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Home My WebLink About3348; Poinsettia Park Sewer; Drainage Study; 1993-01-23i .- i- 3 3% DRAINAGE REPORT FOR POINBETTIA COMMUNITY PARK h PORTION OF BIDDEN VALLEY ROAD CITY OF CARLSBAD J.N. 114-004 h JANUARY 23, 1993 363-001 REVISED XARCB 10, 1993 PREPARED BY: CROSBY MEAD BENTON & ASSOCIATES 5650 EL CAMIN0 REAL, SUITE 200 CARLSBAD, CALIFORNIA 92008-7128 PHONE: (619) 438-1210 ENGINEER OF WORK: aL4 Ljl/,Z/4)3 MICHAEL W. NG Date TABLE OF CONTENT8 PPGE VICINITY MAP ....................... 1 INTRODUCTION. ...................... 2 METHODOLOGY ....................... 3 DESIGN CRITERIA ..................... 4 SUMMARY ........................ 14 HYDROLOGY: EXISTING CONDITION - 10 YEAR STORM ............... 15 - 100 YEAR STORM ............... 27 HYDROLOGY: PROPOSED CONDITION - 10 YEAR STORM ............... 39 - 100 YEAR STORM ............... 86 HYDRAULIC CALCULATIONS - 10 YEAR STORM ............... 133 - 100 YEAR STORM ............... 142 CURB INLET CALCULATIONS ................ 151 MAPS : EXHIBIT 'A' - 400' SCALE HYDROLOGY MAP (EXISTING CONDITION) EXHIBIT 'B' - 400' SCALE HYDROLOGY MAP (PROPOSED CONDITION) EXHIBIT 'C' - 100' SCALE ONSITE HYDROLOGY MAP (EXISTING CONDITION) EXHIBIT 'D' - 60' SCALE ONSITE HYDROLOGY MAP (PROPOSED CONDITION) EXHIBIT 'E' - 80' SCALE HIDDEN VALLEY ROAD HYDROLOGY MAP (PROPOSED CONDITION) INTRODUCTION " " THE PURPOSE OF THIS REPORT IS A HYDROLOGICAL AND HYDRAULIC ANALYSIS OF THE TEN AND THE ONE HUNDRED (Qlo AND Qloo) YEAR STORM FREQUENCY TO DETERMINE THE STORM RUNOFF FOR THE DESIGN OF THE STORM DRAIN SYSTEMS WITHIN THE ALTA MIRA PARK PROJECT AND A PORTION OF THE HIDDEN VALLEY ROAD PROJECT IN THE CITY OF CARLSBAD. THE ANALYSIS WILL ALSO PROVIDE COMPREHENSIVE HYDROLOGICAL AND HYDRAULIC CALCULATIONS TO SUPPORT THE PROPOSED STORM DRAIN SYSTEMS. THE PROPOSED SYSTEMS WILL BE DESIGNED TO CARRY THE Qloo YEAR STORM FREQUENCY FROM THE STREET AND THE ADJACENT TRIBUTARY AREAS. BASIN A CONSISTS OF AN OFFSITE TRIBUTARY AREA FROM THE SOUTHEAST PORTION OF THE PROJECT SITE. THE RUNOFF IS INTERCEPTED AT HIDDEN VALLEY ROAD BY A PROPOSED 30" RCP STORM DRAIN. THE RUNOFF IS THEN CONVEYED TO THE +XISTING STORM DRAIN SYSTEM ALONG CAMINO DE LAS ONDAS AND SEASCA~E DRIVE. OIDAY CONSULTANTS HAS CALCULATED 71.5 CFS IN THIS SYSTb FOR THE SEASCAPE PROJECT (M.S. 661, DWG. NO. 252-5). BASIN B CONSISTS 1 OF AN OFFSITE TRIBUTARY AREA FROM THE EASTERLY PORTION OF THE PR, 0 JECT SITE. THE RUNOFF CROSSES HIDDEN VALLEY ROAD - \ - WITH A PROPOSED 30" RCP STORM DRAIN. THE RUNOFF IS THEN CONVEYED TO EXISTING WATERCOURSE NORTHERLY AND'OUTLET AT PARK'S NORTHERLY BOUNDARY. - - BASIN C CONSISTS OF A TRIBUTARY AREA FROM THE NORTHEAST PORTION OF - THE PROJECT SITE. THE RUNOFF IS CONVEYED BY THE PROPOSED HIDDEN VALLEY ROAD AND OUTLET NORTHERLY INTO THE NATURAL WATER COURSE. - - 1 I - I 1 1- , ', f- I ! - - - - - - - - - 3 METHODOLOGY THE SAN DIEGO COUNTY FLOOD CONTROL DISTRICT DESIGN AND PROCEDURE MANUAL AND THE HYDROLOGY MANUAL WERE THE REFERENCES USED IN THIS REPORT. ADDITIONAL CRITERIA WAS ADOPTED FROM THE CITY OF CARLSBAD'S STANDARD DESIGN CRITERIA FOR THE DESIGN OF PUBLIC WORKS IMPROVEMENTS. THE COMPUTER PROGRAMS UTILIZED FOR THE STUDY WERE DEVELOPED FOR CIVILCADD/CIVIL DESIGN BY JOSEPH E. BONADIMAN AND ASSOCIATES, INC., FOR THE SAN DIEGO COUNTY REGION. CULVERTS ARE DESIGNED FOR THE ONE HUNDRED (100) YEAR STORM FREQUENCY RUNOFF. 4 I I- I- I- I- i .- l- I- I- I- [I I- t- I- I- I- I .- I- I- - L r- 3.- I I .. . -rD 'v) cr In L 0 m 0" -3 .~ a -= Lo.- E c 0 -A [L t- t- 1- [- d .. OC I- WZ a wn =;;5 APPENDIX XI-B c 6 ! i! ! 11 i ., APPENDIX XI-E " a- L 0" *Om o Y m > - a L a U . . .. . I. c ac - a- - "C NO- &Hour Precipitation (indes) . .- . . GrnCrnGV) Lo 0 V) 0 .....- .. 1 i - 0 r-l APPENDIX XI-D Single Family -. . .. . 0.' .. .. SUMMARY BASIN A: SINCE THE PROPOSED 100-YEAR RUNOFF (64.1 CFS) IS LESS THAN THE EXISTING DESIGN RUNOFF (71.5 CFS) , CALCULATED BY O'DAY CONSULTANTS FOR THE SEASCAPE PROJECT (M.S. 661, DWG. NO. 252-5) , THE CONSTRUCTION OF HIDDEN VALLEY ROAD AND WIDENING OF CAMINO DE LAS ONDAS WILL NOT CREATE ANY IMPACT DOWNSTREAM. BASIN B: IN ORDER TO PROTECT THE DOWNSTREAM PROPERTIES FROM WE PROPOSED PARK DEVELOPMENT, THE EXISTING 10-YEAR AND 100-YEAR RUNOFFS (83.4 CFS AND 133.8 CFS) ARE USED AS CONTROL FACTORS TO DESIGN THE PROPOSED STORM DRAIN SYSTEM FOR THE PARK. THE PROPOSED RUNOFF SHOULD BE EQUAL TO OR LESS THAN THE EXISTING RUNOFF TO PREVENT ANY FLOODING AND EROSION DOWNSTREAM. THE PROPOSED DRAINAGE SYSTEM CONSISTS OF CURB INLETS AND CATCH BASINS TO PICK UP RUNOFF FROM PARKING LOTS AND HARD COURTS. INFILTRATION TRENCHES AND FILTER STRIPS WILL ALSO BE USED TO REMOVE POLLUTANTS IN PARKING AREAS. THEN, THE PROPOSED STORM DRAIN SYSTEM CONVEYS RUNOFF AND OUTLETS INTO THE OPEN SPACE AREA. A DETENTION BASIN IS PROPOSED ON THE WESTERLY END OF THE OPEN SPACE AREA TO RETAIN A PORTION OF THE INCREASED RUNOFF FROM THE PARK DEVELOPMENT. THE SOFTBALL, BASEBALL AND SOCCER FIELDS ALSO WORK AS DETENTION BASINS SINCE THE FIELDS ARE VERY FLAT WHICH SLOWS DOWN THE RUNOFF.BEFORE THEY ARE INTERCEPTED BY INLETS. THE OPEN SPACE AREA AND THE DETENTION BASINS HELP TO REMOVE POLLUTANTS SINCE THE DRAINAGE SWALE WITHIN THE OPEN SPACE AREA ACTS AS GRASS SWALE AND FILTER STRIP AND THE DETENTION BASIN ACTS AS A DRY POND WITH AN OUTLET PIPE TO CONTROL THE OUTFLOW DOWNSTREAM. I SINCE THE PROPOSED 10-YEAR AND 100-YEAR RUNOFFS (82.8 CFS AND 122.7 CFS) ARE LESS THAN THE EXISTING 10-YEARi