Loading...
HomeMy WebLinkAboutCT 04-06; Palomar Pointe; Hydrology Report; 2004-12-01K&S ENGINEERING Planning Engineering Surveying HYDROLOGY REPORT / E^4GlNEERlNG FOR: CT 04-06 PALOMAR POINTE APN 212-120-33 PUD 03-002, CDP 03-006, HDP 03-002, PIP 03-002 IN CITY OF CARLSBAD JN 02-084 December 1,2004 DATE /2///a < 7801 Mission Center Court, Suite 100 • San Diego, California 92108 • (619) 296-5565 • Fax (619) 296-5564 TABLE OF CONTENTS 1. INTRODUCTION 2. HYDROLOGICAL DESIGN A. DESIGN METHODS B. DESIGN CRITERIA C. REFERENCES 3. HYDROLOGIC CALCULATIONS A. EXISTING HYDROLOGY A.1 10-YR STORM A. 2 100-YR STORM B. PROPOSED HYDROLOGY B. l 10-YR STORM B.2 50-YR STORM B.3 100-YR STORM C. INLET & HYDRAULIC CALCULATIONS D. DETENTION BASIN CALCULATIONS 4. FIGURES & CHARTS A. VICINITY MAP B. RUNOFF COEFFICIENTS C. TIME OF CONCENTRATION NOMOGRAPH D. ISOPLUVIAL MAPS E. INTENSITY-DURATION CHART F. MANNING'S NOMOGRAPH G. EXISTING (PREDEVELOPMENT) WATERSHED MAP H. DEVELOPED (POST DEVELOPMENT) WATERSHED MAP 3. HYDROLOGIC CALCULATIONS J^.f EXISTING 10-YEAR HYDROLOGY San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2003 Version 6.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 12/08/04 ********* Hydrology Study Control Information * ********* K&S Engineering, San Diego, CA - S/N 868 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used English (in) rainfall data used Map data precipitation entered: 6 hour, precipitation(inches) = ^1.900 24 hour precipitation(inches) = 3.200 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 59.4% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change(Ft.))P.385 *60(min/hr) + 10 min. Initial subarea flow distance = 315.000(Ft.) Highest elevation = 332.600(Ft.) Lowest elevation = 325.100(Ft.) Elevation difference = 7.500(Ft.) TC=[(11.9*0.0597*3)/( 7.50)]*.385= 2.76 + 10 min. = 12.76 min. Rainfall intensity (I) = 2.735(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.862(CFS) Total initial stream area = 0.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 325.100(Ft.) Downstream point elevation = 310.000(Ft.) Channel length thru subarea = 350.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 100.000 Slope or 'Z' of right channel bank = 100.000 Estimated mean flow rate at midpoint of channel = 3.734(CFS) Manning's 'N' =0.03 0 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.734(CFS) Depth of flow = 0.105(Ft.), Average velocity = 1.737(Ft/s) Channel flow top width = 30.980(Ft.) Flow Velocity = 1.74(Ft/s) Travel time = 3.36 min. Time of concentration = 16.12 min. Critical depth = 0.113(Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 2.353(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 4.941(CFS) for 6.000(Ac.) Total runoff = 5.802(CFS) Total area = 6.90(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 16.12 min. Rainfall intensity = 2.353(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.894(CFS) for, 2.300(Ac.) Total runoff = 7.696(CFS) Total area = 9.20(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 310.000(Ft.) Downstream point/station elevation = 280.000(Ft.) Pipe length = 670.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 7.696(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.696(CFS) Normal flow depth in pipe = 7.00(In.) Flow top width inside pipe = 21.82(In.) Critical Depth = 11.83(In.) Pipe flow velocity = 10.09(Ft/s) Travel time through pipe = 1.11 min. Time of concentration (TC) = 17.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 17.23 min. Rainfall intensity = 2.254(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.262(CFS) for 1.600(Ac.) Total runoff = 8.959(CFS) Total area = 10.80(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change(Ft.))]'.385 *60(min/hr) + 10 min. Initial subarea flow distance = 105.000(Ft.) Highest elevation = 330.900 (Ft.) Lowest elevation = 326.000(Ft.) Elevation difference = 4. 900(Ft.) TC=[(11.9*0 . 0199*3)/( 4.90)]*.385= 0.91 + 10 min. = 10.91 min. Rainfall intensity (I) = 3.026(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.032(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 326.000(Ft.) Downstream point elevation = 280.000(Ft.) Channel length thru subarea = 406.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 100.000 Slope or 'Z' of right channel bank = 100.000 Estimated mean flow rate at midpoint of channel = 0.297(CFS) Manning's 'N' =0.03 0 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.297(CFS) Depth of flow = 0.021(Ft.), Average velocity = 1.149(Ft/s) Channel flow top width = 14.255(Ft.) Flow Velocity = 1.15(Ft/s) Travel time = 5.89 min. Time of concentration = 16.80 min. Critical depth = 0.027(Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 2.291(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.401(CFS) for 0.500(Ac.) Total runoff = 0.433(CFS) Total area = 0.53(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 280.000(Ft.) Downstream point elevation = 258.500(Ft.) Channel length thru subarea = 3 6 7.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = 0.963(CFS) Manning's 'N' =0.03 0 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.963(CFS) Depth of flow = 0.254(Ft.), Average velocity = 2.989(Ft/s) Channel flow top width = 2.539(Ft.) Flow Velocity = 2.99(Ft/s) Travel time = 2.05 min. Time of concentration = 18.85 min. Critical depth = 0.297(Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 2.127(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.968(CFS) for 1.300(Ac.) Total runoff = 1.400(CFS) Total area = 1.83(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) + 10 min. Initial subarea flow distance = 192.000(Ft.) Highest elevation = 334.800(Ft.) Lowest elevation = 330.100(Ft.) Elevation difference = 4.700(Ft.) TC=[(11.9*0.0364*3)/( 4.70)]*.385= 1.87 + 10 min. = 11.87 min. Rainfall intensity (I) = 2.867(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.602(CFS) Total initial stream area = 0.600(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 330.100(Ft.) Downstream point elevation = 270. 000(Ft.) Channel length thru subarea = 487.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = 3.261 (CFS) Manning's 'N' =0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.261(CFS) Depth of flow = 0.088(Ft.), Average velocity = 3.141(Ft/s) Channel flow top width = 13.530(Ft.) Flow Velocity = 3.14(Ft/s) Travel time = 2.58 min. Time of concentration = 14.45 min. Critical depth = 0.135(Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 2.525(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,0=KCIA, C = 0.350 Subarea runoff = 4.683(CFS) for 5.300(Ac.) Total runoff = 5.285(CFS) Total area = 5.90(Ac.) End of computations, total study area = 18.530 (Ac.) jA EXISTING 100-YEAR HYDROLOGY San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2003 Version 6.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 12/07/04 ********* Hydrology Study Control Information ********** K&S Engineering, San Diego, CA - S/N 868 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used English (in) rainfall data used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 Adjusted 6 hour precipitation (inches) = 2.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used Runoff coefficients by rational method +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) + 10 min. Initial subarea flow distance = 315.000(Ft.) Highest elevation = 332.600(Ft.) Lowest elevation = 325.100(Ft.) Elevation difference = 7.500(Ft.) TC=[(11.9*0.0597*3)/( 7.50)]*.385= 2.76 + 10 min. = 12.76 min. Rainfall intensity (I) = 3.599(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.134(CFS) Total initial stream area = 0.900(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 325.100(Ft.) Downstream point elevation = 310.000(Ft.) Channel length thru subarea = 350.000(Ft.) Channel base width = 10.000 (Ft.) Slope or 'Z' of left channel bank = 100.000 Slope or 'Z' of right channel bank = 100.000 Estimated mean flow rate at midpoint of channel = 4.913(CFS) Manning's 'N' =0.03 0 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 4.913(CFS) Depth of flow = 0.120(Ft.), Average velocity = 1.869(Ft/s) Channel flow top width = 33. 929(Ft.) Flow Velocity = 1.87(Ft/s) Travel time = 3.12 min. Time of concentration = 15.88 min. Critical depth = 0.131(Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 3.125(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 6.564(CFS) for 6.000(Ac.) Total runoff = 7.697(CFS) Total area = 6.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.3 50 given for subarea Time of concentration = 15.88 min. Rainfall intensity = 3.125(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 2.516(CFS) for 2.300(Ac.) Total runoff = 10.213(CFS) Total area = 9.20(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 310.000(Ft.) Downstream point/station elevation = 280.000(Ft.) Pipe length = 670.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 10.213(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.213(CFS) Normal flow depth in pipe = 8.11(In.) Flow top width inside pipe = 22.70(In.) Critical Depth = 13.73(In.) Pipe flow velocity = 10.93(Ft/s) Travel time through pipe = 1.02 min. Time of concentration (TC) = 16.90 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 16.90 min. Rainfall intensity = 3.002(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.681(CFS) for 1.600(Ac.) Total runoff = 11.895(CFS) Total area = 10.80(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length{Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) + 10 min. Initial subarea flow distance = 105.000(Ft.) Highest elevation = 330.900(Ft.) Lowest elevation = 326.000(Ft.) Elevation difference = 4.900(Ft.) TC=[(11.9*0 .0199*3)/( 4.90)1*.385= 0.91 + 10 min. = 10.91 min. Rainfall intensity (I) = 3.981(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.042(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 326.000(Ft.) Downstream point elevation = 280.000(Ft.) Channel length thru subarea = 406.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 100.000 Slope or 'Z' of right channel bank = 100.000 Estimated mean flow rate at midpoint of channel = 0.390(CFS) Manning's 'N' =0.030 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.390(CFS) Depth of flow = 0.025(Ft.), Average velocity = 1.258(Ft/s) Channel flow top width = 14.969(Ft.) Flow Velocity = 1.26(Ft/s) Travel time = "5.38 min. Time of concentration = 16.29 min. Critical depth = 0.032(Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 3.074(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.538(CFS) for 0.500(Ac.) Total runoff = 0.580(CFS) Total area = 0.53(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 280.000(Ft.) Downstream point elevation = 258.500(Ft.) Channel length thru subarea = 367.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = 1.291(CFS) Manning's 'N' =0.03 0 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.291(CFS) Depth of flow = 0.283(Ft.), Average velocity = 3.216(Ft/s) Channel flow top width = 2.83 3(Ft.) Flow Velocity = 3.22(Ft/s) Travel time = 1.90 min. Time of concentration = 18.20 min. Critical depth = 0.334 (Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 2.863(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.303(CFS) for 1.300(Ac.) Total runoff = 1.882 (CFS) Total area = 1.83(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) + 10 min. Initial subarea flow distance = 192.000(Ft.) Highest elevation = 334. 800(Ft.) Lowest elevation = 330.100(Ft.) Elevation difference = 4.700(Ft.) TC=[(11.9*0.0364*3)/( 4.70)]*.385= 1.87 + 10 min. = 11.87 min. Rainfall intensity (I) = 3.772(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.792(CFS) Total initial stream area = 0.600(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 330.100(Ft.) Downstream point elevation = 270.000(Ft.) Channel length thru subarea = 487.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = 4.291(CFS) Manning's 'N' =0.03 0 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 4.291(CFS) Depth of flow = 0.103(Ft.), Average velocity = 3.445(Ft/s) Channel flow top width = 14.129(Ft.) Flow Velocity = 3.45(Ft/s) Travel time = 2.36 min. Time of concentration = 14.22 min. Critical depth = 0.160(Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 3.356(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 6.226(CFS) for 5.300(Ac.) Total runoff = 7.018(CFS) Total area = 5.90(Ac.) End of computations, total study area = 18.530 (Ac.) PROPOSED 10-YEAR HYDROLOGY San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2003 Version 6.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 12/07/04 ********* Hydrology Study Control Information ********** K&S Engineering, San Diego, CA - S/N 868 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used English (in) rainfall data used Map data precipitation entered: 6 hour, precipitation(inches) = 1.900 24 hour precipitation(inches) = 3.200 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 59.4% San Diego hydrology manual 'C values used Runoff coefficients by rational method +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) + 10 min. Initial subarea flow distance = 157.000 (Ft.) Highest elevation = 334.200(Ft.) Lowest elevation = 328.000(Ft.) Elevation difference = 6.200(Ft.) TC=[(11.9*0.0297*3)/{ 6.20)]*.385= 1.33 + 10 min. = 11.33 min. Rainfall intensity (I) = 2.954(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.517(CFS) Total initial stream area = 0.500(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 2.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 323.900(Ft.) Downstream point elevation = 323.500(Ft.) Channel length thru subarea = 65.000(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 67.000 Slope or 'Z' of right channel bank = 67.000 Estimated mean flow rate at midpoint of channel = 0.724(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 0.724(CFS) Depth of flow = 0.082(Ft.), Average velocity = 1.048(Ft/s) Channel flow top width = 13.928(Ft.) Flow Velocity = 1.05(Ft/s) Travel time = 1.03 min. Time of concentration = 12.36 min. Critical depth = 0.074 (Ft.) Adding area flow to channel 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 [COMMERCIAL area type ] Rainfall intensity = 2.792(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.949(CFS) for 0.400(Ac.) Total runoff = 1.466(CFS) Total area = 0.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.700(Ft.) Downstream point/station elevation = 319.940(Ft.) Pipe length = 95.12(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.466(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.466(CFS) Normal flow depth in pipe = 6.46(In.) Flow top width inside pipe = 9.57(In.)' Critical Depth = 6.51(In.) Pipe flow velocity = 3.94(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 12.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 12.77 min. Rainfall intensity = 2.735(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.697(CFS) for 0.300(Ac.) Total runoff = 2.164(CFS) Total area = 1.20(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.3 50 given for subarea Time of concentration = 12.77 min. Rainfall intensity = 2.735(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.766(CFS) for 0.800(Ac.) Total runoff = 2.929(CFS) Total area = 2.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 319.940(Ft.) Downstream point/station elevation = 318.230(Ft.) Pipe length = 142.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.929(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.929(CFS) Normal flow depth in pipe = 7.75(In.) Flow top width inside pipe = 11.48(In.) Critical Depth = 8. 