.015 53.98 8.52 0.077500 0.015 54.15 8.55 0.078000 0.015 54.32 8.58 0.078500 0.015 54.50 8.60 0.079000 0.015 54.67 8.63 0.079500 0.015 54.84 8.66 0.080000 0.015 55.02 8.68 0.080500 0.015 55.19 8.71 0.081000 0.015 55.36 8.74 0.081500 0.015 55.53 8.77 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:03:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Pape 4 of 5 36' STREET (6 "CF): DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.082000 0.015 55.70 8.79 0.082500 0.015 55.87 8.82 0.083000 0.015 56.04 8.85 0.083500 0.015 56.21 8.87 0.084000 0.015 56.38 8.90 0.084500 0.015 56.54 8.93 0.085000 0.015 56.71 8.95 0.085500 0.015 56.88 8.98 0.086000 0.015 57.04 9.00 0.086500 0.015 57.21 9.03 0.087000 0.015 57.37 9.06 0.087500 0.015 57.54 9.08 0.088000 0.015 57.70 9.11 0.088500 0.015 57.87 9.13 0.089000 0.015 58.03 9.16 0.089500 0.015 58.19 9.19 0.090000 0.015 58.35 9.21 09/19/96 THE KEITH COMPANIES FbwMaster v5.10 07:03:41 AM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 CROSS SECTION - 36FT STREET Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\sienna.fm2 Worksheet STREET (36FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.018 Channel Slope 0.003000 ft/ft Water Surface Elevation 100.00 ft Discharge 18.61 cfs itelexel 99.95 99.9 99.85 99.8 w 99.75 0 r 99.7 co W 99.65 99.6 99.55 99.5 99.45 99.41 1 . 1 1 1 1 1 1 1 1 1 1 -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 09/09/96 THE KEITH COMPANIES FkwMaster v5.10 07:53:03 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel Project Description Input Data Project File c:\haestad \fmw\sienna.fm2 Worksheet STREET (36FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data 0.090000 Water Surface Elevation 100.00 ft 09/09/96 THE KEITH COMPANIES FkowMaster v5.10 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) MIS) 0.003000 0.018 18.61 1.71 0.003500 0.018 20.10 1.85 0.004000 0.018 21.49 1.97 0.004500 0.018 22.79 2.09 0.005000 0.018 24.02 2.21 0.005500 0.018 25.19 2.31 0.006000 0.018 26.31 2.42 0.006500 0.018 27.39 2.52 0.007000 0.018 28.42 2.61 0.007500 0.018 29.42 2.70 0.008000 0.018 30.39 2.79 0.008500 0.018 31.32 2.88 0.009000 0.018 32.23 2.96 0.009500 0.018 33.11 3.04 0.010000 0.018 33.97 3.12 0.010500 0.018 34.81 3.20 0.011000 0.018 35.63 3.27 0.011500 0.018 36.43 3.35 0.012000 0.018 37.21 3.42 0.012500 0.018 37.98 3.49 0.013000 0.018 38.73 3.56 0.013500 0.018 39.47 3.62 0.014000 0.018 40.20 3.69 0.014500 0.018 40.91 3.76 0.015000 0.018 41.61 3.82 0.015500 0.018 42.29 3.88 09/09/96 THE KEITH COMPANIES FkowMaster v5.10 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 1 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) ON 0.016000 0.018 42.97 3.95 0.016500 0.018 43.64 4.01 0.017000 0.018 44.29 4.07 0.017500 0.018 44.94 4.13 0.018000 0.018 45.58 4.19 0.018500 0.018 46.21 4.24 0.019000 0.018 46.83 4.30 0.019500 0.018 47.44 4.36 0.020000 0.018 48.04 4.41 0.020500 0.018 48.64 4.47 0.021000 0.018 49.23 4.52 0.021500 0.018 49.81 4.57 0.022000 0.018 50.39 4.63 0.022500 0.018 50.96 4.68 0.023000 0.018 51.52 4.73 0.023500 0.018 52.08 4.78 0.024000 0.018 52.63 4.83 0.024500 0.018 53.17 4.88 0.025000 0.018 53.71 4.93 0.025500 0.018 54.25 4.98 0.026000 0.018 54.78 5.03 0.026500 0.018 55.30 5.08 0.027000 0.018 55.82 5.13 0.027500 0.018 56.34 5.17 0.028000 0.018 56.85 5.22 0.028500 0.018 57.35 5.27 0.029000 •0.018 57.85 5.31 0.029500 0.018 58.35 5.36 0.030000 0.018 58.84 5.40 0.030500 0.018 59.33 5.45 0.031000 0.018 59.81 5.49 0.031500 0.018 60.29 5.54 0.032000 0.018 60.77 5.58 0.032500 0.018 61.24 5.62 0.033000 0.018 61.71 5.67 0.033500 0.018 62.18 5.71 0.034000 0.018 62.64 5.75 0.034500 0.018 63.10 5.79 0.035000 0.018 63.56 5.84 0.035500 0.018 64.01 5.88 0.036000 0.018 64.46 5.92 0.036500 0.018 64.90 5.96 0.037000 0.018 65.35 6.00 0.037500 0.018 65.79 6.04 09/09/96 THE KEITH COMPANIES FbwMaster v5.10 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 2 of 5 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.038000 0.018 66.22 6.08 0.038500 0.018 66.66 6.12 0.039000 0.018 67.09 6.16 0.039500 0.018 67.52 6.20 0.040000 0.018 67.94 6.24 0.040500 0.018 68.37 6.28 0.041000 0.018 68.79 6.32 0.041500 0.018 69.21 6.36 0.042000 0.018 69.62 6.39 0.042500 0.018 70.03 6.43 0.043000 0.018 70.45 6.47 0.043500 0.018 70.85 6.51 0.044000 0.018 71.26 6.54 0.044500 0.018 71.66 6.58 0.045000 0.018 72.07 6.62 0.045500. 0.018 72.46 6.65 0.046000 0.018 72.86 6.69 0.046500 0.018 73.26 6.73 0.047000 0.018 73.65 6.76 0.047500 0.018 74.04 6.80 0.048000 0.018 74.43 6.83 0.048500 0.018 74.82 6.87 0.049000 0.018 75.20 6.91 0.049500 0.018 75.58 6.94 0.050000 0.018 75.96 6.98 0.050500 0.018 76.34 7.01 0.051000 0.018 76.72 7.04 0.051500 0.018 77.09 7.08 0.052000 0.018 77.47 7.11 0.052500 0.018 77.84 7.15 0.053000 0.018 78.21 7.18 0.053500 0.018 78.58 7.22 0.054000 0.018 78.94 7.25 0.054500 0.018 79.31 7.28 0.055000 0.018 79.67_ 7.32 0.055500 0.018 80.03 7.35 0.056000 0.018 80.39 7.38 0.056500 0.018 80.75 7.42 0.057000 0.018 81.11 7.45 0.057500 0.018 81.46 7.48 0.058000 0.018 81.82 7.51 0.058500 0.018 82.17 7.55 0.059000 0.018 82.52 7.58 0.059500 0.018 82.87 7.61 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 3 of 5 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel J Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.018 83.21 7.64 0.060500 0.018 83.56 7.67 0.061000 0.018 83.90 7.70 0.061500 0.018 84.25 7.74 0.062000 0.018 84.59 7.77 0.062500 0.018 84.93 7.80 0.063000 0.018 85.27 7.83 0.063500 0.018 85.61 7.86 0.064000 0.018 85.94 7.89 0.064500 0.018 86.28 7.92 0.065000 0.018 86.61 7.95 0.065500 0.018 86.94 7.98 0.066000 0.018 87.28 8.01 0.066500 0.018 87.61 8.04 0.067000 0.018 87.93 8.07 0.067500 0.018 88.26 8.10 0.068000 0.018 88.59 8.13 0.068500 0.018 88.91 8.16 0.069000 0.018 89.24 8.19 0.069500 0.018 89.56 8.22 0.070000 0.018 89.88 8.25 0.070500 0.018 90.20 8.28 0.071000. 0.018 90.52 8.31 0.071500 0.018 90.84 8.34 0.072000 0.018 91.16 8.37 0.072500 0.018 91.47 8.40 0.073000 0.018 91.79 8.43 0.073500 0.018 92.10 8.46 0.074000 0.018 92.41 8.49 0.074500 0.018 92.73 8.51 0.075000 0.018 93.04 8.54 0.075500 0.018 93.35 8.57 0.076000 0.018 93.65 8.60 0.076500 0.018 93.96 8.63 0.077000 0.018 94.27 8.66 0.077500 0.018 94.57 8.68 0.078000 0.018 94.88 8.71 0.078500 0.018 95.18 8.74 0.079000 0.018 95.48 8.77 0.079500 0.018 95.79 8.80 0.080000 0.018 96.09 8.82 0.080500 0.018 96.39 8.85 0.081000 0.018 96.69 8.88 0.081500 0.018 96.98 8.91 09/09/96 THE KEITH COMPANIES Fk>wMaster v5,10 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 STREET (36FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.082000 0.018 97.28 8.93 0.082500 0.018 97.58 8.96 0.083000 0.018 97.87 8.99 0.083500 0.018 98.17 9.01 0.084000 0.018 98.46 9.04 0.084500 0.018 98.75 9.07 0.085000 0.018 99.04 9.09 0.085500 0.018 99.34 9.12 0.086000 0.018 99.63 9.15 0.086500 0.018 99.91 9.17 0.087000 0.018 100.20 9.20 0.087500 0.018 100.49 9.23 0.088000 0.018 100.78 9.25 0.088500 0.018 101.06 9.28 0.089000 0.018 101.35 9.31 0.089500 0.018 101.63 9.33 0.090000 0.018 101.92 9.36 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:51:52 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 CROSS SECTION - 32' ST (6 "CF):DIVIDED