AND 100-YEAR RUNOFFS (83.4 AND 133.8 CFS), THE PARK DEVELOPMENT WILL NOT CREATE ANY IMPACT DOWNSTREAM. BASIN C: THE PROPOSED 10-YEAR AND 100-YEAR RUNOFFS (6.16 CFS AND 9.58 CFS) ARE MORE THAN THE EXISTING 10-YEAR AND 100-YEAR RUNOFFS (3.79 CFS AND 5.90 CFS) . THE INCREASED RUNOFFS (2.37 CFS AND 3.68 CFS) WILL NOT CREATE ANY SIGNIFICANT IMPACT DOWNSTREAM SINCE BASIN 'C' OUTLET INTO A NATURAL WATERCOURSE WITH A VERY LARGE TRIBUTARY AREA. THE INCREASE IN OVERALL RUNOFF FOR THE DRAINAGE BASIN WOULD BE NOMINAL. TABLE 1 BASIN EXIST. COND. (CFS) PROP. COND. (CFS) QlO QlOO QlO QlOO A B C * 36.11 (71.5)* 58.17 83.43 133.81 3.79 5.90 39.77 64.04 82.80 122.73 6.16 9.58 INDICATES EXISTING STORM DRAIN CAPACITY CALCULATED BY O'DAY CONSULTANTS (DWG. NO. 252-5). '5 HYDROLOGY: EXISTING CONDITION 10 YEAR STORM /6 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Divisidn 1985 hydrology manual .- Rational Hydrology Study Date: 1/22/93 .................................... ALTA MIRA PARK €X/57/NG 10 YEAR FLOW /o YR. FILE: ALTA - EXISTING CONDITION .................................... - ********* Hydrology Study Control Information ********** . .................................... - -i Rational hydrology study storm event year is 10.0 Map data precipitation entered: Adjusted 6 hour precipitation (inches) = 1.800 24 hour precipitation(inches) = 3.200' P6/P24 = 56.3% Runoff coefficients by rational method - 6 hour, precipitation(inches) = 1.800 :. .- San Diego hydrology manual 'C' values used I - ...................................................................... **** INITIAL AREA EVALUATION **** Process from Point/Station 1.000 to Point/Station 2.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 Decimal fraction soil group C = 0.000 [RURAL (greater than 1/2 acre) area type 1 natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 min. Initial subarea flow distance = 760.00(Ft.) Highest elevation = 312.00(Ft.) Lowest elevation = 225.00(Ft.) Elevation difference = 87.00(Ft.) Rainfall intensity (I) = 2.564 for a 10.0 year storm Effective runoff coefficient used for area (QzKCIA) is C = 0.450 Total initial stream area = 7.700(Ac.) ! - &9S/N - 'A' - - Time of concentration computed by the - - TC=[(11.9*0.1439^3)/( 87.00)]^.385= 2.97 + 10 min. = 12.97 min. - Subarea runoff = 8.885(CFS) - ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 2.000 to Point/Station 3.000 Upstream point elevation = 225.00(Ft.) Downstream point elevation = 157.00(Ft.) Channel base width Slope or 'Z' of left channel bank = 10.000 = 20.000(Ft.) - - Channel length thru subarea = 1700.00(Ft.) slope or '2' of right channel bank = 10.000 Manning's 'N' Maximum depth of channel = = 0.030 2.000(Ft.) Flow(q) thru subarea = 8.885(CFS) Depth of flow = 0.153(Ft.) Average velocity = 2.703(Ft/s) Channel flow top width = 23.054(Ft.), Travel time = 10.48 min. Critical depth = Time of concentration = 23.46 min. 0.178(Ft.) - Flow Velocity = 2.70(Ft/s) - i ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 2.000 to Point/Station 3.000 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 : [RURAL (greater than 1/2 acre) area type. 1 Time of concentration = Rainfall intensity = 23.46 min. 1.750(In/Hr) for a Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 10.0 year storm Subarea runoff = 17.033(CFS) for 21.630(Ac.) Total runoff = 25.918(CFS) Total area = 29.33(Ac.) ........................................................................ **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 3.000 to Point/Station 4.000 Upstream point elevation = 157.00(Ft.) Downstream point elevation = 149.00(Ft.) Channel length thru subarea = Channel base width 350.00(Ft.) Slope or 'Z' of left channel bank = 4.000 = 20.000(Ft.) Slope or 'Z' of right channel bank = 4.000 Manning's 'N' Maximum depth of channel = = 0.030 Flow(q) thru subarea = 25.918(CFS) 2.000(Ft.) Depth of flow = 0.344(Ft.) Average velocity = 3.521(Ft/s) Channel flow top width = 22.755(Ft.) Flow Velocity = 3.52(Ft/s) Travel time = 1.66 min. Time of concentration = 25.11 min. Critical depth = 0.363(Ft.) - ...................................................................... Process from Point/Station **** SUBAREA FLOW ADDITION **** 3.000 to Point/Station 4.000 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 [RURAL (greater than 1/2 acre) area type 1 " - Time of concentration = 25.11 min. 18 Rainfall intensity = 1.675(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method.Q=KCIA, C 5. 0.450 Subarea runoff = 10.196(CFS) for 13.530(Ac.) Total runoff = 36.113(CFS) Total area = 42.86(Ac.) ...................................................................... process from Point/Station 6.000 to Point/Station 7.000 **** INITIOL AREA EVALUATION **** BAS/# '8' Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the TC = [11.9*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 min. natural watersheds nomograph (App X-A) Initial subarea flow distance = 900.00(Ft.) Highest elevation = 312.00(Ft.) Lowest elevation = 225.00(Ft.) Elevation difference = 87.00(Ft.) TC=[(11.9*0.1705^3)/( 87.00)]^.385= 3.61 + 10 min. = 13.61 min. Rainfall intensity (I) = 2.486 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = lO.OlO(CFS) Total initial stream area I: 8.950(Oc.> ...................................................................... Process from Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 7.000 to Point/Station 8.000 Upstream point elevation = 225.00(Ft.) Downstream point elevation = 168.00(Ft.) Channel length thru subarea = 1240.