80 (In.) Pipe flow velocity = 5.46(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 13.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.20 min. Rainfall intensity = 2.677(In/Hr) for a ' 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.683(CFS) for 0.300(Ac.) Total runoff = 3.612(CFS) Total area = 2.30(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 13.20 min. Rainfall intensity = 2.677(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.686(CFS) for 1.800(Ac.) Total runoff = 5.298(CFS) Total area = 4.10(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++H Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 318.230(Ft.) Downstream point/station elevation = 316.750(Ft.) Pipe length = 123.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.298(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 5.298(CFS) Normal flow depth in pipe = 9.69(In.) Flow top width inside pipe = 14.35(In.) Critical Depth = 11.19 (In.) Pipe flow velocity = 6.32(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 13.53 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.53 min. Rainfall intensity = 2.635(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.672(CFS) for 0.300(Ac.) Total runoff = 5.970(CFS) Total area = 4.40(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 13.53 min. Rainfall intensity = 2.635(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.369(CFS) for 0.400(Ac.) Total runoff = 6.339(CFS) Total area = 4.80(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 316. 750 (Ft.) Downstream point/station elevation = 316.000(Ft.) Pipe length = 44.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.339(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 6.339(CFS) Normal flow depth in pipe = 9.74(In.) Flow top width inside pipe = 14.32(In.) Critical Depth = 12.19(In.) Pipe flow velocity = 7.52(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 13.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.62 min. Rainfall intensity = 2.622 (In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.446(CFS) for 0.200(Ac.) Total runoff = 6.785(CFS) Total area = 5.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.000(Ac.) Runoff from this stream = 6.785(CFS) Time of concentration = 13.62 min. Rainfall intensity = 2.622(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 277.000(Ft.) Highest elevation = 326.300(Ft.) Lowest elevation = 323.3 00(Ft.) Elevation difference = 3.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.29 min. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC'= [1.8*(1.1-0.8500)*( 277 .000*.5)/( 1. 083* (1/3)]=' 7.29 Rainfall intensity (I) = 3.924(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 2.335(CFS) Total initial stream area = 0.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.300(Ft.) Downstream point/station elevation = 316.000(Ft.) Pipe length = 94.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Rec[uired pipe flow = 2.335 (CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 2.335(CFS) Normal flow depth in pipe = 5.95(In.) Flow top width inside pipe = 6.98(In.) Critical depth could not be calculated. Pipe flow velocity = 8.38(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 7.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 2.335(CFS) Time of concentration = 7.4 8 min. Rainfall intensity = 3.861(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax(1) Qmax(2) 6.785 2.335 1.000 * 0.679 * 1.000 * 1.000 * 13 .62 7.48 1.000 1.000 0.549 1.000 2.622 3 . 861 6.785) 2.335) 6.785) + 2.335) + 8.371 6.060 Total of 2 streams to confluence: Flow rates before confluence point: 6.785 2.335 Maximum flow rates at confluence using above data: 8.371 6.060 Area of streams before confluence: 5.000 0.700 Results of confluence: Total flow rate = 8.371(CFS) Time of concentration = 13.624 min. Effective stream area after confluence = 5.700(Ac. ++++++^+++++++++++++++++++++++++++++++++++++++++++++++++'++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 316.000(Ft.) Downstream point/station elevation = 315.000(Ft.) Pipe length = 92.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.371(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.371(CFS) Normal flow depth in pipe = 11.80(In.) Flow top width inside pipe = 17.11(In.) Critical Depth = 13.44(In.) Pipe flow velocity = 6.82(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 13.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.85 min. Rainfall intensity = 2.595(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.441(CFS) for 0.200(Ac.) Total runoff = 8.812(CFS) Total area = 5.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (User Specified size) Upstream point/station elevation = 315.000(Ft.) Downstream point/station elevation = 313.370(Ft.) Pipe length = 47.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.812(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.812(CFS) Normal flow depth in pipe = 8.51(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 13.80(In.) Pipe flow velocity = 10.72(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 13.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 13.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 313.370(Ft.) Downstream point/station elevation = 312.230(Ft.) Pipe length = 135.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.812(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.812(CFS) Normal flcSw depth in pipe = 13.52 (In.) Flow top width inside pipe = 15.56(In.) Critical Depth = 13.80(In.) Pipe flow velocity = 6.19(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 14.29 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 13.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 14.29 min. Rainfall intensity = 2.543(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.649(CFS) for 0.300(Ac.) Total runoff = 9.460(CFS) Total area = 6.20(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 312.230(Ft.) Downstream point/station elevation = 299.000(Ft.) Pipe length = 51.50(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 9.460(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 4.730(CFS) Normal flow depth in pipe = 4.19(In.) Flow top width inside pipe = 11.44(In.) Critical Depth = 10.82(In.) Pipe flow velocity = 19.36(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 14.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.200(Ac.) Runoff from this stream = 9.460(CFS) Time of concentration = 14.33 min. Rainfall intensity = 2.538(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 80.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 50.000(Ft.) Highest elevation = 325.400(Ft.) Lowest elevation = 325.150(Ft.) Elevation difference = 0.250(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.01 min. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*( 50.000*.5)/( 0.500*(1/3)]= 4.01 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.298(CFS) Total initial stream area = 0.070(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 12.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 325.150(Ft.) Downstream point elevation = 323.850(Ft.) Channel length thru subarea = 257.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 67.000 Slope or 'Z' of right channel bank = 67.000 Estimated mean flow rate at midpoint of channel = 2.276(CFS) Manning's 'N' =0.02 0 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 2.276{CFS) Depth of flow = 0.179(Ft.), Average velocity = 1.058(Ft/s) Channel flow top width = 24.013(Ft.) Flow Velocity = 1.06(Ft/s) Travel time = 4.05 min. Time of concentration = 9.05 min. Critical depth = 0.148(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 3.415(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 2.699(CFS) for 0.930(Ac.) Total runoff = 2.997(CFS) Total area = 1.00(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.550(Ft.) Downstream point/station elevation = 318.300(Ft.) Pipe length = 48.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.997(CFS) Given pipe size = lO.OOdn.) Calculated individual pipe flow = 2.997(CFS) Normal flow depth in pipe = 5.78(In.) Flow top width inside pipe = 9.88(In.) Critical Depth = 9.01(In.) Pipe flow velocity = 9.19(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.14 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 318.300(Ft.) Downstream point/station elevation = 299.000(Ft.) Pipe length = 317.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 2.997(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 2.997(CFS) Normal flow depth in pipe = 4.05(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 7.24(In.) Pipe flow velocity = 8.55(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (TC) = 9.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 2.997(CFS) Time of concentration = 9.75 min. Rainfall intensity = 3.253(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.460 14.33 2.538 2 2.997 9.75 3.253 I I I I I I I I 1 I I I I I I I I e 1 Qmax(1) = 1.000 * 1.000 * 9.460) + 0.780 * 1.000 * 2.997) + = 11.799 Qmax(2) = 1.000 * 0.681 * 9.460) + 1.000 * 1.000 * 2.997) + = 9.436 Total of 2 streams to confluence: Flow rates before confluence point: 9.460 2.997 Maximum flow rates at confluence using above data: 11.799 9.436 Area of streams before confluence: 6.200 1.000 Results of confluence: Total flow rate = 11.799(CFS) Time of concentration = 14.331 min. Effective stream area after confluence = 7.200(Acl +++++++++++++++++++,(-++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 70.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentratiorf = 14.33 min. Rainfall intensity = 2.538(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.421(CFS) for 1.600(Ac.) Total runoff = 13.220 (CFS) Total area = 8.80(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 14.33 min. Rainfall intensity = 2.538(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.726(CFS) for 0.800(Ac.) Total runoff = 14.946(CFS) Total area = 9.60(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.000(Ft.) Downstream point/station elevation = 277.000(Ft.) Pipe length = 548.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 14.946(CFS) Given pipe size = 24. 00(In.) Calculated individual pipe flow = 14.946(CFS) Normal flow depth in pipe = 10.27(In.) Flow top width inside pipe = 23.75(In.) Critical Depth = 16.71 (In.) Pipe flow velocity = 11.65(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 15.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 15.12 min. Rainfall intensity = 2.452(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.373(CFS) for 1.600(Ac.) Total runoff = 16.319(CFS) Total area = 11.20(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 50.000(Ft.) Highest elevation = 325^450(Ft.) Lowest elevation = 324.840(Ft.) Elevation difference = 0.610(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.98 min. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8* (1.1-0.8500)* ( 50.000*.5)/( 1.220*(1/3)]= 2.98 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.085(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 324.840(Ft.) End of street segment elevation = 323.220(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0250 Estimated mean flow rate at midpoint of street = 0.090(CFS) Depth of flow = 0.102(Ft.), Average velocity = 1.439(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.44(Ft/s) Travel time = 1.51 min. TC = 6.51 m: Adding area flow to street 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 [COMMERCIAL area type ] Rainfall intensity = 4.224(In/Hr) for a Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.395(CFS) for 0.110(Ac.) Total runoff = 0.480(CFS) Total area = 0.13(Ac.) Street flow at end of street = 0.480(CFS) Half street flow at end of street = 0.480(CFS) Depth of flow = 0.209(Ft.), Average velocity = 1.212(Ft/s) Flow width (from curb towards crown)= 5.698(Ft.) 10.0 year storm +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.130(Ac.) Runoff from this stream = ' 0.480(CFS) Time of concentration = 6.51 min. Rainfall intensity = 4.224(In/Hr) ++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 50.000(Ft.) Highest elevation = 327.050(Ft.) Lowest elevation = 326.500(Ft.) Elevation difference = 0.550(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.08 min. TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.8500) *( 50.000*.5)/( 1.100*{l/3)] Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.006(In/Hr) for a Effective runoff coefficient used for area {Q=KCIA) Subarea runoff = 0.085(CFS) Total initial stream area = 0.020(Ac.) 3.08 10.0 year storm is C = 0.850 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 40.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 326.500(Ft.) Downstream point elevation = 323. 720 (Ft.) Channel length thru subarea = 472.000(Ft.) Channel base width = 0.000(Ft.) 1 I I 1 I I I 1 i f 1 i I I I I I t I I Slope or 'Z' of left channel bank = 66.000 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = 1.362(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 1.362(CFS) Depth of flow = 0.182(Ft.), Average velocity = 1.154(Ft/s) Channel flow top width = 12. 945(Ft.) Flow Velocity = 1.15(Ft/s) Travel time = 6.82 min. Time of concentration = 11.82 min. Critical depth = 0.156(Ft.) Adding area flow to channel 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 [COMMERCIAL area type ] Rainfall intensity = 2.874(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.466(CFS) for 0.600(Ac.) Total runoff = 1.551(CFS), Total area = 0.62(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.620(Ac.) Runoff from this stream = 1.551(CFS) Time of concentration = 11.82 min. Rainfall intensity = 2.874(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.480 6.51 4.224 2 1.551 11.82 2.874 Qmax(1) Qmax(2) 1.000 * 1.000 * 0.480) + 1.000 * 0.551 * 1.551) + = 1.334 0.680 * 1.000 * 0.480) + 1.000 * 1.000 * 1.551) + = 1.878 Total of 2 streams to confluence: Flow rates before confluence point: 0.480 1.551 Maximum flow rates at confluence using above data: 1.334 1.878 Area of streams before confluence: 0.130 0.620 Results of confluence: Total flow rate = 1.878(CFS) Time of concentration = 11.818 min. Effective stream area after confluence = 0.750(Aci ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 100.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 323.220(Ft.) End of street segment elevation = 316.000(Ft.) Length of street segment = 206.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 24.000(Ft.) Distance from crown to crossfall grade break = 22. Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.015 Street flow is on [1] side(s) of the street 500(Ft.) .500(Ft 0 . 020 .) 0.0200 0.0200 1.965(CFS) 2.625(Ft/s) TC = 13 .13 Distance from curb to property line Slope from curb to property line (v/hz) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown Estimated mean flow rate at midpoint of street = Depth of flow = 0.244(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 9.465 (Ft..) Flow velocity = 2.62(Ft/s) Travel time = 1.31 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type Rainfall intensity = 2.686(In/Hr) Runoff coefficient used for sub-area, Rational method,Q=KCIA, Subarea runoff = 0.160(CFS) for 0.070(Ac.) Total runoff = 2.038 (CFS) Total area = 0.82 (Ac] Street flow at end of street = 2.038(CFS) Half street flow at end of street = 2.038(CFS) Depth of flow = 0.247(Ft.), Average velocity = 2.645(Ft/s) Flow width (from curb towards crown)= 9.615(Ft.) 000 000 000 000 ] for a 10. 0 year storm C = 0.850 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 304.060(Ft.) Downstream point/station elevation = 301.320(Ft.) Pipe length = 137.