FLOW Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\sienna.fm2 Worksheet STREET (32FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.003000 ft/ft Water Surface Elevation 99.85 ft Discharge 7.91 cfs 100.0 99.95 99.9 99.85 99.8 99.75 C 0 99.7 M m w 99.65 99.6 99.55 99.5 99.45 99.4` -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 Station (ft) 10.0 15.0 20.0 25.0 09/19/96 THE KEITH COMPANIES FkrwMaster v5.10 07:01:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel Project Description Rating Table Project File c :\haestad\fmw\sienna.fm2 Worksheet STREET (32FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Constant Data Water Surface Elevation 99.85 ft Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft 09/19/96 THE KEITH COMPANIES FbwMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Pape 1 of 5 Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.003000 0.015 7.91 1.58 0.003500 0.015 8.55 1.70 0.004000 0.015 9.14 1.82 0.004500 0.015 9.69 1.93 0.005000 0.015 10.22 2.04 0.005500 0.015 10.72 2.14 0.006000 0.015 11.19 2.23 0.006500 0.015 11.65 2.32 0.007000 0.015 12.09 2.41 0.007500 0.015 12.51 2.50 0.008000 0.015 12.92 2.58 0.008500 0.015 .13.32 2.66 0.009000 0.015 13.71 2.73 0.009500 0.015 14.08 2.81 0.010000 0.015 14.45 2.88 0.010500 0.015 14.81 2.95 0.011000 0.015 15.16 3.02 0.011500 0.015 15.50 3.09 0.012000 0.015 15.83 3.16 0.012500 0.015 16.16 3.22 0.013000 0.015 16.48 3.29 0.013500 0.015 16.79 3.35 0.014000 0.015 17.10 3.41 0.014500 0.015 17.40 3.47 0.015000 0.015 17.70 3.53 0.015500 0.015 17.99 3.59 09/19/96 THE KEITH COMPANIES FbwMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Pape 1 of 5 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel J Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.016000 0.015 18.28 3.64 0.016500 0.015 18.56 3.70 0.017000 0.015 18.84 3.76 0.017500 0.015 19.12 3.81 0.018000 0.015 19.39 3.87 0.018500 0.015 19.65 3.92 0.019000 0.015 19.92 3.97 0.019500 0.015 20.18 4.02 0.020000 0.015 20.44 4.07 0.020500 0.015 20.69 4.13 0.021000 K. 0.015 20.94 4.18 0.021500 0.015 21.19 4.22 0.022000 0.015 21.43 4.27 0.022500 0.015 21.68 4.32 0.023000 0.015 21.91 4.37 0.023500 0.015 22.15 4.42 0.024000 0.015 22.39 4.46 0.024500 0.015 22.62 4.51 0.025000 0.015 22.85 4.56 0.025500 0.015 23.07 4.60 0.026000 0.015 23.30. 4.65 0.026500 0.015 23.52 4.69 0.027000 0.015 23.74 4.73 0.027500 0.015 23.96 4.78 0.028000 0.015 24.18 4.82 0.028500 0.015 24.39 4.86 0.029000 0.015 24.61 4.91 0.029500 0.015 24.82 4.95 0.030000 0.015 25.03 4.99 0.030500 0.015 25.24 5.03 0.031000 0.015 25.44 5.07 0.031500 0.015 25.65 5.11 0.032000 0.015 25.85 5.15 0.032500 0.015 26.05 5.19 0.033000 0.015 26.25 5.23 0.033500 0.015 26.45 5.27 0.034000 0.015 26.64 5.31 0.034500 0.015 26.84 5.35 0.035000 0.015 27.03 5.39 0.035500 0.015 27.23 5.43 0.036000 0.015 27.42 5.47 0.036500 0.015 27.61 5.50 0.037000 0.015 27.80 5.54 0,037500 ' 0.015 27.98 5.58 09/19/96 THE KEITH COMPANIES FlowMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 2 of 5 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.038000 0.015 28.17 5.62 0.038500 0.015 28.35 5.65 0.039000 0.015 28.54 5.69 0.039500 0.015 28.72 5.73 0.040000 0.015 28.90 5.76 0.040500 0.015 29.08 5.80 0.041000 0.015 29.26 5.83 0.041500 0.015 29.44 5.87 0.042000 0.015 29.61 5.91 0.042500 0.015 29.79 5.94 0.043000 0.015 29.96 5.97 0.043500 0.015 30.14 6.01 0.044000 0.015 30.31 6.04 0.044500 0.015 30.48 6.08 0.045000 0.015 30.65 6.11 0.045500 0.015 30.82 6.15 0.046000 0.015 30.99 6.18 0.046500 0.015 31.16 6.21 0.047000 0.015 31.33 6.25 0.047500 0.015 31.49 6.28 0.048000 0.015 31.66 6.31 0.048500 0.015 31.82 6.35 0.049000 0.015 31.99 6.38 0.049500 0.015 32.15 6.41 0.050000 0.015 32.31 6.44 0.050500 0.015 32.47 6.48 0.051000 0.015 32.63 6.51 0.051500 0.015 32.79 6.54 0.052000 0.015 32.95 6.57 0.052500 0.015 33.11 6.60 0.053000 0.015 33.27 6.63 0.053500 0.015 33.42 6.66 0.054000 0.015 33.58 6.70 0.054500 0.015 33.73 6.73 0.055000 0.015 33.89 6.76 0.055500 0.015 34.04 6.79 0.056000 0.015 34.20 6.82 0.056500 0.015 34.35 6.85 0.057000 0.015 34.50 6.88 0.057500 0.015 34.65 6.91 0.058000 0.015 34.80 6.94 0.058500 0.015 34.95 6.97 0.059000 0.015 35.10 7.00 0.059500 0.015 35.25 7.03 09/19/96 THE KEITH COMPANIES 07:02:06 AM Hearted Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Fk>wMaster v5.10 Page 3 of 5 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.015 35.40 7.06 0.060500 0.015 35.54 7.09 0.061000 0.015 35.69 7.12 0.061500 0.015 35.83 7.15 0.062000 0.015 35.98 7.17 0.062500 0.015 36.13 7.20 0.063000 0.015 36.27 7.23 0.063500 0.015 36.41 7.26 0.064000 0.015 36.56 7.29 0.064500 0.015 36.70 7.32 0.065000 0.015 36.84 7.35 0.065500 0.015 36.98 7.37 0.066000 0.015 37.12 7.40 0.066500 0.015 37.26 7.43 0.067000 0.015 37.40 7.46 0.067500 0.015 37.54 7.49 0.068000 0.015 37.68 7.51 0.068500 0.015 37.82 7.54 0.069000 0.015 37.96 7.57 0.069500 0.015 38.09 7.60 0.070000 0.015 38.23 7.62 0.070500 0.015 38.37 7.65 0.071000 0.015 38.50 7.68 0.071500 0.015 38.64 7.70 0.072000 0.015 38.77 7.73 0.072500 0.015 38.91 7.76 0.073000 0.015 39.04 7.79 0.073500 0.015 39.18 7.81 0.074000 0.015 39.31 7.84 0.074500 0.015 39.44 7.86 0.075000 0.015 39.57 7.89 0.075500 0.015 39.70 7.92 0.076000 0.015 39.84 7.94 0.076500 0.015 39.97 7.97 0.077000 0.015 40.10 8.00 0.077500 0.015 40.23 8.02 0.078000 0.015 40.36 8.05 0.078500 0.015 40.49 8.07 0.079000 0.015 40.61 8.10 0.079500 0.015 40.74 8.12 0.080000 0.015 40.87 8.15 0.080500 0.015 41.00 8.18 0.081000 0.015 41.13 8.20 0.081500 0.015 41.25 8.23 09/19/96 THE KEITH COMPANIES FkwvMaster v5.10 07:02:06 AM Haested Methods, Inc. 37 Brookskte Road Waterbury, CT 06708 (203) 755 -1666 Page 4 of 5 32' ST (6 "CF):DIVIDED FLOW Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.082000 0.015 41.38 8.25 0.082500 0.015 41.50 8.28 0.083000 0.015 41.63 8.30 0.083500 0.015 41.76 8.33 0.084000 0.015 41.88 8.35 0.084500 0.015 42.00 8.38 0.085000 0.015 42.13 8.40 0.085500 0.015 42.25 8.43 0.086000 0.015 42.38 8.45 0.086500 0.015 42.50 8.47 0.087000 0.015 42.62 8.50 0.087500 0.015 42.74 8.52 0.088000 0.015 42.87 8.55 0.088500 0.015 42.99 8.57 0.089000 0.015 43.11 8.60 0.089500 0.015 43.23 8.62 0.090000 0.015 43.35 8.64 09/19/96 THE KEITH COMPANIES FbwMaster v5.10 07:02:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 CROSS SECTION - 32FT STREETS Cross Section for Irregular Channel Project Description Project Fife c:\haestad \fmw\sienna.fm2 Worksheet STREET (32FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.018 Channel Slope 0.003000 ft/ft Water Surface Elevation 100.00 ft Discharge 18.14 cfs 100.0 99.95 99.9 99.85 99.8 - 99.75 0 99.7 to m W 99.65 99.6 ,C 99.55 99.5 99.45 99.4' ' -25.0 -20.0 -15.0 -10.0 -5.0 0.0 5.0 Station (ft) 10.0 15.0 20.0 25.0 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:5821 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel Project Description Constant Data Project File c:\haestad\fmw\sienna.fm2 Worksheet STREET (32FT) Flow Element Irregular Channel Method Manning's Formula Solve For Discharge 09/09/96 THE KEITH COMPANIES FkmMaster v5.10 07:56:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 Constant Data Water Surface Elevation 100.00 ft Input Data Minimum Maximum Increment Channel