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Manning's 'N' = 0.030 Maximum depth of channel = lO.OlO(CFS) 2.000(Ft.) Depth of flow = 0.229(Ft.) Flow(q) thru subarea = Overage velocity = 3.548(Ft/s) Channel flow top width = 14.590(Ft.) Flow Velocity = 3.55(Ft/s) Travel time = 5.83 min. Critical depth = Time of concentration = 19.44 min. 0.285(Ft.) ...................................................................... Process from Point/Station 7.000 to Point/Station **** SUBAREA FLOW ADDITION **** 8.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 1.975(In/Hr) for a 19.44 min. Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.450 10.0 year storm Subarea runoff = Total runoff = 20.463(CFS) for 23.020(Ac.) 30.473(CFS) Total area = 31.97(Ac.) /9 - ...................................................................... Process from Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 8.000 to Point/Station 9.000 - Upstream point elevation = 168.00(Ft.) Downstream point elevation = 116.00(Ft.) Channel base width 10.000(Ft.) Slope or '2' of left channel bank = 2.000 Manning's 'N' Maximum depth of channel = = 0.030 2.000(Ft.) Flow(q) thru subarea = 30.473( CFS) ; Depth of flow = 0.502(Ft.) Average velocity = 5.517(Ft/s) Channel flow top width = 12.008(Ft.) Travel time = 4.30 min. Time of concentration = 23.82 min. - Channel length thru subarea = 1450.00(Ft.) - Slope or '2' of right channel bank = 2.000 =.' - - Flow Velocity = 5.52(Ft/s) - Critical depth = 0.633(Ft.) - ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 8.000 to Point/Station 9.000 - Decimal fraction soil group A = 0.000 - Decimal fraction soil group D = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 23.82 min. 1.733(In/Hr) for a Runoff coefficient used for sub-area, Rational method,Q=KCIA. C I: 0.450 10.0 year storm Subarea runoff = 13.52O(CFS) for 17.340(Ac.) Total runoff = 43.993(CFS) Total area = 49.31(Ac.) - - ...................................................................... **** SUBAREA FLOW ADDITION **** - Process from Point/Station 9.100 to Point/Station 9.000 .- User specified 'C' value of 0.050 given for subarea Rainfall intensity = Time of concentration = 1.733(In/Hr) for a 23.02 min. 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C I 0.850 Total runoff = 52.388(CFS) Total area = 55.01(Ac.) .- Subarea runoff = 8.395(CFS) for 5.700(Ac.) - ...................................................................... Process from Point/Station 9.000 to Point/Station 12.000 - **** IMPROVED CHANNEL TRAVEL TINE **** 29 Upstream point elevation = 116.00(Ft.) Downstream point elevation = 110.00(Ft.) Channel length thru subarea = 450.00(Ft.) Channel base width Slope or ’2’ of left channel bank = :2.000 Slope or ‘2’ of right channel bank = 2.000 Manning’s ’N’ = 0.030 Maximum depth of channel = 2.000(Ft.) Depth of flow = 1.289(Ft.) Flow(q) thru subarea = Average velocity = 5.362(Ft/s) Channel flow top width = 10.157(Ft.) Flow Velocity = 5.36(Ft/s) Travel time = 1.40 min. Critical depth = Time of concentration = 25.22 min. 1.266(Ft.) - - S.OOO(Ft.) 52.388(CFS) ...................................................................... Process from Point/Station 9.000 t‘o Point/Station **** CONFLUENCE OF MINOR STREAMS **** 12.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 55.010(Ac.) Runoff from this stream = 52.388(CFS) Time of concentration = 25.22 min. Rainfall intensity = 1.670(In/Hr) - ...................................................................... Process from Point/Station **** INITIAL AREA EVALUATION **** 10.000 to Point/Station 11.000 I ,- f 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the TC = [11.9*length(Mi)^3)/(elevation change)1^.385 *60(min/hr) + 10 min. natural watersheds nomograph (App X-A) Highest elevation = 187.00(Ft.) Initial subarea flow distance = 600.00(Ft.) Lowest elevation = 150.00(Ft.) Elevation difference = 37.00(Ft.) Rainfall intensity (I) = TC=[(11.9*0.1136^3)/( 37.00)]^.385= 3.14 + 10 min. = 13.14 min. 2.542 for a 10.0 year storm Subarea runoff = Effective runoff coefficient used for area (P=KCIA) is C = 0.450 3.775(CFS) Total initial stream area = 3.300(Ac.) ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 11.000 to Point/Station 12.000 Upstream point elevation = 150.00(Ft.) Downstream point elevation = 110.00(Ft.) .. , . Channel length thru subarea 950.00(Ft.) Channel base width Slope or '2' of left channel bank = 4.000 Slope or '2' of right channel bank = 4.000 Manning's 'N' = 0.030 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 3.775(CFS) Average velocity = 3.201(Ft/s) Channel flow top width = 6.624(Ft.) Flow Velocity = 3.20(Ft/s) Travel time = 4.95 min. Time of concentration = 18.09 min. Critical depth = 0.242(Ft.) - - 5.000(Ft.) - Depth of flow = 0.203(Ft.) - - t- .......................................................................... Process from Point/Station 11.000 to Point/Station **** SUBAREA FLOW ADDITION **** 12.000 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 18.09 min. 2.069(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 8.92O(CFS) for Total runoff = 12.695(CFS) Total area = 9.580(Ac.) 12.88(Ac.) ...................................................................... Process from Point/Station 11.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 12.