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.038(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.038(CFS) Normal flow depth in pipe = 4.51(In.) Flow top width inside pipe = 15.60(In.) Critical Depth = 6.45(In.) Pipe flow velocity = 5. 89(Ft/s) Travel time through pipe = 0.3 9 min. Time of concentration (TC) = 13.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 31.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.51 min. Rainfall intensity = 2.636(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.224(CFS) for 0.100(Ac.) Total runoff = 2.262 (CFS) Total area = 0.92 (Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 303.800(Ft.) Downstream point/station elevation = 303.400(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.262(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.262(CFS) Normal flow depth in pipe = 5.74(In.) Flow top width inside pipe = 16.78(In.) Critical Depth = 6.82(In.) Pipe flow velocity = 4.66(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 13.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.66 min. Rainfall intensity = 2.617(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.667(CFS) for 0.300(Ac.) Total runoff = 2.929(CFS) Total area = 1.22(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.66 min. Rainfall intensity = 2.617(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 2.002(CFS) for 0.900(Ac.) Total runoff = 4.931 (CFS) Total area = 2.12 (Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 303.400(Ft.) Downstream point/station elevation = 298. 000(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.931(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.931(CFS) Normal flow depth in pipe = 4.01(In.) Flow top width inside pipe = 14.98(In.) Critical Depth = 10.25(In.) Pipe flow velocity = 16.81(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 294.000(Ft.) Downstream point/station elevation = 287.000(Ft.) Pipe length = 147.56(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.931(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.931(CFS) Normal flow depth in pipe = 5.68(In.) ' Flow top width inside pipe = 16.73(In.) Critical Depth = 10.25(In.) Pipe flow velocity = 10.33(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 13.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 281.850(Ft.) Downstream point/station elevation = 281.390(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.931(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.931(CFS) Normal flow depth in pipe = 7.22(In.) Flow top width inside pipe = 17.65(In.) Critical Depth = 10.25(In.) Pipe flow velocity = 7.44(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 60.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 13.99 min. Rainfall intensity = 2.579(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 2. 617 (CFS) for 2. 900 (Ac) Total runoff = 7.549(CFS) Total area = 5.02(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 34.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Note: user entry of impervious value, Ap = 0.900 Initial subarea flow distance = 90.000(Ft.) Highest elevation = 309.000(Ft.) Lowest elevation = 303.000(Ft.) Elevation difference = 6.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.30 min. TC = [1.8*{l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.9563)*( 90.000*.5)/( 6.667*(1/3)]= 1.30 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (0?=KCIA) is C = 0.956 Subarea runoff = 0.335(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++•?++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 34.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 5.00 min. Rainfall intensity = 5.006(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.277(CFS) for 0.300(Ac.) Total runoff = 1.612(CFS) Total area = 0.37(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 303.000(Ft.) End of street segment elevation = 266.000(Ft.) Length of street segment = 664.000 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 2.918(CFS) Depth of flow = 0.263 (Ft.), Average velocity = 3.743(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.417(Ft.) Flow velocity = 3.74(Ft/s) Travel time = 2.96 min. TC = 7.96 min. Adding area flow to street 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 [COMMERCIAL area type 1 Note: user entry of impervious value, Ap = 0.900 Rainfall intensity = 3.710(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.956 Subarea runoff = 2.129 (CFS) for 0.600 (Ac) Total runoff = 3.740(CFS) Total area = 0.97(Ac.) Street flow at end of street = 3.740(CFS) Half street flow at end of street = 3.740(CFS) Depth of flow = 0.282(Ft.), Average velocity = 3.949(Ft/s) Flow width (from curb towards crown)= 9.358(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 261.100(Ft.) ' Downstream point/station elevation = 260.820(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.740(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.740(CFS) Normal flow depth in pipe = 8.20(In.) Flow top width inside pipe = 17.93(In.) Critical Depth = 8.87(In.) Pipe flow velocity = 4.77(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 8.10 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 3.74 0 (CFS) Time of concentration = 8.10 min. Rainfall intensity = 3.668(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 38.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type 1 Initial subarea flow distance = 90.000(Ft.) Highest elevation = 308.000(Ft.) Lowest elevation = 304.000(Ft.) Elevation difference = 4.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.60 min. TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.8500) *( 90.000*.5)/( 4.444*(1/3)]= 2.60 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.006(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.298(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 36.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 304.000(Ft.) End of street segment elevation = 266.000(Ft.) Length of street segment = 622.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.), Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Disfance from curb to property line = 10.000(Ft.) ' Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 0.387(CFS) Depth of flow = 0.124(Ft.), Average velocity = 4.189(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 4.19(Ft/s) Travel time = 2.47 min. TC = 7.47 min. Adding area flow to street 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 [COMMERCIAL area type ] Note: user entry of impervious value, Ap = 0.900 Rainfall intensity = 3.862(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.956 Subarea runoff = 2.216 (CFS) for 0.600 (Ac) Total runoff = 2.514 (CFS) Total area = 0.67 (Ac) Street flow at end of street = 2.514(CFS) Half street flow at end of street = 2.514(CFS) Depth of flow = 0.250(Ft.), Average velocity = 3.761(Ft/s) Flow width (from curb towards crown)= 7. 727(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.670(Ac.) Runoff from this stream = 2.514(CFS) Time of concentration = 7.47 min. Rainfall intensity = 3.862(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.740 8.10 3.668 2 2.514 7.47 3.862 Qmax(1) Qmax(2) 1.000 * 1.000 * 3.740) + 0.950 * 1.000 * 2.514) + = 6.128 1.000 * 0.923 * 3.740) + 1.000 * 1.000 * 2.514) + = 5.967 Total of 2 streams to confluence: Flow rates before confluence point: 3.740 2.514 Maximum flow rates at confluence using above data: . 6.128 5.967 Area of streams before confluence: 0.970 0.670 Results of confluence: Total flow rate = 6.128(CFS) Time of'concentration = 8.096 min. Effective stream area after confluence = 1.640(Acl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 260.820(Ft.) Downstream point/station elevation = 259.300(Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.128(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.128(CFS) Normal flow depth in pipe = 7.13(In.) Flow top width inside pipe = 17.61(In.) Critical Depth = 11.47(In.) Pipe flow velocity = 9.40(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 8.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.3 50 given for subarea Time of concentration = 8.18 min. Rainfall intensity = 3.643(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.893(CFS) for 0.700(Ac.) Total runoff = 7.020(CFS) Total area = 2.34(Ac.) End of computations, total study area = 18.560 (Ac) PROPOSED 50-YEAR HYDROLOGY San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2003 Version 6.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 12/07/04 ********* Hydrology Study Control Information ********** K&S Engineering, San Diego, CA - S/N 868 Rational hydrology study storm event year is 50.0 English (in-lb) input data Units used English (in) rainfall data used Map data precipitation entered: 6 hour, precipitation(inches) = 2.200 24 hour precipitation(inches) = 4.100 Adjusted 6 hour precipitation (inches) = 2.200 P6/P24 = 53.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) + 10 min. Initial subarea flow distance = 157.000(Ft.) Highest elevation = 334.200(Ft.) Lowest elevation = 328.000(Ft.) Elevation difference = 6.200(Ft.) TC=[(11.9*0.0297*3)/( 6.20)]*.385= 1.33 + 10 min. = 11.33 min. Rainfall intensity (I) = 3.420(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.598(CFS) Total initial stream area = 0.500 (Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 2.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 323.900(Ft.) Downstream point elevation = 323.500(Ft.) Channel length thru subarea = 65.000(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 67.000 Slope or 'Z' of right channel bank = 67.000 Estimated mean flow rate at midpoint of channel = 0.838(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 0.838(CFS) Depth of flow = 0.087(Ft.), Average velocity = 1.089(Ft/s) Channel flow top width = 14.671(Ft.) Flow Velocity = 1.09 (Ft/s) Travel time = 0.99 min. Time of concentration = 12.32 min. Critical depth = 0.080(Ft.) Adding area flow to channel 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 [COMMERCIAL area type ] Rainfall intensity = 3.239(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.101(CFS) for 0.400(Ac.) Total runoff = 1.700(CFS) Total area = 0.90(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.700(Ft.) Downstream point/station elevation = 319.940(Ft.) Pipe length = 95.12(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.700(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.700(CFS) Normal flow depth in pipe = 7.20(In.) Flow top width inside pipe = 8.98 (In.) Critical Depth = 7.02(In.) Pipe flow velocity = 4.04(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 12.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 12.72 min. Rainfall intensity = 3.174(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.809(CFS) for 0.300(Ac.) Total runoff = 2.509 (CFS) Total area = 1.20 (Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 12.72 min. Rainfall intensity = 3.174(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.889(CFS) for 0.800(Ac.) Total runoff = 3.398 (CFS) Total area = 2.00 (Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 319.940(Ft.) Downstream point/station elevation = 318.230(Ft.) Pipe length = 142.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.398(CFS) Given pipe size = 12.00 (In.) Calculated individual pipe flow = 3.398(CFS) Normal flow depth in pipe = 8.65(In.) Flow top width inside pipe = 10.77(In.) Critical Depth = 9.46(In.) Pipe flow velocity = 5.60(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 13.14 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type 1 Time of concentration = 13.14 min. Rainfall intensity = 3.108(In/Hr) fdr a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.793 (CFS) for 0.300 (Ac) Total runoff = 4.191(CFS) Total area = 2.30(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 13.14 min. Rainfall intensity = 3.108(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.958(CFS) for 1.800(Ac.) Total runoff = 6.149(CFS) Total area = 4.10(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 318.230(Ft.) Downstream point/station elevation = 316. 750(Ft.) Pipe length = 123.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.149(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 6.149(CFS) Normal flow depth in pipe = 10.82(In.) Flow top width inside pipe = 13.45(In.) Critical Depth = 12.01(In.) Pipe flow velocity = 6.49(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 13.46 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.46 min. Rainfall intensity = 3.061(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.780(CFS) for 0.300(Ac.) Total runoff = 6.929 (CFS) Total area = 4.40 (Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 13.46 min. Rainfall intensity = 3.061(In/Hr) for,a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.429 (CFS) for 0.400 (Ac) Total runoff = 7.358(CFS) Total area = 4.80(Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 316.750(Ft.) Downstream point/station elevation = 316.000(Ft.) Pipe length = 44.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.358(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 7.358(CFS) Normal flow depth in pipe = 10.89(In.) Flow top width inside pipe = 13.38(In.) Critical Depth = 12.97(In.) Pipe flow velocity = 7.72(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 13.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.55 min. Rainfall intensity = 3.047(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.518(CFS) for 0.200(Ac) Total runoff = 7.876 (CFS) Total area = 5.00 (Ac) ++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.000(Ac.) Runoff from this stream = 7.876(CFS) Time of concentration = 13.55 min. Rainfall intensity = 3.047(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 277.000(Ft.) Highest elevation = 326.300(Ft.) Lowest elevation = 323.300(Ft.) Elevation difference = 3.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.29 min. TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8* (1.1-0.8500) * ( 277.000*.5)/( 1. 083* (l/'3 ) ] = 7.29 Rainfall intensity (I) = 4.544(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 2.704(CFS) Total initial stream area = 0.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.300(Ft.) Downstream point/station elevation = 316.000(Ft.) Pipe length = 94.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.704(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 2.704(CFS) Normal flow depth in pipe = 8.00(In.) Flow top width inside pipe = 0.00(In.) Critical depth could not be calculated. Pipe flow velocity = 7.40(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 7.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 2.704(CFS) Time of concentration = 7.50 min. Rainfall intensity = 4.461(In/Hr) Summary of stream data: stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax(1) Qmax(2) 7 .876 2 . 704 1.000 * 0.683 * 1.000 * 1.000 * 13 . 55 7.50 1.000 * 1.000 * 0.554 * 1.000 * 3 .047 4 .461 7.876) + 2.704) + 7.876) 2.704) 9.722 7.065 Total of 2 streams to confluence: Flow rates before confluence point: 7.876 2.704 Maximum flow rates at confluence using above data: 9.722 7.065 Area of streams before confluence: 5.000 0.700 Results of confluence: Jotal flow rate = 9.722(CFS) Time of concentration = 13.553 min. Effective stream area after confluence = 5.700(Acl +4+++++++++++++++++++++++++++++++++++++++++++++++++*++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 316.000(Ft.) Downstream point/station elevation = 315.000(Ft.) Pipe length = 92.