Slope 0.003000 0.090000 0.000500 ft/ft Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.003000 0.018 18.14 1.74 0.003500 0.018 19.59 1.88 0.004000 0.018 20.94 2.01 0.004500 0.018 22.21 2.13 0.005000 0.018 23.41 2.25 0.005500 0.018 24.56 2.36 0.006000 0.018 25.65 2.46 0.006500 0.018 26.70 2.56 0.007000 0.018 27.70 2.66 0.007500 0.018 28.68 2.75 0.008000 0.018 29.62 2.84 0.008500 0.018 30.53 .2.93 0.009000 0.018 31.41 3.02 0.009500 0.018 32.27 3.10 0.010000 0.018 33.11 3.18 0.010500 0.018 33.93 3.26 0.011000 0.018 34.73 3.34 0.011500 0.018 35.51 3.41 0.012000 0.018 36.27 3.48 0.012500 0.018 37.02 3.56 0.013000 0.018 37.75 3.63 0.013500 0.018 38.47 3.70 0.014000 0.018 39.18 3.76 1 0.014500 0.018 39.87 3.83 0.015000 0.018 40.55 3.90 0.015500 0.018 41.22 3.96 09/09/96 THE KEITH COMPANIES FkmMaster v5.10 07:56:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 5 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.016000 0.018 41.88 4.02 0.016500 0.018 42.53 4.09 0.017000 0.018 43.17 4.15 0.017500 0.018 43.80 4.21 0.018000 0.018 44.42 4.27 0.018500 0.018 45.04 4.33 0.019000 0.018 45.64 4.38 0.019500 0.018 46.24 4.44 0.020000 0.018 46.83 4.50 0.020500 0.018 47.41 4.55 0.021000 0.018 47.98 4.61 0.021500 0.018 48.55 4.66 0.022000 0.018 49.11 4.72 0.022500 0.018 49.67 4.77 0.023000 0.018 50.22 4.82 0.023500 0.018 50.76 4.88 0.024000 0.018 51.30 4.93 0.024500 0.018 51.83 4.98 0.025000 0.018 52.35 5.03 0.025500 0.018 52.87 5.08 0.026000 0.018 53.39 5.13 0.026500 0.018 53.90 5.18 0.027000 0.018 54.41 5.23 0.027500 0.018 54.91 5.27 0.028000 0.018 55.41 5.32 0.028500 0.018 55.90 5.37 0.029000 0.018 56.39 5.42 0.029500 0.018 56.87 5.46 0.030000 0.018 57.35 5.51 0.030500 0.018 57.83 5.55 0.031000 0.018 58.30 5.60 0.031500 0.018 58.77 5.65 0.032000 0.018 59.23 5.69 0.032500 0.018 59.69 5.73 0.033000 0.018 60.15 5.78 0.033500 0.018 60.60 5.82 0.034000 0.018 61.05 5.86 0.034500 0.018 61.50 5.91 0.035000 0.018 61.95 5.95 0.035500 0.018 62.39 5.99 0.036000 0.018 62.82 6.03 0.036500 0.018 63.26 6.08 0.037000 0.018 63.69 6.12 0.037500 0.018 64.12 6.16 09/09/96 THE KEITH COMPANIES 07:58:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FbwMaster v5.10 Page 2 of 5 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) ON 0.038000 0.018 64.55 6.20 0.038500 0.018 64.97 6.24 0.039000 0.018 65.39 6.28 0.039500 0.018 65.81 6.32 0.040000 0.018 66.22 6.36 0.040500 0.018 66.64 6.40 0.041000 0.018 67.05 6.44 0.041500 0.018 67.45 6.48 0.042000 0.018 67.86 6.52 0.042500 0.018 68.26 6.56 0.043000 0.018 68.66 6.60 0.043500 0.018 69.06 6.63 0.044000 1 0.018 69.45 6.67 0.044500 0.018 69.85 6.71 0.045000 0.018 70.24 6.75 0.045500 0.018 70.63 6.78 0.046000 0.018 71.02 6.82 0.046500 0.018 71.40 6.86 0.047000 0.018 71.78 6.90 0.047500 0.018 72.16 6.93 0.048000 0.018 72.54 6.97 0.048500 0.018 72.92 7.00 0.049000 0.018 73.30 7.04 0.049500 0.018 73.67 7.08 0.050000 0.018 74.04 7.11 0.050500 0.018 74.41 7.15 0.051000 0.018 74.78 7.18 0.051500 0.018 75.14 7.22 0.052000 0.018 75.51 7.25 0.052500 0.018 75.87 7.29 0.053000 0.018 76.23 7.32 0.053500 0.018 76.59 7.36 0.054000 0.018 76.94 7.39 0.054500 0.018 77.30 7.43 0.055000 0.018 77.65 7.46 0.055500 0.018 78.01 7.49 0.056000 0.018 78.36 7.53 0.056500 0.018 78.70 7.56 0.057000 0.018 79.05 7.59 0.057500 0.018 79.40 7.63 0.058000 0.018 79.74 7.66 0.058500 0.018 80.09 7.69 0.059000 0.018 80.43 7.73 0.059500 0.018 80.77 7.76 09/09/96 THE KEITH COMPANIES FkywMaster v5.10 07:58:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 3 of 5 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.060000 0.018 81.11 7.79 0.060500 0.018 81.44 7.82 0.061000 0.018 81.78 7.86 0.061500 0.018 82.11 7.89 0.062000 0.018 82.45 7.92 0.062500 0.018 82.78 7.95 0.063000 0.018 83.11 7.98 0.063500 0.018 83.44 8.02 0.064000 0.018 83.77 8.05 0.064500 0.018 84.09 8.08 0.065000 0.018 84.42 8.11 0.065500 0.018 84.74 8.14 0.066000 0.018 85.06 8.17 0.066500 0.018 85.39 8.20 0.067000 0.018 85.71 8.23 0.067500 0.018 86.03 8.26 0.068000 0.018 86.34 8.29 0.068500 0.018 86.66 8.32 0.069000 0.018 86.98 8.36 0.069500 0.018 87.29 8.39 0.070000 0.018 87.60 8.42 0.070500 0.018 87.92 8.45 0.071000 0.018 88.23 8.48 0.071500 0.018 88.54 8.51 0.072000 0.018 88.85 8.53 0.072500 0.018 89.15 8.56 0.073000 0.018 89.46 8.59 0.073500 0.018 89.77 8.62 0.074000 0.018 90.07 8.65 0.074500 0.018 90.38 8.68 0.075000 0.01.8 90.68 8.71 0.075500 0.018 90.98 8.74 0.076000 0.018 91.28 8.77 0.076500 0.018 91.58 8.80 0.077000 0.018 91.88 8.83 0.077500 0.018 92.18 8.85 0.078000 0.018 92.47 8.88 0.078500 0.018 92.77 8.91 0.079000 0.018 93.07 8.94 0.079500 0.018 9136 8.97 0.080000 0.018 • 93.65 9.00 0.080500 0.018 93.95 9.02 0.081000 0.018 94.24 9.05 0.081500 0.018 94.53 9.08 09/09/96 THE KEITH COMPANIES 07:58:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.10 Page 4 of 5 STREET (32FT) FLOW CAPACITY Rating Table for Irregular Channel Rating Table Channel Slope Wtd. Mannings Discharge Velocity (ft/ft) Coefficient (cfs) (ft/s) 0.082000 0.018 94.82 9.11 0.082500 0.018 95.11 9.14 0.083000 0.018 95.39 9.16 0.083500 0.018 95.68 9.19 0.084000 0.018 95.97 9.22 0.084500 0.018 96.25 9.25 0.085000 0.018 96.54 9.27 0.085500 0.018 96.82 9.30 0.086000 0.018 97.10 9.33 0.086500 0.018 97.38 9.35 0.087000 0.018 97.66 9.38 0.087500 0.018 97.94 9.41 0.088000 0.018 98.22 9.44 0.088500 0.018 98.50 9.46 0.089000 0.018 98.78 9.49 0.089500 0.018 99.06 9.52 0.090000 0.018 99.33 9.54 • 09/09/96 THE KEITH COMPANIES FlowMaster v5.10 07:58:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 5 of 5 PIPE SIZING CALCULATIONS • 4� R Pipe Summary PIPE # NODE CATCH BASIN Q100 SIZE/TYPE P1 105 ---- 282 66 "RCP P2 1115 --- 310 66 "RCP P3 1110 CB1 17 24 "RCP P4 1110 CB2 11 24 "RCP P5 1115 --- 28 30 "RCP P6 315 -- 454 12'x5' RCB P7 1401 CB3 15 24 "RCP P8 1410 CB4 25 24 "RCP P9 1435 CB5 24 30 "RCP P10 1435 CB6 48 30 "RCP P11 1435 -- 48 36 "RCP P12 1456 CB7 4 18 "RCP P13 1456 CB8 8 18 "RCP P14 4005 CB9 28 30 "RCP P15 CB10 30 30 "RCP P16 BASIN OVERFLOW 36 "RCP P17 1010 1340 4- 10'x5' RCB P18 1230 32 36 "RCP P19 1315 46 36 "RCP Ql R l_. F0515P PAGE 1 WATER SURFACE PROFILE LISTING C. TRADITION GOLF COURSE Ql R l_. F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRADITION GOLF COURSE PIPE 1 AND PIPE 2 STATION INVERT DEPT8100 W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBP R ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1000.00 124.62 4.825 129.445 310.0 14.33 3.058 132.503 .00 4.825 5.50 .00 .00 0 .0 86.87 .00801 .008732 .76 5.500 .00 1086.87 125.32 5.166 130.481 310.0 13.38 2.760 133.261 .00 4.825 5.50 .00 .00 0 .0 192.13 .00801 .009033 1.74 5.500 .00 1279.00 126.85 5.500 132.354 310.0 13.05 2.644 134.998 .00 4.825 5.50 .00 .00 0 .0 29.50 .00801 - .009705 .29 5.500 .00 1308.50 127.09 5.555 132.645 310.0 13.05 2.644 135.289 .00 4.825 5.50 .00 .00 0 .0 JUNCT STR .00787 .005563 .03 •00 1313.58 127.13 7.548 134.678 282.0 6.23 .602 135.280 .00 4.094 11.40 6.00 .00 0 .0 1313.58 127.13 2.651 129.781 282.0 24.88 9.613 139.394 .00 4.649 5.50 .00 .00 0 .0 24.92 .00803 .039380 .98 4.556 .00 1338.50 127.33 2.563 129.893 282.0 25.98 10.482 140.375 .00 4.649 5.50 .00 .00 0 .0 20.11 .05257 .040983 .82 2.400 .00 1358.61 128.39 2.588 130.975 282.0 25.66 10.224 141.199 .00 4.649 5.50 .00 .00 0 .0 56.64 .05257 .337869 2.14 2.4ZO .00 1415.25 131.37 2.685 134.050 282.0 24.46 9.294 143.344 .00 4.649 5.50 .00 .00 0 .0 38.58 .05257 .033334 1.29 2.403 .00 1453.83 133.39 2.788 136.180 282.0 23.33 8.450 144.630 .00 4.649 5.50 .00 .00 0 .0 28.50 .05257 .029367 .84 2.400 .00 1482.33 134.89 2.895 137.785 282.0 22.24 7.681 145.466 .00 4.649 5.50 .00 .00 0 .0 21.94 .05257 .025890 .57 2.400 .00 1504.27 136.04 3.008 139.052 282.0 21.21 6.983 146.035 .00 4.649 5.50 .00 .00 0 .0 A tip• ; � r F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRADITION GOLF COURSE PIPE 1 AND PIPE 2 `! STATION INVERT DEPTH Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBP R ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER { L /ELEM SO SF AVE HF NORM DEPTH ZR i 17.35 .05257 .022849 .40 2.400 •00 1521.62 136.96 3.127 140.083 282.0 20.22 6.348 146.431 4.649 5.50 .00 .00 0 .0 .00 t 13.96 .05257 .02x1$6 .28 2.402 .00 1535.58 137.69 3.252 140.942 282.0 19.28 5.771 146.713 .00 4.649 5.50 .00 .00 0 .0 t 11.29 .05257 .017856 .20 2.400 .00 1546.