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.880(Ac.) Runoff from this stream = 12.695(CFS) Rainfall intensity = Time of concentration = 18-09 min. 2.069(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (min) (In/Hr) 1 2 52.388 25.22 1.670 12.695 18.09 Pmax(1) = 2.069 0.807 * 1.000 * 1.000 * 0.717 * 52.388) + 1.000 * 1.000 * 52.388) + 1.000 * 12.695) + = Qmax(2) = 62.635 1.000 * 12.695) + = 50.277 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 52.388 12.695 .- I i 62.635 50.277 Area of streams before confluence: 55.010 12.880 Results of confluence: Total flow rate = 62.635(CFS) Time of concentration = 25.219 min. Effective stream area after conf1uenc.e = 67.890(Ac.) ...................................................................... Process from Point/Station 12.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 110.00(Ft.) Downstream point elevation = 107.50(Ft.) Channel length thru subarea = 265.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or '2' of right channel bank = 4.000 Manning's 'N' = 0.035 Maximum depth of channel = Flow(q) thru subarea = 2.000(Ft.) 62.635(CFS)' ' Depth of flow = 1.149(Ft.) Average velocity = 3.733(Ft/s) Channel flow top width = 19.195(Ft.) Flow Velocity = 3.73(Ft/s) Travel time = 1-18 min. Time of concentration = 26.40 min. Critical depth = 0.938(Ft.) 13.000 .- ...................................................................... Process from Point/Station 12.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 13.000 .- Along Main Stream number: 1 in normal stream number 1 Stream flow area = 67.890(Ac.) Time of concentration = 26.40 min. Rainfall intensity = 1.621(In/Hr) - Runoff from this stream = 62.635(CFS) - ...................................................................... **** INITIAL AREA EVALUATION **** Process f rom Point/Station 14.000 to Point/Station 15.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [ll.S*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 min. Highest elevation = 185.10(Ft.) Lowest elevation = 155.00(Ft.) TC=[(ll.9*0.1136"3)/( 30.10)]-.385= 3.40 + 10 min. = Elevation difference = 30.10(Ft.) Rainfall intensity (I) = 2.510 for a 10.0 year storm 13.40 min. - - Decimal fraction soil group B = 0.000 - - Initial subarea flow distance = 600.00(Ft.) - - Effective runott coettrclent used tor area (0-KCIA) 1s c = 0.450 Subarea runoff = 5.14O(CFS) Total initial stream area = 4.550(Ac.) " ...................................................................... Process from Point/Station 15.00.0 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **s* 13.000 Upstream point elevation = 155.00(Ft.) Downstream point elevation = 107.50(Ft.) Channel length thru subarea = 980.00(Ft.) Channel base width Slope or '2' of left channel bank = 2.000 Slope or '2' of right channel bank = 2.000 Manning's 'N' Maximum depth of channel = = 0.030 2.000(Ft.) Depth of flow = 0.239(Ft.) Average velocity = 3.924(Ft/s) Channel flow top width = 5.957(Ft.) , Flow Velocity = 3.92(Ft/s) Travel time = 4.16 min. Critical depth = Time of concentration = 17.57 min. 0.309(Ft.) - - 5.000(Ft.) ' Flow(q) thru subarea = 5.140(CFS) ++++++++++++++++++++++++i++i++++++++++i+++ii+ii++++++++i++i++++++++t++ **** SUBAREA FLOW ADDITION **** Process from Point/Station 15.000 to Point/Station 13.000 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 17.57 min. 2.109(In/Hr) for a Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 10.0 year storm Subarea runoff = 8.758(CFS) for 9.230(Ac.) Total runoff = 13.899(CFS) Total area = 13.78(Ac.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 15.000 to Point/Station 13.000 Along Main Stream number: 1 in normal stream number 2 Runoff from this stream = Stream flow area = 13.780(Ac.) 13.899(CFS) Time of concentration = 17.57 min. Rainfall intensity = Summary of stream data: 2.109( In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 2 1 62.635 26.40 13.899 17.57 1.621 2.109 w,,,aF. \ I, - 1.000 * 1.000 * 62.635) + 0.769 * 1.000 * 13.899) + = 73.322 amax(2) = 1.000 * 0.665 * 62.635) + 1.000 * 1.000 * 13.899) + = 55.576 Total of 2 streams to confluence: - Flow rates before confluence point: 62.635 13.899 Maximum flow rates at confluence using above data: Area of streams before confluence: 67.890 13.780 Results of confluence: Total flow rate = 73.322(CFS) Time of concentration = 26.402 min. - 73.322 55.576 ,- 1- . Effective stream area after confluence = 81.670(Ac.) 1- ! ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 13.000 to Point/Station 16.000 ! Upstream point elevation = 107.50(Ft.) Downstream point elevation = 83.00(Ft.) Channel length thru subarea = 500.00(Ft.) Channel base width Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 73.322(CFS) Depth of flow = 1.600(Ft.) Average velocity = 8.816(Ft/s) Channel flow top width = 8.398(Ft.) Flow Velocity = 8.82(Ft/s) Travel time = 0.95 min. Critical depth = Time of concentration = 27.35 min. - - 2.000(Ft.) 1.984(Ft.) - ...................................................................... Process f rom Point/Station 13.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 16.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 81.670(Ac.) Time of concentration = 27.35 min. Rainfall intensity = 1.585(In/Hr) - - Runoff from this stream = 73.322(CFS) ...................................................................... Process from Point/Station 17.000 to Point/Station **** INITIAL AREA EVALUATION **** 18.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group E = 0.000 Decimal fraction soil group C = 0.000 - uaclnlar I ~~C.