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.722(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.722(CFS) Normal flow depth in pipe = 13.22(In.) Flow top width inside pipe = 15.90(In.) Critical Depth = 14.44(In.) Pipe flow velocity = 6.99(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 13.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 6.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type Time of concentration Rainfall intensity = 1 50.0 year storm 13.77 mm. 3 . 015(In/Hr) for a Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff = 0.513 (CFS) for 0.200 (Ac) Total runoff = 10.235 (CFS) Total area = 5.90 (Ac) 0 . 850 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 315.000(Ft.) Downstream point/station elevation = 313.370(Ft.) Pipe length = 47.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.235(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.235(CFS) Normal flow depth in pipe = 9.28(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 14.78(In.) Pipe flow velocity = 11.13(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 13.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 13.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 313.370(Ft.) Downstream point/station elevation = 312.230(Ft.) Pipe length = 135.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.235(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.235(CFS) Normal flow depth in pipe = 18.00(In.) ' Flow top width inside pipe = 0.00(In.) Critical Depth = 14.78(In.) Pipe flow velocity = 5.46(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 14.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 13.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 14.26 min. Rainfall intensity = 2.949(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.752(CFS) for 0.300(Ac.) Total runoff = 10.987 (CFS) Total area = 6.20 (Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 312.230(Ft.) Downstream point/station elevation = 299.000(Ft.) Pipe length = 51.50(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 10.987(CFS) Given pipe size = 12. 00 (In.) Calculated individual pipe flow = 5.494(CFS) Normal flow depth in pipe = 4.54(In.) Flow top width inside pipe = 11.64(In.) Critical Depth = 11.26(In.) Pipe flow velocity = 20.18(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 14.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.200(Ac.) Runoff from this stream = 10.987(CFS) Time of concentration = 14.30 min. Rainfall intensity = 2.943(In/Hr) +++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 80.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 50.000(Ft.) Highest bevation = 325.400 (Ft.) Lowest elevation = 325.150(Ft.) Elevation difference = 0.250(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.01 min. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8* (1.1-0.8500)* ( 50.000*.5)/( 0.500*(1/3)]= 4.01 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.796(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.345(CFS) Total initial stream area = 0.070 (Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 80.000 to Point/Station 12.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 325.150(Ft.) Downstream point elevation = 323.850(Ft.) Channel length thru subarea = 257.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 67.000 Slope or 'Z' of right channel bank = 67.000 Estimated mean flow rate at midpoint of channel = 2.636(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 2.636(CFS) Depth of flow = 0.189(Ft.), Average velocity = 1.098(Ft/s) Channel flow top width = 25.370(Ft.) Flow Velocity = 1.10(Ft/s) Travel time = 3.90 min. Time of concentration = 8.90 min. Critical depth = 0.157(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 Rainfall intensity = 3.995(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 3.158(CFS) for 0.930(Ac.) Total runoff = 3.503 (CFS) Total area = 1.00 (Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.550(Ft.) Downstream point/station elevation = 318.300(Ft.) Pipe length = 48.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.503(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 3.503(CFS) Normal flow depth in pipe = 6.40(In.) Flow top width inside pipe = 9.60(In.) Critical Depth = 9.40(In.) Pipe flow velocity = 9.50(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.99 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 318.300(Ft.) Downstream point/station elevation = 299.000(Ft.) Pipe length = 317.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 3.503(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.503(CFS) Normal flow depth in pipe = 4.37(In.) Flow top width inside pipe = 18.53(In.) Critical Depth = 7.86(In.) Pipe flow velocity = 8.96(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 9.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 3.503(CFS) Time of concentration = 9.58 min. Rainfall intensity = 3.811(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.987 14.30 2.943 2 3.503 9.58 3.811 Qmax(1) Qmax(2) 1.000 * 1.000 * 10.987) + 0.772 * 1.000 * 3.503) + = 13.692 1.000 * 0.670 * 10.987) + 1.000 * 1.000 * 3.503) + = 10.862 Total of 2 streams to confluence: Flow rates before confluence point: 10.987 3.503 Maximum flow rates at confluence using above data: 13.692 10.862 Area of streams before confluence: 6.200 1.000 Results of confluence: Total flow rate = 13.692(CFS) Time of concentration = 14.299 min. Effective stream area after confluence = 7.200(Ac.) + + + + + ++++++ +++^,+++++ + + +++ + + + + ^- + +++ + + +++++ + + + + + + +++ + + + +++ + + + + + Process from Point/Station 70.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 14.30 min. Rainfall intensity = 2.943(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.648 (CFS) for 1.600 (Ac) Total runoff = 15.340(CFS) Total area = 8.80(Ac.) ^.+++++++++++++++++++++++++++++++++++++++++++++-t-+++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type 1 Time of concentration = 14.30 min. Rainfall intensity = 2.943(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 2.001 (CFS) for 0.800 (Ac) Total runoff = 17.342 (CFS) Total area = 9.60 (Ac) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + +++ + + + Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.000(Ft.) Downstream point/station elevation = 277.000(Ft.) Pipe length = 548.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 17.342(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 17.342(CFS) Normal flow depth in pipe = 11.17(In.) Flow top width inside pipe = 23.94(In.) Critical Depth = 18.02(In.) Pipe flow velocity = 12.12(Ft/s) I I Travel time through pipe = 0.75 min. Time of concentration (TC) = 15.05 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 15.05 min. Rainfall intensity = 2.847(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.594 (CFS) for 1.600 (Ac) Total runoff = 18.936(CFS) Total area = 11.20(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type 1 Initial subarea flow distance = 50.000(Ft.) Highest elevation = ' 325.450(Ft.) Lowest elevation = 324.840(Ft.) Elevation difference = 0.610(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.98 min. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*( 50.000*.5)/( 1.220*(1/3)]= 2.98 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.796(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.099(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 324.840(Ft.) End of street segment elevation = 323.220(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0250 Estimated mean flow rate at midpoint of street = 0.104(CFS) Depth of flow = 0.108(Ft.), Average velocity = 1.492(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500 (Ft.) Flow velocity = 1.49(Ft/s) Travel time = 1.45 min. TC = 6.45 min. Adding area flow to street 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 [COMMERCIAL area type 1 Rainfall intensity = 4.918(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.460 (CFS) for 0.110 (Ac) Total runoff = 0.558(CFS) Total area = 0.13(Ac.) Street flow at end of street = 0.558(CFS) Half street flow at end of street = 0.558(CFS) Depth of flow = 0.218(Ft.), Average velocity = 1.245(Ft/s) Flow width (from curb towards crown)= 6.142(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.130 (Ac) Runoff from this stream'= 0.558(CFS) Time of concentration = 6.4 5 min. Rainfall intensity = 4.918(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type 1 Initial subarea flow distance = 50.000(Ft.) Highest elevation = 327.050(Ft.) Lowest elevation = 326.500(Ft.) Elevation difference = 0.550(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.08 min. TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*( 50.000*.5)/( 1.100*(1/3)]= 3.08 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.796(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0.850 Subarea runoff = 0.099(CFS) Total initial stream area = 0.020(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 40.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 326.500(Ft.) Downstream point elevation = 323.720(Ft.) Channel length thru subarea = 472.000(Ft. Channel base width = 0.000(Ft.) 1.577(CFS) 1.197(Ft/s) Slope or 'Z' of left channel bank = 66.000 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.020 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 1.577(CFS) Depth of flow = 0.193(Ft.), Average velocity = Channel flow top width = 13.677(Ft.) Flow Velocity = 1.20(Ft/s) Travel time = 6.57 min. Time of concentration = 11.57 min. Critical depth = 0.165(Ft.) Adding area flow to channel 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 [COMMERCIAL area type ] Rainfall intensity = 3.374(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff = 1.720(CFS) for 0.600(Ac.) Total runoff = 1.819J[CFS) Total area = 0.62 (Ac) 0 . 850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.620(Ac.) Runoff from this stream = 1.819(CFS) Time of concentration = 11.57 min. Rainfall intensity = 3.374(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 0.558 1.819 1.000 * 1.000 * 0.686 * 1.000 * 6 .45 11.57 1.000 * 0.558 * 1.000 * 1.000 * 4 . 918 3 .374 0.558) + 1.819) + 0.558) + 1.819) + 1.572 2 .202 Total of 2 streams to confluence: Flow rates before confluence point: 0.558 1.819 Maximum flow rates at confluence using above data: 1.572 2.202 Area of streams before confluence: 0.130 0.620 Results of confluence: Total flow rate = 2.202(CFS) Time of concentration = 11.573 min. Effective stream area after confluence = 0.750(Ac. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 100.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 0.020 0.0200 0.0200 Top of street segment elevation = 323.220(Ft.) End of street segment elevation = 316.000(Ft.) Length of street segment = 206.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 24.000(Ft.) Distance from crown to crossfall grade break = 22.500(Ft. Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.015 Street flow is on [1] side(s) of the street Distance from curb to property line = 5.500(Ft.) Slope from curb to property line (v/hz) = Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = Depth of flow = 0.255(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 10.WO(Ft.) Flow velocity = 2.72(Ft/s) Travel time = 1.26 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type Rainfall intensity = 3.155(In/Hr Runoff coefficient used for sub-area, Subarea runoff = 0.188(CFS) for Total runoff = 2.390(CFS) Street flow at end of street = 2.305(CFS) 2 . 718(Ft/s) TC = = 0.000 i 0.000 = 0.000 000 12.84 mm. = 1 1 for a 50 0 year storm C Rational method,Q=KCIA 0.070(Ac.) Total area = 0.82 (Ac) 2.390(CFS) 0 . 850 Half street flow at end of street = 2.390(CFS) Depth of flow = 0.257(Ft.), Average velocity = 2.740(Ft/s) Flow width (from curb towards crown)= 10.298(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 2.390(CFS) 390(CFS) Upstream point/station elevation = 304.060(Ft.) Downstream point/station elevation = 301.320(Ft.) Pipe length = 137.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 2 Normal flow depth in pipe = 4.88(In.) Flow top width inside pipe = 16.01(In.) Critical Depth = 7.02{In.) Pipe flow velocity = 6.17(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 13.21 min ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 100.000 to Point/Station 31.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type 1 Time of concentration = 13.21 min. Rainfall intensity = 3.098(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff = 0.263(CFS) for 0.100(Ac.) Total runoff = 2.653(CFS) Total area = 0.92(Ac.) 0.850 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 303.800(Ft.) Downstream point/station elevation = 303.400(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.653(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.653(CFS) Normal flow depth in pipe = 6,25(In.) Flow top width inside pipe = 17.14(In.) Critical Depth = 7.41(In.) Pipe flow velocity = 4.87(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 13'. 35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type Time of concentration = 13.35 min. Rainfall intensity = 3.076(In/Hr) Runoff coefficient used for sub-area, Subarea runoff = 0.784(CFS) for ] for a 50.0 year storm Rational method,Q=KCIA, C = 0.850 0.300(Ac.) Total runoff 3.438(CFS) Total area 1.22(Ac.; ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type Time of concentration = 13, ] .35 mm. Rainfall intensity = 3.076(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff = 2.353 (CFS) for 0.900 (Ac) Total runoff = 5.791 (CFS) Total area = 2.12 (Ac) 0.850 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 303.400(Ft.) Downstream point/station elevation = 2 98.000(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.791(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.791(CFS) Normal flow depth in pipe = 4.34(In.) Flow top width inside pipe = 15.40 (In.) Critical Depth = 11.15(In.) Pipe flow velocity = 17. 61(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.38 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 294. 000(Ft.) Downstream point/station elevation =, 287.000(Ft.) Pipe length = 147.56(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.791(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.791(CFS) Normal flow depth in pipe = 6.18(Irf.) Flow top width inside pipe = 17.09(In.) Critical Depth = 11.15(In.) Pipe flow velocity = 10. 80(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 13.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 281.850(Ft.) Downstream point/station elevation = 281.390(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.791(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.791(CFS) Normal flow depth in pipe = 7.90(In.) Flow top width inside pipe = 17.86(In.) Critical Depth = 11.15(In.) Pipe flow velocity = 7.76(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 60.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 13.66 min. Rainfall intensity = 3.032 (In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 3. 077 (CFS) for 2. 900 (Ac) Total runoff = 8.868(CFS) Total area = 5.02(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 34.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Note: user entry of impervious value, Ap = 0.900 Initial subarea flow distance = 90.000(Ft.) Highest elevation = 309.000(Ft.) Lowest elevation = 303.000(Ft.) Elevation difference = 6.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.30 min. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*{l/3)] TC = [1.8*(l.l-0.9563)*( 90.000*.5)/( 6 .667*(1/3)]= 1.30 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.796(In/Hr) for a 50.0 year storm Effective runoff coefficient used for ar;ea (Q=KCIA) is C = 0.956 Subarea runoff = 0.3 88(CFS) Total initial stream area = 0.070 (Ac) +++++++++++++++++++++++++++++++++++++++++*++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 34.