`87 138.28 3.385 141.668 282.0 18.38 5.246 146.914 .00 4.649 5.50 ..00 .00 0 .0 - 9.14 .05257 .015820 .14 2.400 .00 1556.01 138.76 3.526 142.290 282.0 17.53 4.769 147.059 .00 4.649 5.50 .00 .00 0 .0 7.36 .05257 .014042 .10 2.400 .20 _ 1563.37 139.15 3.676 142.827 282.0 16.71 4.336 147.163 .00 4.649 5.50 .00 .00 0 .0 5.82 .05257 .012490 .07 2.400 .32 1569.19 139.46 3.837 143.293 282.0 15.93 3.942 147.235 .02 4.649 5.50 .00 .00 0 .0 4.45 .05257 .011142 .05 2.400 .20 1573.64 139.69 4.011 143.701 282.0 15.19 3.583 147.284 .02 4.649 5.50 .00 .00 0 .0 3.21 .05257 .009976 .03 2.400 2 1576.85 139.86 4.20W 144.059 282.0 14.48 3.257 147.316 .0W 4.649 5.50 .00 .00 0 .0 ( 4 1.97 .05257 .208979 .02 2.420 •20 1578.82 139.96 4.417 144.373 282.0 13.81 2.961 147.334 .00 4.649 5.50 .00 .00 0 .0 .71 .05257 ,028145 .01 2.400 •00 1579.53 140.00 4.649 144.649 282.0 13.16 2.691 147.340 .00 4.649 5.50 .00 .00 0 .0 WALL ENTRANCE . 0 0 1579.53 140.00 9.067 149.067 282.0 3.89- .235 149.302 .01" 3.380 9.50 8.00 .00 0 .0 A J WATER n rt]]r SURFA := PRui I LE L IST; 'Aug i TRAD TI ON GOLF C0�25E SYSTEM; 1A - P.FES 3 -5 Q1., STATION I NERT DEPTF W.S. Q VEL V E L EN RGY SUPER CRITICAL �,G / BASE/ 4. r;0 AV B,= R E L E V OF FLOW E L E V r:EA; - S RD.EL. ELEV DEPTr, IA IG ra0. PIER L /ELEM SO SF AVE .:F w0.RM DEPT -: z 1000.00 130.05 1.821 131.871 28.5 7.44 .859 132.730 .0: 1.821 2.5 0 .00 ,C.O ,0 4.05 . 0513 .006849 .03 2,170 .00 1004.05 130.07 1.906 131.977 28.5 7.09 .781 132.758 .v0 1.821 2.50 .00 .;0 0 .0 23.30 .00513 .006162 y14 2,170 .0► 1027.35 130.19 2.001 132.191 28.5 6.76 .710 132.903 .W0 1.821 2.50 .00 .00 0 .0 95.27 .00513 .005589 .53 2.170 1122.62 13ti.68 2.109 132.788 28.5 6.45 .646 133.434 .0 ti 1.821 2.50 0 .00 ,00 ,0 27.38 .00513 .005311 .15 2. 1.70 00 1150.00 130.82 2.120 132.940 28.5 6.42 .640 133.580 .00 1.821 2.Sv .00 .00 0 ,0 JUNCT STR .►.2500 .002646 .01 1154.00 130.92 2.764 133.684 .5 .W5 0 _33.684 .ti0 .079 4.00 "0 0 .0 i 1 J BOX CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 1, 1996 TRADITION PIPE P6 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------- - - - - -- Culvert Span (Width of Opening) (feet). ...... Culvert Rise (Height of Opening) (feet) ................. FHWA Chart Number (8,9,10,11,12 or 13) .................. Scale Number on Chart (Type of Culvert Entrance)........ Manning`s Roughness Coefficient (n- value) ............... Entrance Loss Coefficient of Culvert Opening............ Culvert Length (feet) .... ... . .............. ........... Culvert Slope (feet per foot ) ........................... PROGRAM RESULTS: Flow Tailwater Headwater (ft) Rate Depth Inlet Outlet (cfs) (ft) Control Control ---------------------------- - - - - -- 12.00 5.00 8 1 0.0130 0.50 80.0 0.0100 Normal Critical Depth at Outlet Depth Depth Outlet Velocity (ft) --------------------------- (ft) (ft) (fps) - - - - -- 454.0 2.00 5.75 4.97 2.34 3.54 2.34 16.18 BOX CULVERT ANALYSIS COMPUTER PROGRAM Version 1.6 Copyright (c) 198E Dodson & Associates, Inc., 7015 W. Tidwell, 1107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. TRADITION GOLF COURSE DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL M M JOB #: 40256 64.7 0 P -16 ANALYSIS 74507 DATA INPUT 0 0.0 TRIANGULAR HYDROGRAPH PERCOLATION RATE 1 in/hr FLOW 1374.984 PIPE INV 64.7 Tc 20.14 H(min) 0 T (max) 60.42 10.3 15020 m1 1.137855 0.568928 STREET OVERFLOW 930524 m2 -0.56893 -0.28446 OVERFLOW CONTOUR 74 y -int 2062.476 b 185 107268 H(min) 9.3 VOL 2492296 3 14.3 BASIN CHARACTERISTICS CONTOUR DEPTH INCR TOTAL (ft) (ft) AREA INCR TOTAL M M VOLUME INCR TOTAL (cuft) (cuft) (acre -ft) 64.7 0 0 74507 0 0 0.0 70 5.3 5.3 16412 90919 438379 438379 10.1 75 5 10.3 15020 105939 492145 930524 21.4 76 1 11.3 2658 108597 107268 1037792 23.8 79 3 14.3 7975 116572 337754 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 79 0 14.3 0 116572 0 1375545 31.6 STRUCTURE 36" RCP HEAD DIFF FLOW DIFF 0 0 0.32 0.32 1 1 6.09 5.77 10 9 6.6 0.83 20 10 7.45 6.62 30 10 8.65 2.03 40 10 9.37 7.34 45 5 9.85 2.51 48 3 10.18 7.67 50 2 12.061 4.391 60 10 14.281 6.611 70 20 TRADITION GOLF COURSE JOB is 40256 DATE 11- Dec -96 'P-16 ANALYSIS TIME mIn) FLOW IN cfs) VOLUME IN (cuff TOTAL IN BASIN cult PERC OUT cult TOTAL IN BASIN cult BASIN DEPTH R STRUCTURE FLOW OUT VOL OUT cfs c LA) STREET OVERFLOW FLOW OUT VOL OUT (cfs ) (cuft) BALANCE IN BASIN (cuft) (acre -R 0 1 68 2048 2048 104 1945 0.02 0.07 0 0 0 1945 0 1 2 137 6144 8089 104 7985 0.10 0.30 18 0 0 7967 0 2 3 205 10241 18208 104 18103 0.22 0.68 41 0 0 18062 0 3 4 273 14337 32399 105 32294 0.39 1.11 67 0 0 32227 1 4 5 1 18433 50661 106 50555 0.61 1.45 87 0 0 50467 1 5 6 410 22530 72997 107 72890 0.88 1.88 113 0 0 72777 2 8 7 478 26626 99403 109 99294 1.20 2.37 142 0 0 99152 2 7 8 546 30722 129874 110 129764 1.57 2.95 177 0 0 129587 3 8 9 614 34818 164405 112 164293 1.99 3.60 216 0 0 164077 4 9 10 683 38915 202992 114 202878 2.45 4.33 260 0 0 202618 5 10 11 751 43011 245629 116 245513 2.97 5.13 308 0 0 245205 6 11 12 819 47107 292312 119 292193 3.531 6.01 361 0 0 291833 7 12 13 888 51203 343036 121 342915 4.15 6.97 418 0 0 342497 8 13 14 956 55300 397797 124 397673 4.81 8.00 480 0 0 397193 9 14 15 1024 59396 456589 127 456461 5.48 9.05 543 0 0 455918 10 15 16 1092 63492 519411 130 519281 6.12 10.38 623 0 0 .518658 12 16 17 1161 67589 586246 133 586114 6.80 20.30 1218 0 0 584896 13 17 18 1229 71685 6565801 136 656445 7.52 30.32 1819 01 0 654626 15 18 19 1297 5781 730407 139 730268 827 34.02 2041 0 0 72822 17 19 20 1365 79877 808104 142 807962 9.05 40.28 2417 0 0 805546 18 20 21 1346 81701 887247 145 887102 9.86 48.00 2880 260 15614 868608 0 21 22 1311 79714 948322 148 948174 10.46 50.65 3039 783 46968 898167 21 22 23 1277 77665 975833 149 975684 10.72 5123 3074 1055 63308 909302 21 23 24 1243 75617 984919 149 984770 10.81 51.43 3086 1151 69052 912633 21 24 25 1209 73569 986202 149 986053 10.8177 51.45 3087 1165 69876 913089 21 25 26 1175 71521 984610 149 984461 10.8028 51.42 3085 1148 68854 912522 21 26 27 1141 69473 981995 149 981846 10.78 51.36 3082 1120 67185 911579 21 27 28 1107 67425 979004 149 978855 10.75 51.30 3078 1088 65294 910483 21 28 29 1073 