~IUII aurr yr vul~ Y - A.VVV [RURAL (greater than 1/2 acre) area type Time of concentration computed by the TC = [11.S*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 rnin. natural watersheds nomograph (App X-A) Initial subarea flow distance = 760.00(Ft.) Highest elevation = 185.00(Ft.) Lowest elevation = 150.00(Ft.) TC=[(11.9*0.1439^3)/( 35.00)]^.385= 4.22 + 10 min. = Elevation difference = 35.00(Ft.) Rainfall intensity (I) = 2.417 for a 10.0 year storm 14.22 min. - Effective runoff coefficient used for area (QsKCIA) is C = 0.450 Subarea runoff = 4.089(CFS) Total initial stream area = 3.760(Ac.) " - 1 - - i i- ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 18.000 to Point/Station 16.000 Upstream point elevation = 150.00(Ft.) Downstream point elevation = 83.00(Ft..) Channel length thru subarea = lOOO.OO(Ft.) Channel base width Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.030 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 4.089(CFS) Depth of flow = 0.190(Ft.) Average velocity = 4.005(Ft/s) Channel flow top width = 5.759(Ft.) Flow Velocity = 4.00(Ft/s) Travel time = 4.16 min. Critical depth = Time of concentration = 18.38 min. 0.266(Ft.) - - 5.000(Ft.) - ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 18.000 to Point/Station 16.000 - 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 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = 18.38 min. Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.450 Subarea runoff = Total runoff = 8.966(CFS) for 9.730(FIc.) - 13.055(CFS) Total area = 13.49(Ac.) - - Rainfall intensity = 2.048(In/Hr) for a 10.0 year storm - ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 18.000 to Point/Station 16.000 - Along Main Stream number: 1 in normal stream number 2 Stream flow area = 13.490(Ac.) ,- i- nunoTT Trom cnls scream = Time of concentration = 18.38 min. is.u>a(~ra) Rainfall intensity = 2.048(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 73.322 27.35 1.585 2 13.055 18.38 2.048 Pmax(1) = 1.000 * 1.000 * 73.322) + 0.774 * 1.000 * 13.055) + = 83.427 Qmax(2) = 1.000 * 0.672 * 73.322) + 1.000 * 1.000 * 13.055) + = 62.344 Total of 2 streams to confluence: Flow rates before confluence point: maximum flow rates at confluence using, above data: 83.427 62.344 Area of streams before confluence: 81.670 13.490 Results of confluence: Total flow rate = 83.427(CFS) Time of concentration = 27.347 min. Effective stream area after confluence = 95.160(Ac.) 73.322 13.055 ...................................................................... Process from Point/Station 19.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** BAS/# ‘c I Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the TC = [11.9*length(Mi)*3)/(elevation change)]^.385 *60(min/hr) + 10 min. natural watersheds nomograph (App X-A) Highest elevation = 198.00(Ft.) Initial subarea flow distance = 600.00(Ft.) Lowest elevation = 162.00(Ft.) Elevation difference = 36.00(Ft.) TC=[(11.9*0.1136*3)/( 36.00)1^.385= 3.18 + 10 min. = 13.18 min. Rainfall intensity (I) = 2.538 for a 10.0 year storm Subarea runoff = Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 3.792(CFS) Total initial stream area = 3.320(6c.) End of computations, total study area = 141.34 (AC.) HYDROLOGY: EXISTING CONDITION 100 YEAR STORM # San Diego County Rational Hydrology Program cIVILCADD/CIVILOESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Oiego County Flood Control Division 1985 hydrology manual Rational Hydrology Study ' Date: 1/22/93 .- 'j ALTA MIRA PARK EXISTING CONDITION .- 100 YEAR FLOW i FILE: ALTA .................................... ! ******X** Hydrology Study Control Information ********** - .................................... j.. - Rational hydrology study storm event year is 100.0 - Map data precipitation entered: 6 hour, precipitation(inches) I: 2.800 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 62.2% San Diego hydrology manual 'C' values used Runoff coefficients by rational method - 24 hour precipitation(inches) = 4.500, '. - 1 !- +++++++f++++++++++++++~+++++i+++++++i++++++++++++i++++++++i+++i++++it+ Process from Point/Station 1.000 to Point/Station 2.000 **** 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the TC = [11.9*length(Mi)-3)/(elevation change)]-.385 *60(min/hr) + 10 min. Highest elevation = 312.00(Ft.) Initial subarea flow distance = 760.00(Ft.) Lowest elevation = 225.00(Ft.) Elevation difference = 87.00(Ft.) TC=[(l1.9*0.1439^3)/( 87.00)]-.385= 2.97 + 10 min. = 12.97 min. Rainfall intensity (I) = 3.989 for a 100.0 year Storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.450 Subarea runoff = 13.82O(CFS) Total initial stream area = 7.700(Ac.) &S/M A I/ - .- - natural watersheds nomograph (App X-A) ...................................................................... Process from Point/Station 2.000 to Point/Station 3.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 225.00(Ft.) Downstream point elevation = 157.00(Ft.) Channel length thru subarea = 1700.00(Ft.) Channel base width = 20.000(Ft.) Slope or '2' of left channel bank = 10.000 *&up.= I AZ"L -,",,*a" "...,,. - Manning's 'N' = 0.030 Maximum depth of channel = 2.000(Ft.) Depth of flow = 0.198(Ft.) Flow(q) thru subarea = Average velocity = 3.176(Ft/s) Channel flow top width = 23.960(Ft.) Flow Velocity = 3.18(Ft/s) Travel time = 8.92 min. Time of concentration = 21.90 min. Critical depth = 0.234(Ft.) A v . vvv 13.82O(CFS) ...................................................................... process from Point/Station 2.000 to Point/Station 3.000 X*** 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 [RURAL (hreater than 1/2 acre) area type;. 