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 5.00 min. Rainfall intensity = 5.796(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.478 (CFS) for 0.300 (Ac) Total runoff = 1.866(CFS) Total area = 0.37(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 303.000(Ft.) End of street segment elevation = 266.000(Ft.) Length of street segment = 664.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 3.379(CFS) Depth of flow = 0.274(Ft.), Average velocity = 3.863(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.964 (Ft.) Flow velocity = 3.86(Ft/s) Travel time = 2.86 min. TC = 7.86 min. Adding area flow to street 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 [COMMERCIAL area type ] Note: user entry of impervious value, Ap = 0.900 Rainfall intensity = 4.328(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.956 Subarea runoff = 2.483(CFS) for 0.600(Ac.) Total runoff = 4.349(CFS) Total area = 0.97(Ac.) Street flow at end of street = 4.349(CFS) Half street flow at end of street = 4.349(CFS) Depth of flow = 0.294(Ft.), Average velocity = 4.084(Ft/s) Flow width (from curb towards crown)= 9.969(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 261.100(Tt.) Downstream point/station elevation = 260.820(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.349(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.349(CFS) Normal flow depth in pipe = 8.94(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 9.60(In.) Pipe flow velocity = 4.96(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.00 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.970 (Ac) Runoff from this stream = 4.349(CFS) Time of concentration = 8.00 min. Rainfall intensity = 4.281(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 38.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type ] Initial subarea flow distance = 90.000(Ft.) Highest elevation = 308. 000(Ft.) Lowest elevation = 304.000(Ft.) Elevation difference = 4.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.60 min. TC = [1.8*{l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.8500)*{ 90.000*.5)/( 4.444*(1/3)]= 2.60 Setting time of concentration to 5 minutes Rainfall intensity (I) = 5.796(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.345(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 36.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 304.000(Ft.) End of street segment elevation = 266.000(Ft.) Length of street segment = 622.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.00a(Ft.) Distance from crown to crossfall grade break = . 18.500 (Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 10.000(Fe.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 0.448(CFS) Depth of flow = 0.150(Ft.), Average velocity = 3.068(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.737(Ft.) Flow velocity = 3.07(Ft/s) Travel time = 3.38 min. TC = 8.38 min. Adding area flow to street 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 [COMMERCIAL area type ] Note: user entry of impervious value, Ap = 0.900 Rainfall intensity = 4.155(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.956 Subarea runoff = 2.384(CFS) for 0.600(Ac.) Total runoff = 2.729(CFS) Total area = 0.67(Ac.) Street flow at end of street = 2.729(CFS) Half street flow at end of street = 2.729(CFS) Depth of flow = 0.255(Ft.), Average velocity = 3.826(Ft/s) Flow width (from curb towards crown)= 8.012(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.670 (Ac) Runoff from this stream = 2.729(CFS) Time of concentration = 8.38 min. Rainfall intensity = 4.155(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.349 8.00 4.281 2 2.729 8.38 4.155 Qmax(1) Qmax(2) 1.000 * 1.000 * 4.349) + 1.000 * 0.955 * 2.729) + = 6.954 0.971 * 1.000 * 4.349) + 1.000 * 1.000 * 2.729) + = 6.950 Total of 2 streams to confluence: Flow rates before confluence point: 4.349 2.729 Maximum flow rates at confluence using above data: 6.954 6.950 Area of streams before confluence: 0.970 0.670 Results of confluence: Total flow rate = 6.954(CFS) Tifhe of concentration = 7.999 min. ' Effective stream area after confluence = 1.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 260.820(Ft.) Downstream point/station elevation = 259.300(Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.954(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.954(CFS) Normal flow depth in pipe = 7.65(In.) Flow top width inside pipe = 17.80(In.) Critical Depth = 12.25(In.) Pipe flow velocity = 9.73(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.08 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 8.08 min. Rainfall intensity = 4.252(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.042(CFS) for 0.700(Ac.) Total runoff = 7.996(CFS) Total area = 2.34(Ac.) End of computations, total study area = 18.560 (Ac) S*S* PROPOSED ICQ-YEAR HYDROLOGY San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2003 Version 6.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 12/07/04 ********* Hydrology Study Control Information ********** K&S Engineering, San Diego, CA - S/N 86E Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used English (in) rainfall data used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 Adjusted 6 hour precipitation (inches) = 2.500 P6/P24 = 55.6% San Diego hydrology manual 'C values used Runoff coefficients by rational method +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 1.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) + 10 min. Initial subarea flow distance = 157.000(Ft.) Highest elevation = 334.200(Ft.) Lowest elevation = 328.000(Ft.) Elevation difference = 6.200(Ft.) TC=[(11.9*0.0297*3)/( 6.20)]*.385= 1.33 + 10 min. = 11.33 min. Rainfall intensity (I) = 3.886(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0.350 Subarea runoff = 0.680(CFS) Total initial stream area = 0.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 2.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 323.900(Ft.) Downstream point elevation = 323.500(Ft.) Channel length thru subarea = 65.000(Ft.) Channel base width = 3.000 (Ft.) Slope or 'Z' of left channel bank = 67.000 Slope or 'Z' of right channel bank = 67.000 Estimated mean flow rate at midpoint of channel = 0.952(CFS) Manning's 'N' =0.015 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 0.952(CFS) Depth of flow = 0.092(Ft.), Average velocity = 1.125(Ft/s) Channel flow top width = 15.355(Ft.) Flow Velocity = 1.13(Ft/s) Travel time = 0.96 min. Time of concentration = 12.29 min. Critical depth = 0.085(Ft.) Adding area flow to channel 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 [COMMERCIAL area type 1 Rainfall intensity = 3.687(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.254(CFS) for 0.400(Ac.) Total runoff = 1.934(CFS) Total area = 0.90(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.700(Ft.) Downstream point/station elevation = 319.940(Ft.) Pipe length = 95.12(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.934(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.934(CFS) Normal flow depth in pipe = 8.09(In.) Flow top width inside pipe = 7. 87 (In.') Critical Depth = 7.48(In.) Pipe flow velocity = 4.09(Ft/s) Travel time through pipe = 0.3 9 min. Time of concentration (TC) = 12.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type 1 Time of concentration = 12.68 min. Rainfall intensity = 3.614(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.922(CFS) for 0.300(Ac.) Total runoff = 2.855(CFS) Total area = 1.20(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 12.68 min. Rainfall intensity = 3.614(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.012(CFS) for 0.800(Ac.) Total runoff = 3.867(CFS) Total area = 2.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 319.940(Ft.) Downstream point/station elevation = 318.230(Ft.) Pipe length = 142.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.867(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.867(CFS) Normal flow depth in pipe = 9.73(In.) Flow top width inside pipe = 9.40(In.) Critical Depth = 10.02(In.) Pipe flow velocity = 5.67(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 13.10 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.10 min. Rainfall intensity = 3.539(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.903 (CFS) for 0.300 (Ac) Total runoff = 4.770(CFS) Total area = 2.30(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.3 50 given for subarea Time of concentration = 13.10 min. Rainfall intensity = 3.539(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 2.230(CFS) for 1.800(Ac.) Total runoff = 7.000(CFS) Total area = 4.10(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 318.230(Ft.) Downstream point/station elevation = 316.750(Ft.) Pipe length = 123.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.000(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 7.000(CFS) Normal flow depth in pipe = 12.16(In.) Flow top width inside pipe = 11.75(In.) Critical Depth = 12.71(In.) Pipe flow velocity = 6.57(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 13.41 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station **** SUBAREA FLOW ADDITION **** 4.000 to Point/Station 5 . 000 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 [COMMERCIAL area type ] Time of concentration = 13.41 min. Rainfall intensity = 3.486(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff = 0.889(CFS) for 0.300(Ac.) Total runoff = 7.889(CFS) Total area = 4.40(Ac.) 0.850 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 13.41 min. Rainfall intensity = 3.486(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff = 0.488(CFS) for 0.400(Ac.) Total runoff = 8.377(CFS) Total area = 4.80(Ac.) 0.350 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 316.750(Ft.) Downstream point/station elevation = 316.000(Ft.) Pipe length = 44.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.377(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 8.377(CFS) Normal flow depth in pipe = 12.26(In.) Flow top width inside pipe = 11.60(In.) Critical Depth = 13.58(In.) Pipe flow velocity = 7.80(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 13.51 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.51 min. Rainfall intensity = 3.470(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff = 0.590 (CFS) for 0.200 (Ac) Total runoff = 8.966(CFS) Total area = 5.00(Ac.) 0.850 ++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.000 (Ac) Runoff from this stream = 8.966(CFS) Time of concentration = 13.51 min. Rainfall intensity = 3.470(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type 1 Initial subarea flow distance = 277.000(Ft.) Highest elevation = 326.300(Ft.) Lowest elevation = 323.300(Ft.) Elevation difference = 3.000(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.29 min. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*( 277.000*.5)/( 1. 083* (1/3) ]'= 7.29 Rainfall intensity (I) = 5.163(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 3.072(CFS) Total initial stream area = 0.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 8.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.300(Ft.) Downstream point/station elevation = 316.000(Ft.) Pipe length = 94.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.072(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.578(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.074(Ft.) Minor friction loss = 1.804(Ft.) K-factor = 1.50 Pipe flow velocity = 8.80(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 7.47 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 3.072(CFS) Time of concentration = 7.47 min. Rainfall intensity = 5.084(In/Hr) Summary of stream data: stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmax(1) = Qmax{2) = 8.966 13.51 3.470 3.072 7.47 5.084 1.000 * 1.000 * 8.966) + 0.683 * 1.000 * 3.072) + = 11.063 1.000 * 0.553 * 8.966) + 1.000 * 1.000 * 3.072) + = 8.032 Total of 2 streams to confluence: Flow rates before confluence point: 8.966 3.072 Maximum flow rates at confluence using above data: 11.063 8.032 Area of streams before confluence: 5.000 0.700 Results of confluence: Total flow rate = 11.063(CFS) Time of concentration = 13.506 min. Effective stream area after confluence = 5.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 316.000(Ft.) Downstream point/station elevation = 315.000(Ft.) Pipe length = 92.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.063(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11.063(CFS) Normal flow depth in pipe = 14.95(In.) Flow top width inside pipe = 13.50(In.) Critical Depth = 15.29(In.) Pipe flow velocity = 7.05(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 13.72 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type 1 Time of concentration = 13.72 min. Rainfall intensity = 3.434(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.584(CFS) for 0.200(Ac.) Total runoff = 11.647 (CFS) Total area = 5.90 (Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 I I I I I I I I I I I I I I I I I I I **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 315.000(Ft.) Downstream point/station elevation = 313.370(Ft.) Pipe length = 47.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.647(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11.647(CFS) Normal flow depth in pipe = 10.04(In.) Flow top width inside pipe = 17.88(In.) Critical Depth = 15.60(In.) Pipe flow velocity = 11.48(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 13.79 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 13.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 313.370(Ft.) Downstream point/station elevation = 312.230(Ft.) Pipe length = 135.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.647(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The apprbximate hydraulic grade line above the pipe invert' is 1.532(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.660(Ft.) Minor friction loss = 1.012(Ft.) K-factor = 1.50 Pipe flow velocity = 6.59(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 14.13 min. +++++++++++++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 13.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type 1 Time of concentration = 14.13 min. Rainfall intensity = 3.370(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.859(CFS) for 0.300(Ac.) Total runoff = 12.507 (CFS) Total area = 6.20 (Ac) + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + +++ + ++ + +++ + + + + + + + + + + + + + + Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 312.230(Ft.) Downstream point/station elevation = 299.000(Ft.) Pipe length = 51.50(Ft.) Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 12.507(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 6.253(CFS) Normal flow depth in pipe = 4.87(In.) Flow top width inside pipe = 11.79(In.) Critical depth could not be calculated. Pipe flow velocity = 20.90(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 14.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.200 (Ac) Runoff from this stream = 12.507(CFS) Time of concentration = 14.18 min. Rainfall intensity = 3.363(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 80.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type 1 Initial subslrea flow distance = 50.000(Ft.) Highest elevation = 325.400(Ft.) Lowest elevation = 325.150(Ft.) Elevation difference = 0.250 (Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.01 min. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*( 50.000*.5)/( 0.500*(1/3)]= 4.01 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.392(CFS) Total initial stream area = 0.070(Ac.) + + + + + + + + + + + + + -^ + + + + + + + + + + + + + ^• + + + + + +++ + + + + + + + + + + + + + + + •*• +++ + +++ + + + + + + + + + + + Process from Point/Station 80.000 to Point/Station 12.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 325.150(Ft.) Downstream point elevation = 323.850(Ft.) Channel length thru subarea = 257.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 67.000 Slope or 'Z' of right channel bank = 67.000 Estimated mean flow rate at midpoint of channel = 2.995(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 0.500(Ft.) Flow{q) thru subarea = 2.995(CFS) Depth of flow = 0.199(Ft.), Average velocity = 1.133(Ft/s) Channel flow top width = 26.616(Ft.) Flow Velocity = 1.13(Ft/s) Travel time = 3.78 min. Time of concentration = 8.78 min. Critical depth = 0.166(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 I I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 4.581(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 3.621(CFS) for 0.930(Ac.) Total runoff = 4.013(CFS) Total area = 1.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.550(Ft.) Downstream point/station elevation = 318.300(Ft.) Pipe length = 48.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.013(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 4.013(CFS) Normal flow depth in pipe = 7.07(In.) Flow top width inside pipe = 9.11(In.) Critical depth could not be calculated. Pipe flow velocity = 9.74(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.86 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 318.300(Ft.) Downstream point/station elevation = 299.000(Ft.) Pipe length = 317.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 4.013(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.013(CFS) Normal flow depth in pipe = 4.68(In.) Flow top width inside pipe = 19.01(In.) Critical Depth = 8.42(In.) Pipe flow velocity = 9.32(Ft/s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 9.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000 (Ac) Runoff from this stream = 4.013(CFS) Time of concentration = 9.43 min. Rainfall intensity = 4.375(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.507 14.18 3.363 2 4.013 9.43 4.375 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 12.507) + 0.769 * 1.000 * 4.013) + = 15.592 1.000 * 0.665 * 12.507) + 1.000 * 1.000 * 4.013) + = 12.332 Total of 2 streams to confluence: Flow rates before confluence point: 12.507 4.013 Maximum flow rates at confluence using above data: 15.592 12.332 Area of streams before confluence: 6.200 1.000 Results of confluence: Total flow rate = 15.592(CFS) Time of concentration = 14.176 min. Effective stream area after confluence = 7.200(Ac. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.0fl0 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 14.18 min. Rainfall intensity'= 3.363(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.883(CFS) for 1.600(Ac.) Total runoff = 17.475 (CFS) Total area = 8.80 (Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type 1 Time of concentration = 14.18 min. Rainfall intensity = 3.363(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 2.287(CFS) for 0.800(Ac.) Total runoff = 19.762(CFS) Total area = 9.60(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.000(Ft.) Downstream point/station elevation = 277.000(Ft.) Pipe length = 548.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 19.762(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 19.762(CFS) Normal flow depth in pipe = 12.05(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 19.16(In.) Pipe flow velocity = 12.53(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 14.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 14.91 min. Rainfall intensity = 3.256(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.823(CFS) for 1.600(Ac.) Total runoff = 21.586 (CFS) Total area = 11.20 (Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type 1 Initial subarea flow distance = 50.000(Ft.) Highest elevation = 325.450(Ft.) Lowest elevation = 324.840(Ft.) Elevation difference = 0.610(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.98 min. TC = [1.8*(1.1-C)*distance{Ft.)*.5)/(% slope*(l/3)] TC = [1.8* (1.1-0.8500)*( 50.000*.5)/( 1.220*(1/3)]= 2.98 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 324.840(Ft.) End of street segment elevation = 323.220(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0250 Manning's N from grade break to crown = 0.0250 Estimated mean flow rate at midpoint of street = 0.118(CFS) Depth of flow = 0.113(Ft.), Average velocity = 1.541(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.54(Ft/s) Travel time = 1.41 min. TC = 6.41 min. Adding area flow to street 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 [COMMERCIAL area type ] Rainfall intensity = 5.614(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.525(CFS) for 0.110(Ac.) Total runoff = 0.637(CFS) Total area = 0.13(Ac.) Street flow at end of street = 0.637(CFS) Half street flow at end of street = 0.637(CFS) Depth of flow = 0.226(Ft.), Average velocity = 1.275(Ft/s) Flow width (from curb towards crown)= 6.543(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR,STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.130(Ac.) Runoff from this stream = 0.637(CFS) Time of concentration = ' 6.41 min. Rainfall intensity = 5.614(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** 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 [COMMERCIAL area type 1 Initial subarea flow distance = 50.000(Ft.) Highest elevation = 327.050(Ft.) Lowest elevation = 326.500(Ft.) Elevation difference = 0.550(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.08 min. TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.8500)* ( 50.000*.5)/( 1.100*(1/3)]= 3.08 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 40.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 326.500(Ft.) Downstream point elevation = 323.720(Ft.) Channel length thru subarea = 472.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 66.000 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = 1.792(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 1.792(CFS) Depth of flow = 0.202(Ft.), Average velocity = 1.236(Ft/s) Channel flow top width = 14.348(Ft.) Flow Velocity = 1.24(Ft/s) Travel time = 6.3 7 min. Time of concentration = 11.37 min. Critical depth = 0.174(Ft.) Adding area flow to channel 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 [COMMERCIAL area type ] Rainfall intensity = 3.878(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.978(CFS) for 0.600(Ac.) Total runoff = 2.090(CFS) Total area = 0.62(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.620(Ac.) Runoff from this stream = 2.090(CFS) Time of concentration = 11.37 min. Rainfall intensity = 3.878(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.637 6.41 5.614 2 2.090 11.37 3.878 Qmax(1) Qmax(2) = 1.000 * 1.000 * 0.637) + 1.000 * 0.564 * 2.090) + = 1.815 0.691 * 1.000 * 0.637) + 1.000 * 1.000 * 2.090) + = 2.530 Total of 2 streams to confluence: Flow rates before confluence point: 0.637 2.090 Maximum flow rates at confluence using above data: 1.815 2.530 Area of streams before confluence: 0.130 0.620 Results of confluence: Total flow rate = 2.530(CFS) Time of concentration = 11.366 min. Effective stream area after confluence = 0.750(Ac! +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 100.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 323.220(Ft.) End of street segment elevation = 316.000(Ft.) Length of street segment = 206.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 24.000(Ft.) Distance from crown to crossfall grade break = 22.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.015 Street flow is on [1] side(s) of the street Distance from curb to property line = 5.500 (Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 2.648(CFS) Depth of flow = 0.264(Ft.), Average velocity = 2.803(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10. 756 (.Ft.) Flow velocity = 2.80(Ft/s) Travel time = 1.22 min. TC = 12.59 min. Adding area flow to street 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 [COMMERCIAL area type ] Rainfall intensity = 3.631(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.216(CFS) for 0.070(Ac.) Total runoff = 2.746 (CFS) Total area = 0.82 (Ac) Street flow at end of street = 2.746(CFS) Half street flow at end of street = 2.746(CFS) Depth of flow = 0.266(Ft.), Average velocity = 2.826(Ft/s) Flow width (from curb towards crown)= 10.922(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 304.060(Ft.) Downstream point/station elevation = 301.320(Ft.) Pipe length = 13 7.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.746(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.746(CFS) Normal flow depth in pipe = 5.24(In.) Flow top width inside pipe = 16.36(In.) Critical Depth = 7.54(In.) Pipe flow velocity = 6.42(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 12.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 31.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 12.95 min. Rainfall intensity = 3.566(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.303(CFS) for 0.100(Ac.) Total runoff = 3.049(CFS) Total area = 0.92(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 303.800(Ft.) Downstream point/station elevation = 303.400(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.049(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.049(CFS) Normal flow depth in pipe = 6.73j(In.) Flow top width inside pipe = 17.42 (In.) Critical Depth = 7.97(ln.) Pipe flow velocity = 5.06(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 13.07 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.09 min. Rainfall intensity = 3.541(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 0.903(CFS) for 0.300(Ac.) Total runoff = 3.952 (CFS) Total area = 1.22 (Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** SUBAREA FLOW ADDITION **** 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 [COMMERCIAL area type ] Time of concentration = 13.09 min. Rainfall intensity = 3.541(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q=KCIA, C = 0.850 Subarea runoff = 2.709(CFS) for 0.900(Ac.) Total runoff = 6.661(CFS) Total area = 2.12(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 303.400(Ft.) Downstream point/station elevation = 298.000(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.661(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.661(CFS) Normal flow depth in pipe = 4.66(In.) Flow top width inside pipe = 15.77(In.) Critical Depth = 11.98(In.) Pipe flow velocity = 18.34(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.11 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 294.000(Ft.) Downstream point/station elevation = .287.000(Ft.) Pipe length = 147.56(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.661(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.661(CFS) Normal flow depth in pipe = 6.65(In.)' Flow top width inside pipe = 17.38(In.) Critical Depth = 11.98(In.) Pipe flow velocity = 11.22(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 13.3 3 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 281.850(Ft.) Downstream point/station elevation = 281.390(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.661(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.661(CFS) Normal flow depth in pipe = 8. 55(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 11.98(In.) Pipe flow velocity = 8.05 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.38 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 60.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 13.38 min. Rainfall intensity = 3.491(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 3.543(CFS) for 2.900(Ac.) Total runoff = 10.205(CFS) Total area = 5.02(Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 34.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [COMMERCIAL area type ] Note: user entry of impervious value, Ap = 0.900 Initial subarea flow distance = 90.000(Ft.) Highest elevation = 309.000(Ft.) Lowest elevation = 303.000(Ft.) Elevation difference = 6.000(Ft.) Time of concentration calculated by the urban areas overland flow raethod (App X-C) = 1.30 rain. TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8* (1.1-0.9563)* ( 90.000*.5)/( 6 . 667*(1/3)]= 1.30 Setting tirae of concentration to 5 rainutes Rainfall intensity (I) = 6.587(In/Hr)„for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.956 Subarea runoff = 0.441(CFS) Total initial stream area = 0.070(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 34.000 **** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Time of concentration = 5.00 rain. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.680(CFS) for 0.300(Ac.) Total runoff = 2.121 (CFS) Total area = 0.37 (Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segraent elevation = 303.000(Ft.) End of street segment elevation = 266.000(Ft.) Length of street segment = 664.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance frora crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 3.840(CFS) Depth of flow = 0.284(Ft.), Average velocity = 3.972(Ft/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width = 9.463(Ft.) Flow velocity = 3. 97(Ft/s) Travel tirae = 2.79 rain. TC = 7.79 min. Adding area flow to street 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 [COMMERCIAL area type ] Note: user entry of impervious value, Ap = 0.900 Rainfall intensity = 4.950(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.956 Subarea runoff = 2.840(CFS) for 0.600(Ac.) Total runoff = 4.961(CFS) Total area = 0.97(Ac.) Street flow at end of street = 4.961(CFS) Half street flow at end of street = 4.961(CFS) Depth of flow = 0.306(Ft.), Average velocity = 4.205(Ft/s) Flow width (from curb towards crown)= 10.528(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) '**** Upstreara point/station elevation = 261.100(Ft.) Downstream point/station elevation = 260.820(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.961(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.961(CFS) Normal flow depth in pipe = 9.68(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 10.28(In.) Pipe flow velocity = 5.12(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 7.92 rain. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nuraber: 1 in normal stream number 1 Stream flow area = 0.970 (Ac) Runoff from this stream = 4.961(CFS) Time of concentration = 7.92 min. Rainfall intensity = 4.898(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 38.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 90.000(Ft.) Highest elevation = 308.000(Ft.) Lowest elevation = 304.000(Ft.) Elevation difference = 4.000(Ft.) Tirae of concentration calculated by the urban areas overland flow raethod (App X-C) = 2.60 rain. TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.8500)* ( 90.000*.5)/( 4.444*(1/3 ) ] = 2.60 Setting tirae of concentration to 5 minutes Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.3 92(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 36.