65377 975860 149 975711 10.72 5123 3074 1055 63325 909312 21 29 30 1038 63328 972641 149 972492 10.69 51.16 3070 1022 61330 908092 21 30 31 1004 61280 969373 148 969224 10.66 51.10 3066 989 593261 906832 21 31 32 970 59232 966064 148 965916 10.63 51.02 3061 955 57321 905533 21 32 33 936 57184 962717 148 962569 10.60 50.95 3057 922 55316 904196 21 33 34 902 55136 959332 148 959184 10.571 50.88 3053 889 53312 902819 21 34 35 868 53088 955907 148 955759 10.54 50.81 3049 855 51310 901401 21 35 36 834 51040 952440 148 952292 10.50 50.74 3044 822 49309 899939 21 36 3 799 48991 948930 148 948783 10.47 50.66 3040 789 47311 898432 21 31--- 38 65 46943 945375 148 945227 10.44 50.59 35 55 45316 8968 21 38 39 31 44895 941772 148 941624 10.40 50.51 3031 722 43323 895271 21 39 40 697 42647 938118 147 937971 10.37 50.43 3026 689 41332 893613 21 40 41 663 40799 934411 147 934264 10.33 50.35 3021 656 39345 891898 20 41 42 629 38751 930648 147 930501 10.30 50.27 3016 623 37361 890124 20 42 43 595 36703 926827 147 926680 10.26 50.18 3011 587 35206 888463 20 43 44 561 34655 923117 147 922971 1022 50.10 3006 553 33155 886809 20 44 45 526 32606 919416 147 919269 10.19 50.01 3001 519 31150 885118 20 45 46 492 30558 915676 147 915530 10.15 48.08 2885 486 29168 883477 20 46 47 458 28510 9119871 146 911841 10.11 48.07 2884 454 27255 881702 20 47 48 424 26462 9081641 146 908018 10.07 48.06 2883 422 25319 879816 20 48 49 390 24414 904229 146 904083 10.03 48.05 2883 390 23376 877824 20 49 50 356 22366 900190 146 900044 9.99 48.04 2882 357 21437 875725 20 50 51 322 20318 896043 146 895897 9.95 48.03 2882 325 19504 873511 20 51 52 287 18269 891780 145 891635 9.90 48.01 2881 293 17583 871171 20 52 53 253 16221 887392 145 887247 9.86 48.00 2880 261 15676 868691 20 53 54 219 14173 882864 145 882719 9.81 45.53 2732 230 13785 866202 20 54 55 185 12125 878327 145 878182 9.77 45.48 2729 200 11974 863479 20 55 56 151 10077 873556 145 873411 9.72 45.42 2725 169 10164 860522 20 56 57 117 8029 868551 145 868406 9.67 45.36 2721 140 8374 857311 20 57 58 83 5981 863291 144 863147 9.62 45.29 2718 110 6622 853807 20 58 59 48 3932 857739 144 857595 9.56 45.231 2714 821 4928 84 9953 20 59 60 14 1884 851838 144 851694 9.501 45.151 2709 55 33211 845664 19 60 60.42 01 181 645845 1441 845 701 9.441 45.081 2705 321 1921 841075 19 TRADITION GOLF COURSE JOB is 40256 DATE 11-Dec-96 PAS ANALYSIS TIME min ) FLOW IN (cfs) VOLUME IN tuft TOTAL IN BASIN tuft PERC OUT tuft TOTAL IN BASIN tuft BASIN DEPTH ft STRUCTURE FLOW OUT VOL OUT c STREET OVERFLOW FLOW OUTI VOL OUT cfs cult BALANCE IN BASIN cult acre -ft 0 1 68 2048 2048 104 1945 0.02 ___Ids) 0.00 0 0 0 1945 0 1 2 137 6144 8089 104 7985 0.10 0.00 0 0 0 7985 0 2 3 205 10241 18226 104 18121 0.22 0.00 0 0 0 18121 0 3 4 273 14337 32458 105 32353 0.39 0.00 0 0 0 32353 1 4 5 341 18433 50786 106 50680 0.61 0.00 01 0 0 50680 1 5 6 410 22530 73210 107 73103 0.88 0.00 0 0 0 73103 2 6 7 478 26626 99728 109 99620 1.20 0.00 0 0 0 99620 2 8 546 30722 130342 110 130231 1.57 0.00 0 0 0 130231 3 8 9 614 34818 165050 112 164938 1.99 0.00 0 0 0 164938 4 10 683 38915 203852 114 203738 2.46 0.00 0 0 0 203738 5 10 11 751 43011 246749 116 246633 2.98 0.00 0 0 0 246633 6 11 12 819 47107 293740 119 293621 3.55 0.00 0 0 0 293621 7 12 13 888 51203 344825 121 344703 4.17 0.00 0 0 0 344703 8 13 14 956 55300 400003 124 399879 4.83 0.00 0 0 0 399879 9 14 15 1024 59396 459275 127 459148 5.51 0.00 0 0 0 459148 11 15 16 1092 63492 522640 130 522510 6.15 0.00 0 0 0 522510 12 16 17 1161 67589 5900991 133 589966 6.84 0.00 0 0 0 589966 14 17 18 1229 71685 6616511 136 661515 7.571 0.00 0 0 0 661515 15 18 19 1297 75781 7372961 139 737157 8.34 0.00 0 0 0 37157 17 19 20 1365 79877 8170351 142 816893 9.15 0.00 0 0 0 816893 19 20 21 1346 81701 898594 146 898448 9.97 0.00 0 345 20686 877762 20 21 22 1311 79714 957476 148 957328 10.55 0.00 0 8701 52224 905104 21 22 23 1277 77665 982770 149 982621 10.79 0.00 0 1128 67678 914942 21 23 24 1243, 75617 990560 149 990410 10.86 0.00 0 1212 72701 917710 21 24 25 1209 ` 73569 991279 t49 991130 10.8660 0.00 0 . 1220 73170 917959 21 2 26 11 5 71521 989480 149 989331 10.8482 0.00 0 1200 1998 91 334 21 26 27 1141 69473 986806 149 986657 10.82 0.00 0 1171 70266 916391 21 2f-- 28 1107 67425 983818 149 983667 10.80 0.00 0 1139 68346 915321 21 28 29 1073 65377 980698 149 980549 10.77 0.00 0 1106 66363 914186 21 29 30 1038 63328 9775151 149 977366 10.74 0.00 0 1073 64359 913007 21 30 31 1004 61280 974288 149 974139 10.71 0.00 0 1039 62348 911791 21 31 32 970 59232 971023 149 9708751 10.68 0.00 0 1006 60336 910539 21 32 33 936 57184 967723 148 9675751 10.65 0.00 0 972 58324 909251 21 33 34 902 55136 964387 148 964239 10.61 0.00 0 939 56313 907925 21 34 35 868 53088 961013 148 960865 10.58 0.00 0 905 54304 906561 21 35 36 834 51040 957601 148 957453 10.55. 0.00 0 872 52297 905156 21 36 37 799 48991 954147 148 954000 10.52 0.00 0 838 50291 903708 21 37 38 765 46943 950652 148 950504 10.49 0.00 0 805 48288 902216 21 38 39 731 44895 947111 148 946964 10.45 0.00 0 771 46287 900677 21 39 40 697 42847 943524 148 943376 10.42 0.00 0 44288 899088 21 40 41 663 40799 939887 147 939740 10.39 0.00 0 05 42292 897448 21 41 42 629 38751 936198 147 936051 10.35 0.00 0 672 40299 895752 21 42 43 595 36703 932455 147 932307 10.32 0.00 0 638 38310 893998 21 43 44 561 34655 928652 147 928505 10.28 0.00 0 604 36230 892275 20 44 45 526 32606 924882 147 924735 10.24 0.00 0 569 34125 890609 20 45 46 4921 30558 921168 147 921021 10.20 0.00 0 535 32094 888927 20 46 1 47 4581 28510 917437 147 917290 10.17 0.00 0 502 30096 887195 20 47 48 424 26462 913656 146 913510 10.13 0.00 0 469 28115 885395 20 48 49 390 24414 909809 146 909663 10.09 0.00 0 436 26146 863517 20 49 50 356 22366 905882 146 905736 10.05 0.00 0 403 24186 881550 20 50 51 322 20318 901868 146 901722 10.01 0.00 0 371 22236 879486 20 51 52 287 18269 897756 146 897610 9.97 0.00 0 3351 20295 877315 20 52 53 253 16221 893536 1461 893390 9.921 0.00 0 306 18366 875024 20 53 54 2191 14173 889197 145 889052 9.88 0.00 0 274 16451 872600 20 54 55 185 12125 884725 145 884580 9.83 .0.00 0 243 14553 870028 20 55 56 151 10077 880105 145 879960 9.79 0.00 0 211 12674 867286 20 56 57 117 8029 875315 145 875170 9.74 0.00 0 180 10820 864350 20 57 58 83 5981 870331 145 870186 9.69 0.001 0 150 8997 861189 20 58 59 48 3932 865121 144 864977 9.63 0.00 0 120 72161 857760 20 59 60 14 1884 85964 144 859501 9.58 .00 92 5491 85401 20 60 60.42 0 181 854190 144 854046 9.52 0.00 0 68 1 39361 850110 20 PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE December 11, 1996 TRADITION GOLF COURSE PIPE 16 SUBMERGED OUTLET PROGRAM INPUT DATA: DESCRIPTION Culvert Diameter ( feet) ... ............................... FHWAChart Number (1,2 or 3). ........ .............. Scale Number on Chart (Type of Culvert Entrance) ........ Manning`s Roughness Coefficient (n- value)............... Entrance Loss Coefficient of Culvert Opening............ Culvert Length (feet).... ............................ Culvert Slope (feet per foot ) ........................... VALUE 3.00 2 1 0.0150 0.50 416.8 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) -------------------------------------------------------------------- (ft) Control Control (ft) (ft) (ft) (fps) 1.0 8.00 0.41 5.92 0.32 0.31 3.00 0.14 10.0 8.00 1.38 6.09 1.01 1.00 3.00 1.41 20.0 8.00 2.05 6.60 1.48 1.43 3.00 2.83 30.0 8.00 2.65 7.45 1.90 1.77 3.00 4.24 40.0 8.00 3.24 8.65 2.41 2.06 3.00 5.66 50.0 8.00 3.97 10.18 3.00 2.30 3.00 7.07 60.0 8.00 4.80 12.06 3.00 2.50 3.00 8.49 70.0 8.00 5.79 14.28 3.00 2.66 3.00 9.90 80.0 8.00 6.92 16.84 3.00 2.77 3.00 11.32 45.0 8.00 3.64 9.37 3.00 2.19 3.00 6.37 46.0 8.00 3.73 9.53 3.00 2.21 3.00 6.51 47.0 8.00 3.80 9.69 3.00 2.23 3.00 6.65 48.0 8.00 3.85 9.85 3.00 2.26 3.00 6.79 49.0 8.00 3.89 10.01 3.00 2.28 3.00 6.93 PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)198E Dodson & Associates, Inc., 7015 W. Tidwell, ,#107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. BOX CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 6, 1996 TRADITION PIPE P17 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Span (Width of Opening) (feet) .................. 40.00 Culvert Rise (Height of Opening) (feet) ................. 5.00 FHWA Chart Number (8,9,10,.11,12 or 13) .. ....... ....... 8 Scale Number on Chart (Type of Culvert Entrance)........ 1 Manning`s Roughness Coefficient (n- value) ............... 0.0140 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet)... ........................... 80.0 Culvert Slope (feet per foot ) ........................... 0.0100 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth • Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------- - - - - -- 1340.0 0.50 5.29 4.49 2.07 3.27 2.07 16.16 1340.0 1.00 5.29 4.49 2.07 3.27 2.07 16.16 BOX CULVERT ANALYSIS COMPUTER PROGRAM Version 1.6 Copyright (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, 1107,.Houston, TX 77092 (713) 895 -8322. All Rights Reserved. PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE November 6, 1996 TRADITION PIPE P11 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------- - - - - -- Culvert Diameter ( feet) .. ............................... FHWA Chart Number (1,2 or 3) ............................ Scale Number on Chart (Type of Culvert Entrance) ........ Manning`s Roughness Coefficient (n- value) ............... Entrance Loss Coefficient of Culvert Opening............ Culvert Length (feet)... ........................... Culvert Slope (feet per foot ) ........................... 3.00 2 1 0.0140 0.50 79.0 0.0050 PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------- - - - - -- 47.0 1.00 3.80 3.70 2.74 2.23 2.74 6.94 -------------------------------------------------------------------- PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895 -8322. All Rights Reserved. C. � �._ F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRADITION GOLF COURSE r SYSTEM A - PIPES 7 AND 8 STATION INVERT DEPT8100 W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBP R I ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR * f f f f R R #* R R R!!!!* R R!!# f!# R* t* R* R R# f f# i R R! R t R R f R f R R R t R! R f R R! t! #! R! f f *!! *# R! R R t! R f f! R R R R f! R R f R t R R *!!!! R f R t, !'! 1000.00 52.62 1.277 53.897 25.0 11.81 2.165 56.062 .00 1.762 2.00 .00 .00 0 .0 { 1.81 .09022 .024875 .05 .872 1001.81 52.78 1.320 54.103 25.0 11.36 2.003 56.106 .00 1.762 2.00 :00 .00 0 •0 1.84 .09022 .022363 .04 .872 .00 y1003.65 52.95 1.377 54.326 25.0 10.83 1.822 56.148 .00 1.762 2.00 .`00 ..00 0 .0 1.47 .09022 .019931 .03 _.._.__ .872 .00 j 1005.12 53.08 1.439 54.521 25.0 10.33 1.656 56.177 .00 1.762 2.00 .00 .00 0 •0 1.16 .09022 .017825 .02 .872 .00 1006.28 53.19 1.506 54.692 25.0 9.85 1.505 56.197 .00 1.762 2.00 .00 .00 0 .0 .85 .09022 .016016 .01 .872 .00 1007.13 53.26 1.580 54.843 25.0 9.39 1.369 56.212 .00 -1.762 2.00 .00 .00 0 .0 .54 .09022 .014491 .01 .872 .00 1007.67 53.31 1.663 '54.975 25.0 8.95 .1.244 56.219 .00 1.762 2.00 .00 .00 0 .0 .20 .09022 .013263 .00 .872 .00 - 1007.87 53.33 1.762 55.092 25.0 8.53 1.130 56.222 .00 1.762 2.00 40 .00 0 .0 JUNCT STR .02381 .006379 .03 .00 1012.07 53.43 2.810 56.240 15.0 4,77 .354 56.594 .00 1.396 2.00 :00 .00 0 .0 36.00 .01611 .005099 .18 ._ 1.071 .00 1048.07 54.01 2.414 56.424 15.0 4.77 .354 56.778 .00 1.396 2.00 .00 .00 0 .0 WALL ENTRANCE 1048.07 54.01 3.108 57.118 15.0 .69 .007 57.125 .00 .523 5.50 7.00 .00 0 .0 1 C. � i M J i J i rl PALEE 1 WATER SURFACE =RO =ICE _ISTIr :G TRADITION GOLF COURSE SYSTEM 8 - PIPES 9 ant. 10 Q100 STATION INVERT DEPTH W.S. Q V E L VEL Et:ER6Y SUPER CRITICAL r:LTj BASE/ ZL r:0 AVSP R ELEV OF FLOW E L E V HEAD GRD.E ELEV DEPTH CIA ID NO. PIER. L /ELEM SO SF AVE HF t;O�M DEPT;; Z * R * * k k k k * * * f * ! R * * * * * * R * * * R R * R R R R * ! R * R * * * * ! ! ! * * ! t R R * * * * ! R f ! R * f * ! f t f f ! ! * t R R R * f f ! f ! ! R * * k * * f f f t f * * * * ! k ! * * * * * f f ! f * R f ! ! ! * ! ! R t * * * R t * f * k ! * ! 1000.00 36.00 2.186 38.186 48. 10.54 1.726 39.912 .00 2.273 2.50 .00 .00 0 .0 27.52 .01453 .014137 .39 2.170 .00 1027.52 36.40 2.273 38.673 48.0 10.24 1.629 40.302 .00 2.273 2.50 .00 .03 0 .0 JUNCT STP. .02548 .006954 .03 .00 1032.23 36.52 3.808 40.328 24.0 4.89 .371 40.699 .00 1.669 2.50 .00 .00 0 .0 36.00 .00500 .003971 .14 1.840 .0 ti 1"68.23 36.70 3.770 40.470 24.; 4.89 .371 40.841 .00 1.669 2.50 .00 .00 0 .0 WALL ENTRANCE .00 1:58.23 36.70 4.316 41.016 24. .69 .007 41.023 .00 .564 3.50 10.00 .0,0 0 .0 1 1 i M r v 1 r l t" F0515P r v l F0515P PAGE 1 WATER SURFACE PROFILE' LISTING f TRADITION GOLF COURSE SYSTEM D - PIPES 12 AND 13 R STATION INVERT DEPT8100 W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ Z NO AVBP t ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A ID NO. PIER L /ELEM SO SF AVE H NORM DEPTH z t t * t * * * * R * * * R t * * * * * 1t t R t * R R f f R t ! t f * t f ! k * * * * R * R * * R X f * * f t i k * * * * * f * R * k * * X * * f * X X k * * * * * * * * * k * * * * * * * k k * * * * k * * * * * * * k * k * * * * k * * k * * R * t t * * * * X * * * 1000.00 34.00 .853 34.853 8.0 7.71 .922 35.775 .00 1.096 1.50 .00 .00 0 .0 t 11.70 .01762 .017591 .21 .850 .00 1011.70 34.21 .853 35.059 8.0 7.7'_ .922 35.931 .00 1.096 1.50 .00 .00 0 .0 f 46.54 .01762 .016549 .77 .850 .00 1058.24 3-5. 03 .887 35.913 8.0 7.35 .838 36.751 .00 1.0-96 1.50 .00 .00 0 .0 l 13.16 .01762 .014643 .19 .850 .00 1071.40 35.26 .924 '36.182 8.0 7.01 .762 36.944 .00 1.096 1.53 .00 .00 "u .0 6.73 .01762 .012976 .09 .850 .0160 1078.13 35.38 .962 36.339 8.3 6 .16 8 .692 37.231 .00 1.096 1.50 .00 .00 0 .0 t 3.59 ..0 1762 .011514 4 .850 .00 1081.72 35.44 1.003 36.443 8.0 6.36 .629 37.072 .00 1.096 1.50 .00 .00 0 .0 1.79 .01762 .010243 .02 .850 .00 1083.51 35.47 1.047 36.518 8.0 6.07 .572 37.090 .03 1.096 1.50 .00 i0 0 r .49 .01762 .00913i . .0.0 .850 .0L 1084:00 35.48 1.096 36.576 8.0 5.78 .519 37.095 .00 1.096 1.50 .00 .00 3 .0 t JUNCT STR ,02948 .004329 .02 .00 1088.07 35.60 1.506 37.106 4.0 2.26 .080 37.186 .00 .766 1.50 .00 .00 0 •0 1.82 .0L5 .00 .001663 . .0E .820 .00 1089.89 35.61 1.500 37.109 4.0 2.26 .083 37.189 .00 .766 1.50 .00 .00 0 .0 34.18 .00500 .001554 .05 .820 .00 1124,07 35.78 1.375 37.155 4.0 2.36 .086 37.241 .00 .766 1.50 .00 .00 0 .0 WALL ENTRANCE ,C0 . f - r F05i5P SLR =ACE PAGE 2 t WATER PROFILE LISTING TRADITION GOLF COURSE SYSTEM D - PIPES 12 AND 13 STATION INVERT DEPTH W.S. Q VEL VET ENERGY SUPER CRITICAL HGT/ BASE/ Z NO AV6P R ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1124.07 35.78 1.530 37.310 4.0 .65 .037 37.317 3.50 4.00 0 •0 z 1 .00 .314 .00 1 i - t C: t � t � ow 0 F0515P PAGE 1 (, WATER SURFACE PROFILE LISTING TRADITION GOLF COURSE C SYSTEM E - PIPES 14 AND 15 STATION �. R INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBP ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER - L /ELEM SO SF AVE HF NORM DEPTH ZR t C 1000.00 36.78 1.867 38.647 30.0 7.63 .904 39.551 .00 1.867 2.50 .00 .00 0 .0 `- _ 3.67 .00500 .007159 .03 2.500 .00 1003.67 36.80 1.957 38.755 30.0 7.27 .822 39.577 .00 1.867 2.50 .00 .00 0 .0 C 17.94 .00500 .006465 .12 2.500 .00 - 1021.61 36.89 2.058 38.946 30.0 6.94 .747 39.693 .00 1.867 2.50 .00 .00 0 .0 C' 55.56 .00500 .005902 .33 - • - -.