1 Time of concentration = 21.90 min. Rainfall intensity = Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.450 2.846(In/Hr) for a 100.0 year storm Subarea runoff = 27.699(CFS) for 21.630(Ac.) Total runoff = 41.52O(CFS) Total area = 29.33(Ac.) ....................................................................... Process from Point/Station 3.000 to Point/Station 4.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 157.00(Ft.) Downstream point elevation = 149.00(Ft.) Channel length thru subarea = 350.00(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Manning's 'N' = 0.030 Maximum depth of channel = 41.52O(CFS) 2.000(Ft.) Depth of flow = 0.455(Ft.) Flow(q) thru subarea = Average velocity = 4.185(Ft/s) Channel flow top width = 23.638(Ft.) Flow Velocity = 4.18(Ft/s) Travel time = Time of concentration = 23.29 min. 1.39 min. Critical depth = 0.492(Ft.) ...................................................................... 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 [RURAL (greater than 1/2 acre) area type 1 !A,,,- VI CVIIbGIIL., OILIV,, - Rainfall intensity = 2.735(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-arsa, Rational method,P=KCIA, C = 0.450 Subarea runoff = 16.65O(CFS) for 13.530(Ac.) Total runoff = 58.17O(CFS) Total area = 42.86(Ac.) &.I. L I ,,,A I, - ...................................................................... - Process f rom Point/Station 6.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** gqs/h/ '8' . 1- ", I !- 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the TC = [11.9*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 min. natural watersheds nomograph (App X-A) Highest elevation = 312.00(Ft.) Initial subarea flow distance = 900.00(Ft.) Lowest elevation = 225.00(Ft.) Elevation difference = 87.00(Ft.) TC=[(11.9*0.1705^3)/( 87.00)]^.385= 3.61 + 10 min. = 13.61 min. Rainfall intensity (I) = 3.866 for a 100.0 year storm Subarea runoff = Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 15.572(CFS) Total initial stream area = 8.950(Ac.> ...................................................................... Process from Point/Station 7.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 8.000 Upstream point elevation = 225.00(Ft.) Downstream point elevation = 168.00(Ft.) Channel base width Channel length thru subarea = 1240.00(Ft.) = 10.000(Ft.) Slope or '2' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Manning's 'N' = 0.030 Maximum depth of channel = Flow(q) thru subarea = 2.000(Ft.) 15.572(CFS) Depth of flow = 0.294(Ft.) Average velocity = 4.092(Ft/s) Channel flow top width = 15.881(Ft.) Flow Velocity = 4.09(Ft/s) Travel time = 5.05 min. Critical depth = Time of concentration = 18.66 min. 0.371(Ft.) ...................................................................... Process from Point/Station **** SUBAREA FLOW ADDITION **** 7.000 to Point/Station 8.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 - Decimal fraction soil group C = 0.000 !- Time of concentration = 18.66 min. Rainfall intensity = 3.154(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.450 Subarea runoff = 32.677(CFS) for 23.020(Ac.) Total runoff = 48.248(CFS) Total area = 31.97(~~.) ~nvnn~ kylracr~ ~rtav, I,L aL1-I at wa ~ypa A 21 ...................................................................... Process from Point/Station 8.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 9.000 Upstream point elevation = 168.00(Ft.) Downstream point elevation = 116.00(Ft.) Channel length thru subarea = 1450.00(Ft.) Channel base width = 10.000(Ft.) Slope or ‘Z’ of left channel bank = 2.000 Manning’s ’N’ Slope or ’Z’ of right channel bank = 2.000 = 0.030 Maximum depth of channel = 2.000(Ft.) Depth of flow = 0.657(Ft.) Flow(q) thru subarea = 48.248(CFS) Average velocity = 6.485(Ft/s) Channel flow top width 5: 12.630(Ft.) Flow Velocity = 6.49(Ft/s) Travel time = Time of concentration = 22.39 min. 3.73 min. Critical depth = 0.844(Ft.) ...................................................................... Process from Point/Station 8.000 to Point/Stdtion **** 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 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity = Time of concentration = 2.805(In/Hr) for a 100.0 year storm 22.39 min. Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 21.887(CFS) for 17.340(Ac.) Total runoff = 70.136(CFS) Total area = 49.31(Ac.) 9.000 ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 9.100 to Point/Station 9.000 User specified ’C’ value of 0.850 given for subarea Time of concentration = Rainfall intensity = 22.39 min. 2.805(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P:KCIA, C = 0.850 Subarea runoff = Total runoff = 13.59O(CFS) for 83.726(CFS) Total area = 5.700(Ac.) 55.01(Ac.) ...................................................................... Process f rorn Point/Station 9.000 to Point/Station 12.000 "-". II-,rn""LV "l,n,.,7LL In""LL IIIIL --" " Upstream point elevation = 116.00(Ft.) Downstream point elevation = 110.00(Ft.) Channel length thru subarea = 450.00(Ft.) Channel base width Slope or 'Z' of left channel bank = 2.000 Manning's 'N' Slope or 'Z' of right channel bahk = '. . 