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 304.000(Ft.) End of street segment elevation = 266.000(Ft.) Length of street segment = 622.000(Ft.) Jleight of curb above gutter flowline = 6.0(In^) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500 (Ft.) Slope frora gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street ' Distance frora curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 0.509(CFS) Depth of flow = 0.158(Ft.), Average velocity = 3.016(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.125(Ft.) Flow velocity = 3.02(Ft/s) Travel time = 3.44 min. TC = 8.44 rain. Adding area flow to street 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 [COMMERCIAL area type ] Note: user entry of impervious value, Ap = 0.900 Rainfall intensity = 4.700(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.956 Subarea runoff = 2.697(CFS) for 0.600(Ac.) Total runoff = 3.089 (CFS) Total area = 0.67 (Ac) Street flow at end of street = 3.089(CFS) Half street flow at end of street = 3.089(CFS) Depth of flow = 0.264(Ft.), Average velocity = 3. 928(Ft/s) Flow width (from curb towards crown)= 8.456(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream nuraber 2 Streara flow area = 0.670(Ac.) Runoff from this stream = 3.089(CFS) Tirae of concentration = 8.44 min. Rainfall intensity = 4.700(In/Hr) Suraraary of streara data: Streara Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.961 7.92 4.898 2 3.089 8.44 4.700 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 4.961) + 1.000 * 0.938 * 3.089) + = 7.859 0.960 * 1.000 * 4.961) + 1.000 * 1.000 * 3.089) + = 7.850 Total of 2 streams to confluence: Flow rates before confluence point: 4.961 3.089 Maximum flow rates at confluence using above data: 7.859 7.850 Area of streams before confluence: 0.970 0.670 Results of confluence: Total'flow rate = 7.859(CFS) Time of concentration = 7.916 min. Effective stream area after confluence = 1.640(Ac.) +++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 260.820(Ft.) Downstream point/station elevation = 259.300(Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.859(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.859(CFS) Normal flow depth in pipe = 8.19(In.) Flow top width inside pipe = 17.93(In.) Critical Depth = 13.04(In.) Pipe flow velocity = 10.04(Ft/s) Travel time through pipe = 0.08 min. Tirae of concentration (TC) = 8.00 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 36.000 to Point/Station 37.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.350 given for subarea Time of concentration = 8.00 min. Rainfall intensity = 4.865(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.192(CFS) for 0.700(Ac.) Total runoff = 9.051(CFS) Total area = 2.34(Ac.) End of coraputations, total study area = 18.560 (Ac.) K&S ENGINEERING Planning Engineering Surveying _Date .Sheet #, .Of Subject. Job No.££i££X 7801 Mission Center Court, Suite 100 • Son Dlego, CA 92108 619) 296-5565 Fax (619) 296-5564 ^ mem Cf / (Q ^ on ^ ' ^^^j a on {^Ti?^ (o. = f.i^S' ' ^t^^€^ /y^^^/<^4 ) L/S^ a/^^ 7"^^ /T-/ /wt^T- ^ //.^ ! 1 ' 1 I •I I I I ^ : L___t • -KftffNGINEE^^ Planning Engineering Surveying 7801 Mission Center Court, Suite ICX) • Son Dlego, CA 92108 19) 296-5565- Fd)f(6T9) 296-5^64 - ; : ; ; " ^'S''^ 'Hf'^ ^ y^^-^ K&S ENGINEERING Planning Engineering Surveying 7801 Mission Center Court, Suite 100 • San Dlego, CA 92108 (619) 296-5565 Fax (619) 296-5564 Bv /^f- Date Sheet # of Subject. ^^^^ IS- POST £^£r^GC£¥^r}f^^ Q/oo ^ ?.Sif c^F'S 61 - O/? C 0,-7 /A-t-f) 2 98 , AT Job No. t^Se a/^er ry/*-^ /^^^^err ^ ^ = /J.^ &$ EN Planhing Englnejering Surveying Jyi e .Sh4et # J Lof f 780J MIsilon Center Court, Suite 100 • San Dlego, CA 92108 ilV) 296^;5565"Fdx (619) 296-5564 r : \ ; r- -Subject, Job-No. POST M^GL^n^^"^ Q^foo^^ <^f^S „ _ loc44 i^^^SiPtJ * ^^'73 ' O/J ' C/iAtt^ /f^t^ . „ Ail ! I ! I ! K&S ENGENDERING Planning Englngerlria ^rvdylng JY-iii' .Dob 7801 Mission Contor Court, Suito 100 • San Dlego. CA 92108 :619)^6-5565-FaxX619) 296-5564-7—1 = -Subject^ POST M<^ec^r?^^ M/i> 9^ ^ ^-'^5 <^f=s a an C^t^^) .Sheet #. ,of, Job-No. V^^ T^Fe> /f't /^^^^^ L^yo,0 1 i FILE: 02084LINEA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILE A PAGE 1 Date:12- 7-2004 Tirae: 2:54:15 ********** Station L/Elem ********* 100.000 4 .307 104.307 12.687 116.994 8.075 125.068 5 . 798 130.866 4 .345 135.211 3 .394 138.604 2 . 706 141.311 2 .185 143.496 1. 752 ***********«*««»««*********,,*******,,******, t********************** Invert Elev Ch Slope ********* 260.000 .0591 260.254 . 0591 261.004 .0591 261.481 . 0591 261.823 . 0591 262.080 . 0591 262.280 . 0591 262.440 . 0591 262.569 . 0591 Depth (FT) k ****** 4 .607 .612 . 634 .658 . 682 . 708 .735 . 763 . 792 Water Elev ********* 260.607 260.867 261.638 262.139 262.505 262.788 263.015 263.203 263.361 Q (CFS) ********* 8.06 8 . 06 8 . 06 8.06 8.06 8 . 06 8.06 8 .06 8 . 06 Vel (FPS) Vel Head SF Ave k****** I ******* 12.02 2.24 -I- . 0488 11.88 2.19 -I- . 0451 11.33 1.99 . 0396 10.80 1.81 -I- . 0348 10.30 9 . 82 9.36 8 . 92 8.51 1.65 .0306 1. 50 .0269 1.36 .0237 1.24 .0209 1.12 . 0184 Energy Grd.El. HF ********* 262.85 .21 263.06 . 57 263.63 .32 263.95 .20 264.15 .13 264 .28 .09 264.38 .06 264.44 .05 264.49 .03 Super Elev SE Dpth ******* . 00 .61 .00 . 61 .00 .63 .00 .66 .00 .68 .00 . 71 . 00 . 74 .00 .76 .00 > -79 Critical Depth Froude N ******** 1.10 3.14 1.10 3 . 09 1.10 2 .88 1.10 2.69 1.10 2.51 1.10 2 .34 1.10 2 .18 1.10 2 . 03 1.10 1.89 Flow Top Width Norm Dp ******** 1.47 .58 1.47 .58 1.48 .58 1.49 .58 1.49 .58 1.50 . 58 1.50 .58 1. 50 . 58 1. 50 .58 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 . 00 . 000 . 00 . 000 .00 . 000 . 00 . 000 . 00 .000 .00 .000 .00 ZL ZR * * * * * . 00 .00 .00 .00 .00 .00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 .00 ******** No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: 02084LINEA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILE A PAGE 2 Date:12- 7-2004 Time: 2:54:15 ********** Station L/Elem ********* 145.248 1.423 146.670 1 .106 147.776 . 880 148.656 .644 149.301 .458 149.758 .273 150.031 . 079 150.110 JUNCT STR 154.110 41.300 ********* Invert Elev Ch Slope ********* 262.673 . 0591 262.757 . 0591 262.822 . 0591 262.874 . 0591 262.912 . 0591 262.939 . 0591 262.955 . 0591 262.960 .0500 263.160 -.0107 r****************************************************************************************************** ******** Depth (FT) r ****** * . 823 . 855 . 890 . 926 . 965 1 . 006 1. 050 1.100 1.566 Water Elev ********* 263 .496 263.612 263.712 263.800 263.877 263.945 264.005 264.060 264.726 Q (CFS) ******* 8 .06 8.06 8 . 06 8.06 8.06 8.06 8 . 06 8.06 4 . 96 Vel (FPS) Vel Head SF Ave r****** I ******* 8.11 1.02 .0163 7.74 .93 -I- .0144 7.38 .84 7.03 6 .39 6 .10 5.81 2 . 81 . 0127 . 77 .0113 6.70 .70 .0100 .63 .0089 . 58 . 0079 .52 . 0049 .12 .0022 Energy Grd.El. HF ********* 264.52 .02 264.54 .02 264.56 . 01 264 . 57 .01 264.58 .00 264.58 .00 264.58 .00 264.58 .02 264.85 Super Elev SE Dpth ******* .00 .82 .00 .86 . 00 . 89 .00 . 93 .00 . 97 . 00 1. 01 .00 1.05 .24 .09 1.34 .00 1.57 Critical Depth Froude N ******** 1.10 1.75 1.10 1.'63 1.10 1.51 1.10 1.40 1.10 1.29 1.10 1.19 1.10 1.10 1.10 1.00 . 86 .00 Flow Top Width Norm Dp ******** 1.49 .58 1.49 .58 1.47 .58 1.46 .58 1.44 .58 1.41 .58 1.37 .58 1.33 .00 . 00 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1. 500 .013 1.500 . 013 Base wt or I.D. X-Fall [****** .000 . 00 .000 .00 .000 .00 .000 .00 .000 .00 . 000 . 00 . 000 .00 . 000 .00 . 000 . 00 ZL ZR * * * * . 00 .00 . 00 . 00 .00 .00 . 00 .00 . 00 . 00 .00 . 00 .00 . 00 .00 . 00 . 00 . 00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: 02084LINEA.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILE A PAGE 3 Date:12- 7-2004 Time: 2:54:15 ************************************************************************************************************************** ******** Invert Depth Water Q Vel Vel Energy Super Critical Flow Top 1 Height/ Base Wt |NO wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width 1Dia.-FT 1 or I.D. ZL IPrs/Pip L/Elem Ch Slope SF Ave HF SE Dpth Froude N i Norm Dp | "N" X-Fall ZR j Type Ch ********* ********* ******** ********* ********* ******* ******* ********* ******* ******** ******** 1 ******* 1 ******* ***** 1 ******* 195.410 262.720 2.098 264.818 -I- -I- -I- -!• 4.96 2.81 .12 264.94 .00 •I- -I- .86 .00 1.500 -I- -I- -I- .000 .00 -I- 1 .0 I- FILE: 02084LINEB.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILE LINE B PAGE 1 Date:12- 8-2004 Time:ll: 0:34 *********************************************************************************^ k************************************** ******** Station L/Elem ********* 100.000 26.398 126.398 35.161 161.559 16.748 178.307 7.434 185.742 4 .400 190.141 2 . 994 193.136 2 . 047 195.183 1 .494 196.677 . 934 Invert Elev Ch Slope 294 .080 . 0203 294.615 . 0203 295.327 . 0203 295.667 . 0203 295.817 . 0203 295.906 . 0203 295.967 . 0203 296.009 .0203 296.039 . 0203 Depth (FT) ******** .432 .432 .438 .453 .469 .486 . 503 .521 . 539 Water Elev ********* 294.512 295.046 295.765 296.120 296.286 296.393 296.470 296.530 296.578 Q (CFS) ********* 2.70 2.70 2 .70 2 . 70 2 . 70 2 .70 2 . 70 2 .70 2.70 Vel Vel (FPS) Head SF Ave ******* I ******* 6 .42 5.44 5.19 4 . 95 4 . 72 .64 -I- .0203 6.42 .64 -I- .0196 6.28 .61 -I- .0178 5.98 .56 -I-.0156 5.71 .51 .0137 .46 .0120 .42 . 0105 .38 .0092 .35 .0081 Energy Grd.El. HF ******** 295.15 .54 295.69 .69 296.38 .30 296.68 . 12 296.79 .06 296.85 .04 296.89 . 02 296.91 .01 296.92 .01 Super Elev SE Dpth ******* .00 .43 .00 .43 . 00 .44 . 00 .45 . 00 .47 . 00 .49 . 00 . 50 .00 .52 .00 .54 Critical Depth Froude N ******** .62 2.03 .62 2.03 .62 1.97 .62 1.84 .62 1.72 .62 1.61 .62 1.51 .62 1.41 . 62 1.32 Flow Top Width Norm Dp ******** 1.36 .43 1.36 .43 1.36 .43 1.38 .43 1.39 .43 1.40 .43 1.42 .43 1.43 .43 1.44 .43 Height/ Dia.-FT ******* 1.500 .013 1.500 .013 1.500 .013 1.500 . 013 1.500 .013 1.500 .013 1.500 . 013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* . 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 . 000 .00 .000 .00 .000 .00 ZL ZR * * * * * . 00 .00 .00 .00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 .00 .00 .00 .00 .00 .00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: Q20B4LINEB.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILE LINE B PAGE 2 Date:12- 8-2004 Tirae:ll: 0:34 *************************************************************************************************< k********************* * ******** Station L/Elem ********* 197.611 .647 198.259 . 352 198.611 . 099 198.710 Invert Elev Ch Slope ********* 296.058 .0203 296.071 . 0203 296.078 . 0203 296.080 Depth (FT) ******** . 559 .579 .600 .623 Water Elev ********* 296.617 296.650 296.678 296.703 Q (CFS) ********* 2 .70 2 . 70 2 . 70 2 . 70 Vel (FPS) Vel Head SF Ave ******* I ******* 4 .50 4.29 4.09 3 .89 .31 .0071 .29 . 0062 .26 . 0054 .23 Energy | Super |Critical|Flow Top[Height/ Grd.El.I Elev j Depth | Width |Dia.-FT -I- -I- -I- -I- HF |SE DpthjFroude N|Norm Dp | "N" ******** I ******* j ******** I ******** I ******* llll 296.93 .00 .62 1.45 1.500 -I- -I- -I- -I- .00 .56 1.23 .43 .013 llll 296.94 .00 .62 1.46 1.500 -I- -I- -I- -I- .00 .58 1.15 .43 .013 llll 296.94 .00 .62 1.47 1.500 -I- -I- -I- -I- .00 .60 1.07 .43 .013 llll 296.94 .00 .^2 1.48 1.500 -I- ^ -I- -I- -I- Base WtI or I.D.I ZL •I- I No Wth IPrs/Pip I I Type Ch *******!***** I******* I X-FallI ZR I I .000 .00 I .000 -I .00 . 000 .00 I .000 00 00 00 00 00 00 00 1 .0 I- PIPE 1 .0 I- PIPE 1 .0 I- PIPE FILE: Q2Q84LINEB&C.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILEJ"^1^ C PAGE 1 Date:12- 8-2004 Time:10:26;19 ************************************************************************************************************************** *******^ Station L/Elera ********* 100.000 .251 100.251 6 . 064 106.315 5 .447 111.761 5 . 019 116.780 JUNCT STR 120.780 44.463 165 .243 51.212 216.454 20.999 237.454 10.726 Invert Elev Ch Slope ********* 280.000 . 0185 280.005 . 0185 280.117 .0185 280.217 .0185 280.310 .0650 280.570 .0642 283.425 . 0642 286.713 . 0642 288.061 . 0642 Depth (FT) ******** .575 .574 .554 .534 .517 .511 .511 . 522 . 541 Water Elev ********* 280.575 280.579 280.671 280.751 280.827 281.081 283.936 287.235 288.602 Q (CFS) ********* 6.65 6 .65 6.65 6 .65 6 .65 6 .65 6.65 6.65 6 .65 Vel (FPS) Vel Head SF Ave ******* I ******* 10.67 1.77 -I- .0414 10.69 1.77 -I- . 0444 11.21 11.76 •I- 12 .33 12 . 52 12.52 12 .13 11.57 1. 95 . 0506 2.15 .0578 2.36 .0838 2 .43 . 0642 2 .43 . 0615 2.29 .0552 2.08 . 0484 Energy Grd.El. HF ********* 282.34 .01 282.35 .27 282.62 .28 282.90 .29 283.19 .34 283.52 2 . 86 286.37 3 .15 289.52 1.16 290.68 .52 Super Elev SE Dpth ******* .00 .57 .00 .57 . 00 .55 .00 .53 . 00 . 52 .00 .51 .00 .51 . 00 .52 .00 . 54 Critical Depth Froude N ******** 1. 00 2 . 88 l.ffO 2.88 1.00 3.09 1.00 3 .30 1.00 3 . 53 1.00 3.61 1.00 3.61 1. 00 3 .45 1.00 3.'23 Flow Top Width Norm Dp ******** 1.46 . 72 1.46 .72 1.45 . 72 1.44 . 72 1.43 1.42 .51 1.42 .51 1.43 . 51 1.44 .51 Height/ Dia.-FT "N" ******* 1. 500 . 013 1.500 .013 1.500 . 013 1.500 . 013 1.500 . 015 1.500 .013 1. 500 . 013 1. 500 . 013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 . 00 . 000 .00 .000 . 00 . 000 . 00 .000 .00 ZL ZR * * * * * . 00 . 00 .00 . 00 . 00 . 00 .00 . 00 .00 .00 . 00 .00 . 00 . 00 . 00 .00 .00 . 00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: 02084LINEB&C.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILE«-»Wi-C . PAGE 2 Date:12- 8-2004 Time:10:26:19 ******************* Invert k**************************4 k*********************************************************************** ******** Station L/Elem ********* 248.180 JUNCT STR 252.180 17.190 269.370 12.018 281.388 7 . 731 289.119 5 . 774 294.893 4 .637 299.530 JUNCT STR 303.530 9 . 807 313.337 10.656 Elev Ch Slope ********* 288.750 . 5825 291.080 .0642 292.184 . 0642 292.955 . 0642 293.452 . 0642 293.822 . 0642 294.120 .7625 297.170 .0821 297.975 . 0821 Depth (FT) ******** .561 .384 .375 .362 .350 .339 .328 .327 .331 Water Elev ********* 289.311 291.464 292.559 293.317 293.802 294.161 294.448 297.497 298.306 Q (CFS) ^******** 6.65 3.94 3 . 94 3 . 94 3 .94 3.94 3 . 94 3 .04 3.04 Vel (FPS) Vel Head SF Ave ******* ******* 11. 03 11. 01 11.39 12.52 13 . 78 10.66 10 .49 1.89 .0566 1. 88 .0713 2 . 01 . 0799 11.94 2.21 . 0913 2 .44 .1045 13.13 2.68 .1196 2 . 95 .1361 1.77 .0749 1.71 . 0685 Energy Grd.El. HF ********* 291.20 .23 293.35 1.22 294.57 .96 295.53 . 71 296.24 .60 296.84 .55 297.39 .54 299.26 .73 300.01 Super Elev SE Dpth ******* .00 .56 .00 .38 .00 .38 .00 .36 .00 .35 . 00 .34 . 50 . 82 .00 . 73 .33 .00 .33 Critical Depth Froude N ******** 1. 00 3 .02 .76 3 .»71 .76 3 .89 .76 4 .15 .76 4 .43 .76 4 . 73 .76 5 . 06 .66 3 . 92 .66 3 . 83 Flow Top Width Norm Dp ******** 1.45 1.31 .39 1.30 .39 1.28 .39 1.27 .39 1.25 .39 1.24 1.24 .32 1.24 .32 Height/ Dia.-FT "N" ******* 1.500 .013 1. 500 .013 1.500 .013 1.500 .013 1.500 . 013 1.500 .013 1.500 .015 1.500 . 013 1.500 .013 Base wt or I.D. X-Fall ******* .000 .00 . 000 . 00 . 000 .00 . 000 . 00 .000 .00 .000 .00 . 000 .00 .000 .00 .000 .00 ZL ZR * * * * * .00 . 00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 .00 .00 .00 . 00 .00 .00 .00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 0 FILE: 02084LINEBScC .WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILEf^-* C Date:12- PAGE 3 -2004 Time:10:26:19 ************************************************************************************************************************* Station L/Elem ********* 323.993 5 . 828 329.821 3 . 919 333.740 2 . 860 336.600 2 . 217 338.817 1. 774 340.591 1.432 342.023 1.171 343.194 .980 344.175 . 810 Invert Elev Ch Slope ********* 298.849 . 0821 299.327 .0821 299.649 . 0821 299.884 . 0821 300 . 066 . 0821 300.211 . 0821 300.329 . 