- __ 2.500 .00 1077.17 37.17 2.176 39.342 30.0 6.61 .679 40.021 .00 1.867 2.50 .00 .00 0 .0 - 22.83 .00500 .005613 .13 2.500 .00 t. 1100.00 37.28 2.204 39.484 30.0 6.55 .666 40.150 .00 1.867 2.50 .00 .00 0 .0 L JUNCT STR .02882 .003040 .01 .00 l 1103.47 37.38 2.674 40.054 28.0 5.70 .505 40.559 .00 -1.804 2.50 .00 .00 0 .0 C 37.81 .01000 .005359 .20 1.592 .00 L 1141.28 37.76 2.500 40.258 28.0 5.70 .505 40.763 .00 1.804 2.50 .00 .00 0 .0 2.19 .01000 .005209 .01 1.592 .00 1143.47 37.78 2.489 40.269 28.0 5.71 .506 40.775 .00 1.804 2.50 .00 .00 0 .0 C. WALL ENTRANCE .00 �- 1 1143.47 37.78 3.490 41.270 28.0 .57 .005 41.275 .00 .499 4.33 14.00 .00 0 .0 C C - N F051017. PAGE NAVER SMACE PROFILE uISTInG TRADITION GOLF COUSE PIPE 16 Q 10 0 S T A T 10 N I N V E R T D E P T H w I s V E L v G L ENMY & U P E R CRITICAL h G f B A S E ZL A V B R E L E V OF F L O W E L E V h E A D 6RD E L E L E V b E P f h OIR 01R ID a0, P I E R L E L E M so SF AVE «E noRm DEPH z R 1000.00 62.61 5.390 68.000 49.0 6,93 68.746 00 2.279 3.00 0 .746 loo .00 .0 416,82 00501. .006259 2.6i 3 . 0 TO .CJ 1416.82 64.70 5.909 70.609 49.0 6.93 .716 71.355 .20 2.279 3.0 .00 .00 0 .0 WALL ENTRANCE 0 1416.82 64.70 7,013 71.718 49.3 .05 017 71,125 610 12.00 0 1 '10 .803 .00 I (" F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRADITION GOLF COURSE PIPE jq STATION INVERT DEPTH W . Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBP R : ELEV OF FLOW ELEV HEAD' GRD.EL. ELEV DEPTH DIA ID N0. PIER L /ELEM SO SF AVE HF NORM DEPTH z • R! R R t f* R f f f t* R t t! t R t ** 4 R* R f f R R f ! R t R f t! f t t* t t t t t R! f t f ! R f t f R ** f!! t* t t t t f f! *! f* 4 t f ! f! f R t t 4 f t! t! *!!* f * *! !! R R t f t 4!* f *!!* R t* R* t!! t! t R t t R! C. 1000.00 62.00 1.965 63.965 46.0 9.18 1.365 55.330 .00 2.210 3.00 .00 .00 0 .0 31.52 .010:0 .009066 .29 1.924 .00 _.� 1031.52 62.31 2.023 64.338 46.0 9.07 1.277 65.615 .00 2.210 3.00 .00 .00 0 .0 15.23 .01000 .008220 .13 1.924 .00 1046.75 62.47 2.112 64.579 46.0 8.65 1.161 65.740 •00 2.210 3.00 .00 .00 0 .0 3.25 .01000 .007335 .02 1.924 .00 1050.00 62.50 2.210 64.710 46.0 8.24 1.055 65.765 .00 2.210 3.03 .00 .00 0 .0 WALL ENTRANCE •00 1050.00 62.53 3.914 66.414 46.0 .98 .015 66.429 5.00 12.00 0 .0 1 .00 .770 .00 • 1 l py i - CATCH BASIN SIZING CALCULATIONS Catch Basin Summary CB # NODE INFLOW (Cfs) STREET TYPE WIDTH (ft) 1 1110 17 K SUMP 7 2 1110 11 K SUMP 7 3 1401 15 K SUMP 7 4 1410 17 K SUMP 7 5 1435 24 O SUMP 10 6 24 O SUMP 10 7 1456 4 B SUMP 4 8 1456 4 B SUMP 4 9 1446 28 A SUMP 14 10 1447 2 A SUMP 4 A .9 II 10. 8 6 .1 -1-1.2 BUREAU OF PUBLIC ROADS DIVISION TWO WASH., 0. C. i- - 0.1 NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS ` 9 4 --- I.A 2 - -•_ -- - -- - , , ... . . 6.5 y�ti'�' = 1.0 .8 5.5 ._ W U. 4 . z __...._o �4 _ - _- - ___7 =T Z 4S 2v vCL .. W W •- � �..�.:.� 1. °.. �% .4 O awe n ! W ,L ° _9. i o = .1 . d .25-43 .08 x = O6 3 W. 0 .04 3 2.5 • .25 - .2 ac .03 c uj CL >, .02 � W .15- v .01 1- �---- L -- ----+� y HT 1.5 ._. !7 a URG LOCAL OEPR 310N ( .1 -1-1.2 BUREAU OF PUBLIC ROADS DIVISION TWO WASH., 0. C. i- - 0.1 NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS ` CATCH BASIN SIZING CURB OPENING (SUMP). CATCH BASIN 1 GIVEN: DISCHARGE 17 cfs CURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h 1.25 FROM CHART: Q /ft. of opening 2.3 cfs L (required) 7.4 ft USE L = 7 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q /ft. of opening L (required) USE L = 2 11 cfs 6 in 10 in 8 1.25 2.3 cfs 4.8 ft D CATCH BASIN SIZING .CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q/ft. of opening L (required) USE L = 3 15 cfs 6 in 10 in 8 1.25 2.3 cfs 6.5 ft 7 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 4 GIVEN: DISCHARGE 17 cfs CURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h 1.25 FROM CHART: Q /ft. of opening 2.3 cfs L (required) 7.4 ft USE L = 7 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q/ft. of opening L (required) USE L = 5 24 cfs 8 in 12 in 10 1.2 2.7 cfs 8.9 ft 10 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN GIVEN: DISCHARGE CURB TYPE SOLUTION: H (depth at opening) h (height of curb face) H/h FROM CHART: Q/ft. of opening L (required) USE L = L 24 cfs 8 in 12 in 10 1.2 2.7 cfs 8.9 ft 10 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 7 GIVEN: DISCHARGE 4 cfs CURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 FROM CHART: Q/ft. of opening 2.3 cfs L (required) 1.7 ft 1.25 USE L = 1 4 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 8 GIVEN: DISCHARGE 4 cfs CURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h 1.25 FROM CHART: Q /ft. of opening 2.3 cfs L (required) 1.7 ft USE L = I 4 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 9 GIVEN: DISCHARGE 28 cfs CURB TYPE 6 in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h FROM CHART: Q/ft. of opening 2.3 cfs L (required) 12.2 ft 1.25 USE L = 1 14 CATCH BASIN SIZING CURB OPENING (SUMP) CATCH BASIN 10 GIVEN: DISCHARGE 2 cfs CURB TYPE 6, in SOLUTION: H (depth at opening) 10 in h (height of curb face) 8 H/h 1.25 FROM CHART:, Q/ft. of opening 2.3 cfs L (required) 0.9 ft USE L = 1 4 GOLF COURSE CHANNEL SIZING CALCULATIONS SECTION A -A Worksheet for Trapezoidal Channel Project Description Project File c:lhaestad\fmwlsienna.fm2 Worksheet CHANNEL W Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.065000 ft/ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 70.00 ft Discharge 1,159.00 cfs Results Depth 1.17 ft Flow Area 84.77 ft' Wetted Perimeter 75.24 ft Top Width 74.69 ft Critical Depth 2.00 ft Critical Slope 0.010760 ft/ft Velocity 13.67 ft/s Velocity Head 2.91 ft Specific Energy 4.08 ft Froude Number 2.26 Flow is supercritical. 10/07/96 THE KEITH COMPANIES FbwMaster v5.10 1230:23 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 C] SECTION B -B Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\sienna.fm2 Worksheet CHANNEL'S' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.025000 ft/ft Left Side Slope 2.500000 H : V Right Side Slope 2.500000 H : V Bottom Width 60.00 ft Discharge 1,180.00 cfs Results Depth 1.72 ft Flow Area 110.40 . ft2 Wetted Perimeter 69.25 ft Top Width 68.59 ft Critical Depth 2.22 ft Critical Slope 0.010497 ft/ft Velocity 10.69 ft/s Velocity Head 1.78 ft Specific Energy 3.49 ft Froude Number 1.49 Flow is supercritical. 