0821 300.425 .0821 300.505 .0821 Depth (FT) ******** .342 .354 .366 .379 .392 .405 .419 .434 .449 Water Elev ********* 299.191 299.682 300.015 300.263 300.458 300.616 300.748 300.859 300.954 Q (CFS) ********* 3 .04 3 . 04 3 .04 3.04 3 .04 3 . 04 3 .04 3.04 3 . 04 Vel (FPS) Vel Head SF Ave ******* ******* 10 . 00 9.53 8.67 •I- 8 .26 7.51 6.83 •I- 1.55 .0599 1.41 . 0524 9.09 1.28 .0458 1.17 .0401 1.06 . 0351 7.88 .96 .0307 .88 -I- .0268 7.16 .80 .0235 .72 Energy Grd.El. .0206 HF ********* 300.74 .35 301.09 .21 301.30 .13 301.43 .09 301.52 . 06 301.58 . 04 301.62 .03 301.66 .02 301.68 .02 Super Elev SE Dpth ******* .00 .34 .00 .35 .00 .37 .00 .38 .00 .39 .00 .41 .00 .42 .00 .43 .00 .45 Critical Depth Froude N ******** .66 3.59 .66 3 .36 .6,6 3.14 .66 2 . 94 .66 2 .76 .66 2 . 58 .66 2 .41 . 66 2.26 .66 2 .11 Flow Top Width Norm Dp ******** 1.26 .32 1.27 .32 1.29 .32 1.30 .32 1.32 .32 1.33 .32 1.35 .32 1.36 .32 1.37 .32 Height/ Dia.-FT "N" ******* 1. 500 .013 1.500 .013 1.500 . 013 1.500 .013 1.500 .013 1. 500 . 013 1.500 .013 1.500 .013 1.500 . 013 Base Wt or I.D. X-Fall ******* .000 . 00 .000 .00 .000 .00 .000 .00 .000 .00 . 000 . 00 .000 .00 .000 .00 .000 .00 ZL ZR * * * * * .00 .00 . 00 .00 .00 . 00 .00 . 00 .00 .00 . 00 .00 .00 .00 . 00 .00 .00 . 00 ******** No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: 02084LINEB&C.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILE* # * C PAGE 4 Date:12- 8-2004 Time:10:26:19 *******************************************************************************************************************^^,^,^,^,^,^, Station L/Elem ********* 344.985 . 685 345.670 .564 346.234 .461 346.695 .386 347.081 .306 347.387 .236 347.623 .173 347.796 .130 347.926 . 065 Invert Elev Ch Slope ********* 300.572 . 0821 300.628 . 0821 300.674 . 0821 300.712 . 0821 300.744 . 0821 300.769 .0821 300.788 . 0821 300.802 . 0821 300.813 . 0821 Depth (FT) ******** .465 .481 .498 .516 . 534 .553 . 573 .594 .615 Water Elev ********* 301.037 301.109 301.172 301.228 301.278 301.322 301.361 301.397 301.428 Q (CFS) k******** 3 . 04 3 . 04 3 .04 3 .04 3 .04 3 .04 3 . 04 3 . 04 3 . 04 Vel (FPS) Vel Head 6.21 5 . 92 5.64 SF Ave ******* j ******* 6.51 .66 -I- .0180 .60 .0158 .54 .0138 .49 . 0121 .45 .0106 .41 .0093 .37 . 0082 .34 .0072 .31 .0063 5 .38 5.13 4 . 89 4 .66 4.45 Energy Grd.El. HF ********* 301.70 .01 301.71 . 01 301.72 .01 301.72 .00 301.73 .00 301.73 .00 301.73 . 00 301.73 .00 301.74 . 00 Super Elev SE Dpth ******* .00 .47 .00 .48 .00 .50 \oo .52 .00 . 53 .00 .55 . 00 . 57 .00 .59 .00 .62 Critical Depth Froude N ******** .66 1.98 .66 1.85 . 66 .66 1.62 .66 1.51 .66 1.41 .66 1.32 .66 1.23 .66 1.15 Flow Top Width Norm Dp ******** 1.39 .32 1.40 .32 1.41 .32 1.43 .32 1.44 .32 1.45 .32 1.46 . 32 1.47 .32 1.48 .32 Height/ Dia.-FT "N" ******* 1.500 . 013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1. 500 .013 Base Wt or I.D. X-Fall ******* .000 . 00 .000 .00 . 000 . 00 .000 .00 .000 .00 . 000 . 00 .000 .00 .000 .00 . 000 .00 ZL ZR * * * * * .00 .00 .00 . 00 . 00 . 00 .00 .00 . 00 .00 .00 .00 .00 . 00 .00 .00 .00 . 00 ******** No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: 02084LINEB&C.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILER »•« C PAGE 5 Date:12- 8-2004 Time:10:26:19 ****************************************** k***************************************************************************** Station L/Elem ********* 347.991 . 019 348.010 JUNCT STR 352.010 60.866 412.876 35.631 448.507 18.933 467.440 8.080 475.520 4 . 834 480.354 3 .026 483.380 2 .148 Invert Elev Ch Slope ********* 300.818 . 0821 300.820 .1250 301.320 . 0200 302.536 . 0200 303.247 . 0200 303.626 .0200 303.787 . 0200 303.884 . 0200 303.944 . 0200 Depth (FT) ******* .638 .663 .436 .436 .441 .457 .473 .489 . 507 Water Elev ********* 301.457 301.483 301.756 302.972 303.689 304.083 304.260 304.373 304.451 Q (CFS) ********* 3 .04 3 .04 2 . 74 2.74 2 . 74 2 . 74 2 . 74 2 . 74 2 . 74 Vel Vel (FPS) Head SF Ave ******* I ******* 4.24 .28 4 .04 .0055 .25 6 .41 . 64 I- 6 .41 . 0200 .64 6.30 . 0195 .62 6.01 5.73 . 0179 . 56 .0156 .51 5.46 .0137 .46 5.21 .0120 .42 . 0105 Energy Grd.El. HF ********* 301.74 .00 301.74 302.39 1.22 303.61 .70 304.31 .34 304.64 .13 304.77 .07 304.84 .04 304.87 . 02 Super Elev SE Dpth ******* .00 .64 .22 . 88 . 00 .44 .00 .44 .00 .44 .00 .46 . 00 .47 .00 .49 .00 . 51 Critical Depth Froude N ******** .66 1. 07 .66 1.00 . 63 2 . 02 .63 2 .02 .63 1. 97 . 63 1.84 .63 1.72 .63 1.61 .63 1.51 Flow Top Width Norm Dp ******** 1.48 .32 1.49 1.36 .44 1.36 .44 1.37 .44 1.38 .44 1.39 .44 1.41 .44 1.42 .44 Height/ Dia.-FT "N" ******* 1. 500 .013 1.500 .015 1.500 .013 1. 500 .013 1. 500 . 013 1.500 .013 1.500 . 013 1. 500 .013 1.500 . 013 Base Wt or I.D. X-Fall ******* .000 .00 .000 . 00 .000 .00 .000 . 00 .000 . 00 . 000 .00 . 000 . 00 .000 . 00 .000 .00 ZL ZR * * * * * . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 . 00 .00 .00 . 00 . 00 .00 . 00 . 00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: 02 0 84LINEBS,C.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1582 WATER SURFACE PROFILE LISTING PROFILE* «.» C PAGE 6 Date:12- 8-2004 Time:10:26;19 ************************************************************************************************************************** ******** Station L/Elem ********* 485.528 1. 564 487.093 . 981 488.073 .682 488.755 .376 489.131 . 059 489.190 Invert Elev Ch Slope ********* 303.987 . 0200 304.018 .0200 304.038 . 0200 304.051 .0200 304 . 059 .0200 304.060 Depth (FT) ******** .525 .543 .563 .583 .604 .628 Water Elev ********* 304.512 304.561 304.601 304.634 304.663 304.688 Q (CFS) ********* 2 . 74 2 . 74 2 .74 2 . 74 2.74 2 . 74 Vel (FPS) Vel Head SF Ave ******* 1 ******* 4.97 .38 .0092 4.74 .35 -I- .0081 4.52 .32 .0071 4.31 .29 4 .11 3.91 .0062 .26 .0054 .24 Energy Grd.E HF ****** 304.90 .01 304.91 .01 304.92 . 00 304.92 .00 304.92 .00 304.92 1 Super .1 Elev Critical Depth Flow Top Width Height/ Dia.-FT Base Wt or I.D. ZL |NO wth 1Prs/Pip |SE Dpth * ******* Froude N ******** Norm Dp ******** "N" ******* X-Fall ******* ZR ***** 1 Type Ch ******* . 00 .63 1 43 1.500 . 000 . 00 1 .0 . 53 1.41 44 .013 .00 .00 PIPE .00 .63 1 44 1.500 . 000 .00 1 .0 .54 1.32 44 .013 .00 .00 PIPE .00 .63 1 45 1.500 . 000 .00 1 .0 .56 1.23 44 .013 .00 .00 PIPE . 00 .63 1 46 1.500 . 000 . 00 1 .0 . 58 1.15 44 .013 .00 .00 PIPE \oo .63 1 47 1.500 .000 .00 1 .0 .60 1. 07 44 .013 .00 .00 PIPE .00 .63 1 48 1.500 .000 .00 1 .0 I I K&S ENGINEERING Planning Engineering Surveying Project. By .Dote 7801 Mission Center Court, Suite 100 • San Dlego, CA 92108 (619) 296-5565 Fax (619) 296-5564 Subject. .Sheet #. .Job No. of, I I K&S ENGiNEERING Planning Engineering Surveying Proiect /^a/^yr> ^ /^^/^ Bv ^S' nntA /f. 7801 Mission Center Court, Suite 100 • San Dlego, CA 92108 (619) 296-5565 Fox (619) 296-5564 Subject /^<j4 ^Sheet #. / of .Job No. I K&S ENGINEERING Planning Engineering Surveying 7801 Mission Center Court, Suite 100 (619) 296-5565 Fax (619) 296-5564 San Dlego, CA 92108 Project P<!fA^ ^ /-^^/^ By Dote /y/^y> •'^h^^t # /_ of __ Subiect/^<^^7 ^/=Kr Job No. ^2-gx>-y / Elements of a Unit Hydrograph The dimensionless curvilinear unit hydrograph (Figure I-C-1. p. l-C-3) has 37.5% of the total volume in the rising side, which is represented by one unit of time and one unit of discharge. The dimensionless unit hydrograph also can be represented by an equivalent triangular hydrograph having the same units of time and discharge, thus having the same percent of volume in the rising side of the triangle (Figure I-C-2) Figure I-C-2 Dimensionless curvilinear unit hydrograph and equivalent triangular hydrograph Note: The definition for lag time may be found on page I-B-1. I-C-5 ^ This allows the base of the triangle to be solved In relation to the time to peak using the geometry of triangles. Solving for the base length of the triangle, if one unit of time T equals .375 of volume: P ^b " - 2.67 units of time. Tr ' T5 - Tp = 1.67 units of time or I.67 Tp These relationships are useful in developing the peak rate equation for use with the dimensionless unit hydrograph. Peak Rate Equation From figure 1-0-2 the total volume under the triangular unit hydrograph is: Q = '^P '''P + % % , or,2Q = p . Tr) ^ With Q in inches, T in hours and area set at unity, solve for peak rate q Let K qn » r ^Q' = 2Q , (Eq. 3) P Therefore q » M for a unit basin Area P (Eq. ^) In making the conversion from inches per hour to cubic feet per second and putting the equation in terms ordinarily used, including drainage area -A- in square miles, the time "T" In hmirc c ^. 1 T .n hours. Equation h becomes the general equation; q » 645.33 X K X A X P Tp (Eq. 5) Where qp is peak discharge in cubic feet per second (cfs) and the conversion factor 6^.5.33 changes sq.mi. in./hr. to cubic feet per second. I-C-6 I I ^ 1 I /''^ - - - I I I I r t ii^l^oys ^ %fi^^sAeo^£i£^ i Sposr^c^tc^^fffc-^_ ^fj^ 1 Ill^^^^^i^^^^^^ /^//^ : ^ /?^'^4?„'d^>^^/^/J?-^^ ^ ^j^^i^^^'^^J^/^^^^^^^^^^^^^ i2) CHt^ic 0riMCG^Crt^s^^_i^^ ^ :^ 4^ ^ T_ ; ^ j^-^.^.-'^v^'-"- I Hr^d- I I I X T r 1 r /^<9/-y /^^A^yJ^ a fir u/di^/t^^f O^^^^^ ^ 0,A I 1 EXISTING GRADE TYPE G-3 CATCH BASIN, MODIFIED AS SHOWN. T0P=281.5 277.82IE (MEET EX 24") rWSE=281.50 (100-YR) PORTION EX 24" RCP TO REMAIN GRAVEL FILTER BERM WITH 1" (MIN.) ROCK SIZE. SLOPE AT 1 TO HEIGHT SHOWN. COVER ORIFICE WITH 5 MICRON RLTER. 3" CONCRETE INLET APRON BASIN BOTTOM REMOVE EX HEADWALL AND 7±LF EX 24" RCP [0FG\\ ;iN —p2 278 BASIN BOnOM 278.5FL 2.5'X0.5' ORIFICE -SILT AREA PROFILE B OUTLET STRUCTURE DETAIL NOT TO SCALE PROJECT: LANIKAI BASIN 1 JOB NO: 02-084 ADDRESS: DATE: 10/14/2004 ENGINEER: MS DRAWING # 422-< 3A ELEVATION INTERVAL AREA S.F. AVERAGE VOL CU-FT VOL CUM AC-FT 278 0.00 1 1396.50 1,396.50 581.00 0.01 279 2793.00 2 3334.50 6,669.00 7,250.00 0.17 280 3876 2 4810.00 9,620.00 16,870.00 0.39 282 5744 I I PROJECT: LANIKAI BASIN BASIN 2 JOB NO: 02-084 ADDRESS: DATE: 10/14/2004 ENGINEER: MS DRAWING # 422-5 3A ELEVATION INTERVAL AREA S.F. AVERAGE VOL CU-FT VOL CUM AC-FT 323.3 1710.00 0.7 1853.00 1,297.10 581.00 0.01 324 1996.00 0.5 3922.50 1,961.25 2,542.25 0.06 324.5 5849 4. FIGURES AND CHARTS CITY OF OCEANSIDE PACIFIC •. • V OCEAN I I'V CITY OF ENCINITAS VICINITY MAP wor ro SCALE FIGURE A San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N. Com) Commercial/Industrial (G. Com) Commercial/Industrial (O.P. Com) Commercial/Industrial (Limited 1.) Commercial/In'iustrial (General 1 County Elements Permanent Open Space Residential. 1.0 DU/A or less Residential, 2.0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or iess Residential, 24.0 DU/A or less Residential, 43.0 DU/A or less Neighborhood Commercial General Commercial OffictProfessional/Commercia! Limited Industrial Cieneral Industrial % IMPER. A B_ 0* 0.20 0.25 10 0.27 0.32 20 0.34 0.38 25 0.38 0.41 30 0.41 0.45 40 0.48 0.51 45 0.52 0.54 50 0.55 0.58 65 0.66 0.67 80 0.76 0.77 80 0.76 0.77 85 0.80 0.80 90 0.83 0.84 90 0.83 0.84 95 0.87 0.87 _c_ 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 _D. 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 r-ftmmgrciai/inausmni vvj^..w^. ^ n.nnff roeflicient as described in becuon ytv,y.^..^:....o r ,u.„^ is located in aeveland National Forest). DU/A-dwelling units per acre NRCS - National Resources Conservation Service 3-6 SOURCE: «po!iD25H-f^^ Rational Formula - Overland T.me of Flow Nomograph F I GURE I I I Watershed Divide. Watershed Divide Area "A" = Area "B" SOURCE: California Division o( Highways (1941) and Wtpich (1940) Design Point (Watershed Outlet) F I G URE Computation of EffectWe Slope for Natural Watersheds 3-5 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end ofa drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM Ti LM Ti LM Ti LM Ti -M 1 Ti i Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 1 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 1 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR. 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 j 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 1 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.PyCom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I 50 3.1 ' 60 3.2 70 2.7 80 l.i . 90 1 2.3 100 1.9 •See Table 3-1 for more detailed description r ( 3-12 -rlixp I -7:H-!-Qi1angc County of San Diego Hydrology Manual Rainfall Isopluvials 10 Vear Rainfall Event - 24 Hours Isopluvial (inches) w ""ilyf' ^ issts-s^-M—o. s .3- 0 3 Miles County of SanDiego Hydrology Manual County of SanDiego Hydrology Manual ^GIS SanGIS tf c Havt; S«n l>i;^j C^vtr^vt County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (inches) DPW r^r-iQ -^GIS SanGIS 3 0 3 Miles County of SanDiego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (inches) DPW .r^niQ E rms: 3 0 3 Miles in. Directions for Application: (1) From precipitatiorf maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are Included In the County Hydrology Manua\ (10.50, and 100 yr maps Induded in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it Is within the range of 45% fo 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line Ihrough the point parallel to the plotted lines. (5) This line Is the intensity-duration curve for the location being analyzed. %(2' 24 Application Form: (a) Selected frequency year (b) Pe = in- ^24 = T (c) Adjusted Ps'^' = (d) t,= (e) i = in./hr Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. 2.5 I 3 -. 3.5 I i I 6.59,7.90-9.22 : 5.3016.3617.42 •4.21'! 5.0515.90 4.54 3.77 3.27 2.90 : 3.2473:89 ;2;69V3.23 i 2.33 12.80 I'2.07] 2.49 1.72!2.07!2.41 2.09 1.86 i.43 1.19 i.03 0.91 0.76 oiee 0.58 "4 1 4T5' 1 -5 1 i.5 1 6 1 10.54 lt.86 13.17 14.49 15.81 8.48 9.54 10.60 11:66 12.72 6.74 7.58 8.42 9.27 ioiii 5.19' 5.84 I 6.49 7.13 7.78 4;3r 4.85 5.39 5:93 0.46 3.73 4.20 4.67 5.13 5.60 3.32 3.73 4.15 4.56 '4.98 2.76 3 io 3.45 179 4.13 2:39' 2.69 2.98" •3:28 •3.6)9 2.12 2^39 2.65 2.92 118 1.63 1.84 "2.04 Z2S 2.45 1.38 1.53 1.70 '1.87 '2.04 1.18 '1.32 "1:47" 'i.62 "1776 1.04 1.18 IJI 1.44 1-^ b.ij7 ase \m 1.19 IJO '075" "CM" 0i4 1.00 1.13 "6.67 "0.75 0.84 OJZ 1.00 Intensity-Duration Design Chart - Template 3-1 I -0.3 .0.2 EQUATION: V »lil R*' s"» n 0.2 .0.15 •0.10 •0.09 •0.08 • 0.07 •0.06 • 0.05 . 0.04 .0.3 -0.4 -0.5 10.6 . 0.03 i 0.02 .0.8 0.9 1.0 o o « UJ O. O •0.01 •0.009 -0.008 •0.007 •0.006 a: a tf> E-0.005 o _l 31 >-| X '0.003 • 0.002 • 0.001 •0.0009 ' 0.0008 • 0.0007 .0.0006 O.OOOS 0.0OO4 ,0.0003 5 6 7 8 9 10 . 20 r |-40 r 30 .0.01 20 • 0.02 -7 .6 •5 S. 4 UJ > • 1.0 • 0.9 •0.8 • 0.7 •0.6 •0.5 -0.03 c © u E e o O tf) tf) liJ Z I o o a: •0.04 rO.OS 0.06 -0.07 • 0.08 r0.09 -0.10 • 0.2 -0.3 • 0.4 GENERAL SOLUTION SOURCE: USDOT. FHWA HDS-3(1961) I I Manning's Equation Nomograph F I GURE CHART I-104.12 •iTu •c wc a«.T oiscHARCE (c r. 1) 0H£ $10E Chort »»»|: Otpih 1 a4, Vtlocity 1 4.4 tdl. REV. CITY OF SAN DIEGO - OESIGN GUIDE SHT. NO. GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART R7 CHA?.T 3 EKHISLT I (7/9) TQ A'..ii?*?cyr cu:<;3i.sc civics pc^' ^ 10 G, O.S UJ ' a •|VC«t THAN C3 /• ' — .llllll S 4 - 4 y S flC 15 >2 ., .. =..,3 HYORA'JLIC CAPACITY QF GRi-i " Pr/'^ai-33 ^ INLET IN SUM? I I 1 CHART 1-103.5 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN. Q = 0.7L (A+Y) 3/2 *A = 0.33 Y = HEIGHT OF WATER AT CURB FACE (0.4' MAXIMUM) REFER TO CHART 1-104.12 L = LENGTH OF CLEAR OPENING OF INLET •Use A=0 when the inlet is adjacent to traffic; i.e., for a Type "J" median inlet or where the parking lane is removed. [REV CITY OF SAN DIEGO - OESIGN GUIDE SHT. NO. CAPACITY OF CURB OPENING INLETS CAPACITY OF CURB OPENING INLETS 1" CAPACITY OF CURB OPENING INLETS 13