10/07/96 THE KEITH COMPANIES Fk wMester v5.10 12:31:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Pepe 1 of 1 SECTION C -C Worksheet for Trapezoidal Channel Project Description Project File 0haestad\fmwlsienna.fm2 Worksheet CHANNEL 'C' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 0.007100 ft/ft Left Side Slope 2.500000 H : V Right Side Slope 2.500000 H : V Bottom Width 60.00 ft Discharge 1,171.00 cfs ft Critical Depth Results Depth 2.48 ft Flow Area 164.05 ft' Wetted Perimeter 73.35 ft Top Width 72.39 ft Critical Depth 2.21 ft Critical Slope 0.010512 ft/ft Velocity 7.14 ft/s Velocity Head 0.79 ft Specific Energy 3.27 ft Froude Number 0.84 Flow is subcritical. 10/07/96 THE KEITH COMPANIES FlowMaster v5.10 12:32:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 SECTION D-D Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\sienna.fm2 Worksheet CHANNEL'D' Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope. 0.007500 ft/ft Left Side Slope 2.500000 H : V Right Side Slope 2.500000 H : V Bottom Width 60.00 ft Discharge 1,197.00 cfs Results Depth 2.47 ft Flow Area 163.48 ft2 Wetted Perimeter 73.30 ft Top Width 72.35 ft Critical Depth 2.24 ft Critical Slope 0.010468 ft/ft Velocity 7.32 ft/S Velocity Head 0.83 ft Specific Energy 3.30 ft Froude Number 0.86 Flow is subcritical. 10/07/96 THE KEITH COMPANIES FkwMaster v5.10 12:32:03 PM Haestad Methods, Inc. 37 8rookside Road Waterbury, CT 06708 (203)75r>.1666 Page 1 of 1 . TOE DRAIN - NODE 6025 Worksheet for Triangular Channel Project Description Project File c :%haestaMfmw%sienna.fm2 Worksheet TOE DRAIN Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.025 Channel Slope 0.030700 fttft Left Side Slope 2.000000 H : V Right Side Slope 1.900000 H : V Discharge 11.30 cfs r 11/14198 THE KEITH COMPANIES FlowMedw v5.10 03:08:25 PM Hassted Medx ds, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1688 Ps" 1 of 1 Results Depth 0.98 ft Flow Area 1.88 ft' Wetted Perimeter 4.31 ft Top Width 3.83 ft Critical Depth 1.16 ft Critical Slope 0.012766 fttft Velocity 6.00 ftfs Velocity Head 0.56 ft Specific Energy 1.54 ft Froude Number 1.51 Flow is supercritical. r 11/14198 THE KEITH COMPANIES FlowMedw v5.10 03:08:25 PM Hassted Medx ds, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1688 Ps" 1 of 1 f TOE DRAIN - NODE 6005 Worksheet for Triangular Channel Project Description 1.33 Project File c:\haestad\fmw\sienna.fm2 Worksheet TOE DRAIN Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data 1.33 Mannings Coefficient 0.025 Channel Slope . 0.026900 fttft Left Side Slope 2.000000 H : V Right Side Slope 1.700000 H : V Discharge 22.20 cfs Results Depth 1.33 ft Flow Area 3.26 ft= Wetted Perimeter 5.59 ft Top Width 4.91 ft Critical Depth 1.55 ft Critical Slope 0.011772 ft/ft Velocity 6.81 ftfs Velocity Head 0.72 ft Specific Energy 2.05 ft Froude Number 1.47 Flow is supercritical. 11/14M THE KEITH COMPANIES Fkw*AaaW v5.10 03:06 :52 PM Hasatad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)75&16W Page 1 of 1 TOE DRAIN - NODE 6015 Worksheet for Triangular Channel Project Description 0.83 Project File c:thaestadlfmwWenna.fm2 Worksheet TOE DRAIN Flow Element Triangular Channel Method . Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.025 Channel Slope 0.041800 ft/ft Left Side Slope 2.000000 H : V Right Side Slope 1.700000 H : V Discharge 8.00 cfs Results Depth 0.83 ft Flow Area 1.29 fe Wetted Perimeter 3.51 ft Top Width 3.08 ft Critical Depth 1.03 ft Critical Slope 0.013487 ft/ft Velocity 6.22 ft/s Velocity Head 0.60 ft Specific Energy 1.44 ft Froude Number 1.70 Flow is supercritical. 11/14198 THE KEITH COMPANIES FlowMester v5.10 03:07:34 PM HaesW Methods, Inc. 37 Brookside Rood Waterbury, CT 06708 (203) 755-1886 Pape 1 ot 1 TOE DRAIN - NODE 6015 Worksheet for Triangular Channel Project Description Project File c:\haestad\fm"enna.fm2 Worksheet TOE DRAIN Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.025 Channel Slope 0.022900 fttft Left Side Slope 1.700000 H : V Right Side Slope 2.000000 H : V Discharge 8.00 cfs Results Depth 0.93 ft Flow Area 1.61 ft' Wetted Perimeter 3.93 ft Top Width 3.45 ft Critical Depth 1.03 ft Critical Slope 0.013487 fttft Velocity 4.97 ft/s Velocity Head 0.38 ft Specific Energy 1.32 ft Froude Number 128 Flow is supercritical. 11/14M THE KEITH COMPANIES FkwvMester v5.10 03:07:56 PM Hsestad Medwds, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1668 Pepe 1 or 1 �ti r"r'` \q I''*� 't �` �, ✓ 10/03/2008 11:01 3103185069 PEC CIVIL cI'radifi:on September 9, 2008 City of La Quinta Public Works/Engineering 78-495 Calle Tampico La Quinta, Ca 92253 -1504 Re: Owner Consent for Copies; Tradition Golf Club, 78505 Old Avenue 52, La Quinta To Whom it May Concern, PAGE 01/01 Please provide copies of plans, drainage studies and other design documents on file with the City of La Quinta for the Tradition Golf Resort to Matthew B. Petroni of PE&C Civil Engineering. 1, the undersigned, attest that (1) I am a representative of the board of directors or governing body of the association established to manage the common interest development of which the facilities at the above address is part; (2) 1 have the authority to signs this Owner Consent for Copies on behalf of such board of directors or governing body; and (3) the board of directors or governing body consents to the City of La Quints providing copies of the plans to the person noted above. Owner's Name: Owner's Signat Title: Address 5o?-6'I915' o? —r'I9 S_ 44 % F.►AE ,/)41K�= L� Date: 2 Q (� C!�5 1 C&r (representative of association) MAIN C.1.us Hoe isii T'i;o 811Ur SALP.S lti. h1AiiKLI'I,NU TEL; 760 /564 -877.7 Tr.1.: 760 /564 -1067 Tit[.: 760/564 -3355 FAX: 760/564.6691 FAX 760/564 -7405 I Nx: 7(0564.2356 78505 OLI> AVhNI+ S2 - I -A Q- 111 ,1T,1 - C-1\ 92253-1120 OCILFC:0URzZl: MAINTrKAN(F lTl.: 760/964.542') I Ns: 760i564.6928 10/03/2008 11:02 3103185069 PEC CIVIL r Ira diti. September 9, 2008 City of La Quinta Public WorksfEngineering 78-495 Call.e Tampico La Quinta, Ca 92253-1504. Re: Ow>ae>r Consent for Copies; Traditions Golf Club, 78505 Old Avenue 52, La Quinta To Whom it May Concern, PAGE 01/01 Please provide copies of plans, drainage studies anal other design documents on file with the City of La Quinta for the Tradition Golf Resort to Matthew B. Petronli of PE&C Civil Engineering. 1, the undersigned, attest that (1)'l am a representative of the board of directors or governing body of the association established to manage the common interest development of which the facilities at the above address is part; (2) I have the authority to sign this Owner Consent for Copies on behalf of such board of directors or governing body; and (3) the board of directors or governing body consents to the City of La Quinta providing copies of the plans to the person noted above. Owner's Name: Owner's Sigaat Title: p CK:5v►11 MAIN CCLUD 1 ou�z PRO SHOP Ti a.: 760/564-8-(23 Tv -i.: 700/5564-1(Y7 Fnx: 760 /564 -669) FAX: 760/564-7405 Lr4 c�w�� Date: (representative of association) SALFS & MARUTINI i (i( )I.F 0,)-, iR3G MAINTT..NANCT, Trl. 760/564-3-355 Ti:i.: 760/564 -5429 FAX: 760/564 -2356 FAX: 760 /564,6817`; 7N,505 01.11 Avr.Nin: 522 - LA Qk (N-1A - (�A 02253 -I 17.o