2.000 = 0.030 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 83.726(CFS) Depth of flow = 1.649(Ft.) Average velocity = 6.117(Ft/s) Channel flow top width = 11.597(Ft.) Flow Velocity = 6.12(Ft/S) Travel time = 1.23 min. Time of concentration = 23.62 min. Critical depth = 1.641(Ft.) - - S.OOO(Ft.) ...................................................................... Process from Point/Station 9.000 t.0 Point/Station **** CONFLUENCE OF MINOR STREAMS **** 12.000 - Along Main Stream number: 1 in normal stream number 1 Stream flow area = 55.010(AC.) Runoff from this stream = 83.726(CFS) Time of concentration = 23.62 min. - Rainfall intensity = 2.710(In/Hr) ...................................................................... Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** - Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the TC = [11.9*length(Mi)~3)/(elevation change)]^.385 *60(min/hr) + 10 min. natural watersheds nomograph (App X-A) Initial subarea flow distance = 600.00(Ft.) Highest elevation = 187.00(Ft.) Lowest elevation = lSO.OO(Ft.) Elevation difference = 37.00(Ft.) TC=[(11.9*0.1136-3)/( 37.00)1^.385= 3.14 + 10 min. = 13.14 min. Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 5.873(CFS) - Decimal fraction soil group D = 1.000 - - - Rainfall intensity (I) = 3.955 for a 100.0 year storm - Total initial stream area = 3.300(Ac.) ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 11.000 to Point/Station 12.000 - - Upstream point elevation = 150.00(Ft.) Downstream point elevation = 110.00(Ft.) Lnannel lerlyLr1 Lrlr~u 3uuar.ua - Channel base width '~JU.UU{T L. J Slope or 'Z' of left channel bank = 4.000 Slope or '2' of right channel bank = 4.000 Manning's 'N' = 0.030 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 5.873(CFS) Depth of flow = 0.262(Ft.) Average velocity = 3.715(Ft/s) Channel flow top width = 7.092(Ft.) Flow Velocity = 3.71(Ft/s) Travel time = 4.26 min. Time of concentration = 17.41 min. Critical depth = 0.320(Ft.) - - 5.000(Ft.) ...................................................................... Process from Point/Station 11.000 to Point/Station **** SUBAREA FLOW ADDITION **X* 12.000 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 . CRURAL (greater than 1/2 acre) area type 1 Time of concentration = 17.41 min. Rainfall intensity = Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 3.300(In/Hr) for a 100.0 year storm Subarea runoff = 14.224(CFS) for Total runoff = 9.580(Ac.) 20.097(CFS) Total area = 12.88(Ac.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 11.000 to Point/Station 12.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.880(Ac.) Runoff from this stream = 2O.O97(CFS) Time of concentration = 17.41 min. Rainfall intensity = 3.300(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 83.726 2 20.097 23 - 62 17.41 Qmax(1) = 2.710 3.300 1.000 * 1.000 * 0.821 * 83.726) + 1.000 * 20.097) + = 100.233 1 .ooo * 1.000 * 0.737 * 1.000 * 83.726) + 20.097) + = 81.809 Qmax( 2) = Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 83.726 20.097 IVV. Laa Area of streams before confluence: 55.010 12.880 Results of confluence: Total flow rate = 100.233(CFS) Time of concentration = 23.617 min. Effective stream area after confluence = 67.890(Ac.) 01 .UV7 27 ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 12.000 to Point/Station 13.000 Upstream point elevation = 110.00(Ft.) Downstream point elevation = 107.50(Ft.) Channel length thru subarea = 265.00(Ft.) Channel base width = 10.000(Ft.) Slope or '2' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 100.233(CFS) ;. Depth of flow = 1.474(Ft.) Average velocity = 4.280(Ft/s) Channel flow top width = 21.788(Ft.) Flow Velocity = 4.28(Ft/s) Travel time = 1.03 min. Time of concentration = 24.65 min. Critical depth = 1.234(Ft.) ++++++++.y++++++++++++t+++++++++t++++t+++t++++++tt+++++++++++++++++++t+ Process from Point/Station 12.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 13.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 67.890(Ac.) Runoff from this stream = 100.233(CFS) Time of concentration = 24.65 min. Rainfall intensity = 2.636(In/Hr) ...................................................................... Process from Point/Station 14.000 to Point/Station 15.000 **** 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 min. Initial subarea flow distance = 600.00(Ft.) Highest elevation = 185.10(Ft.) Lowest elevation = 155.00(Ft.) TC=c(11.9*0.1136^3)/( 30.10)]^.385= 3.40 + 10 min. = Elevati,on difference = 30.10(Ft.) Rainfall intensity (I) = 13.40 min. 3.905 for a 100.0 year storm r- tttecL1ve runoTT CoeTTlclent usea Tor area (u=nc.~~) 1s c. = u.43~ Subarea runoff = 7.996(CFS) Total initial stream area = 4.550(Ac.) d2 ...................................................................... Process from Point/Station 15.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 13.000 Upstream point elevation = 155.00(Ft.) Downstream point elevation = 107.50(Ft.) Channel length thru subarea = 980.00(Ft.) Channel base width - - 5.000(Ft.) Slope or '2' of left channel bank = 2.000 Slope or '2' of right channel bank = 2.000 Manning's 'N' = 0.030 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 7.996(CFS) Depth of flow = 0.310(Ft.) Average velocity = 4.588(Ft/s) Channel flow top width = 6.240(Ft.) . Flow Velocity = 4.59(Ft/s) Travel time = 3.56 min. Time of concentration = 16.97 min. Critical depth = 0.406(Ft.) ............................................................................ Process from Point/Station 15.000 to Point/Station **** SUBAREA FLOW ADDITION **** 13.000 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = 16.97 min. Rainfall intensity I: 3.355(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.450 Subarea runoff = Total runoff = 13.934(CFS) for 21.93O(CFS) Total area = 9.230(Ac.) 13.78(Ac.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 15.000 to Point/Station 13.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 13.780(Ac.) Runoff from this stream = 21.93O(CFS) Time of concentration = 16.97 min. Rainfall intensity = 3.355(In/Hr) Summary of stream data: Stream Flow rate - TC Rainfall Intensity No. (CFS) (min) (In/Hr) - 1 100.233 24.65 2 21.930 16.97 2.636 3.355 umaxtl) = 1.000 * 1.000 * 100.233) + 0.786 * 1.000 * 21.930) + = 117.468 Qmax(2) = 1.000 * 0.688 * 100.233) + 1.000 * 1.000 * 21.930) + = 90.917 Total of 2 streams to confluence: - Flow rates before confluence point: 100.233 21.930 Maximum flow rates at confluence using above data: - 117.468 90.917 Area of streams before confluence: 67.890 13.780 Results of confluence: Total flow rate = 117.468(CFS) Time of concentration = 24.649 min. - ~. , Effective stream area after confluence = 81.670(Ac.) " ,- - ! ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 13.009 b Point/Station 16.000 Upstream point elevation = 107.50(Ft.) Downstream point elevation = 83.00(Ft.) ' Channel length thru subarea = Channel base width 500.00(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = Z.OOO(Ft.) Depth of flow = 1.982(Ft.) Average velocity = 9.941(Ft/s) Channel flow top width = 9.926(Ft.) Flow Velocity = 9.94(Ft/s) Travel time = 0.84 min. Time of concentration = 25.49 min. Critical depth = 2.422(Ft.) - - 2.000(Ft.) Flow(q) thru subarea = 117.468(CFS) ...................................................................... Process f rom Point/Station 13.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 16 - 000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 81.670(AC.) Runoff from this stream = 117.468(CFS) Time of concentration = 25.49 min. Rainfall intensity = 2.580(In/Hr) ...................................................................... **** INITIAL AREA EVALUATION **** Process from Point/Station 17.000 to Point/Station 18.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Declmal tractlon sol1 group u = 1.~00 [RURAL (greater than 1/2 acre) area type Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)^3)/(elevation change)]-.385 *60(min/hr) + 10 min. Highest elevation = 185.00(Ft.) Initial subarea flow distance J 760.00(Ft.) Lowest elevation = 150.00(Ft.) Elevation difference = 35.00(Ft.) TC=C(11.9*0.1439A3)/( 35.00)]-.385= 4.22 + 10 min. I Rainfall intensity (I) = 3.759 for a 100.0 year storm 14.22 min. Subarea runoff = 6.36O(CFS) Total initial stream area = 3.760(Ac.) ;I/ 1 - " Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 ....................................................................... Process from Point/Station 18.000 to Point/Station 16.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 150.00(Ft.) Downstream point elevation = 83.00(Fb.) Channel length thru subarea = 1000.00(Ft.) Channel base width - - 5.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or '2' of right channel bank = 2.000 Manning's 'N' 0.030 Maximum depth of channel = Flow(q) thru subarea = 2.000(Ft.) Depth of flow = 0.246(Ft.) Average velocity = 4.699(Ft/s) Channel flow top width = 5.986(Ft.) Flow Velocity = 4.70(Ft/s) Travel time = 3.55 min. Critical depth = Time of concentration = 17.77 min. 0.352(Ft.) 6.36O(CFS) - ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 18.000 to Point/Station 16.000 - Decimal fraction soil group A = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = 17.77 min. Rainfall intensity = 3.256(In/Hr) for a 100.0 year storm Subarea runoff = Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 14.257(CFS) for 9.730(Ac.) .- - " Total runoff = 20.617(CFS) Total area = 13.49(Ac.) - ...................................................................... Process from Point/Station 18.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** - Along Main Stream number: 1 in normal stream number 2 Stream flow area = 13.490(Ac.) i RunOtT TrOm tnls stream = zV.6lf(ctS) Time of concentration = 17.77 min. Rainfall intensity = 3.256(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 117.468 2 25.49 20.617 2.580 17.77 3.256 Qmax(1) = 1.000 * 1.000 * 117.468) + 0.792 * 1.000 * 20.617) + = 133.805 1.000 * 1.000 * 0.697 * 117.468) + Pmax( 2) = 1.000 * 20.617) + = 102.510 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using, akove data: 133.805 102.510 Area of streams before confluence: 81.670 13.490 Results of confluence: Total flow rate = 133.805(CFS) Time of concentration = Effective stream area after confluence = 25.488 min. 95.160(Ac.) 117.468 20.617 ...................................................................... Process from Point/Station **** INITIAL AREA EVALUATION **** 19.000 to Point/Station 20.000 BASIN %! ~~ 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 CRURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the natural watersheds nomograph (App X-a) TC = [11.9*length(Mi)^3)/(elevation change)l^.385 *60(min/hr) + 10 rnin. Initial subarea flow distance = 600.00(Ft.) Highest elevation = 198.00(Ft.) Lowest elevation = 162.00(Ft.) Elevation difference = 36.00(Ft.) TC=C(11.9*0.1136~3)/( 36.00)1-.385= 3.18 + 10 min. = 13.18 min. Rainfall intensity (I) = 3.948 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = S.SSS(CFS) Total initial stream area = End of computations, total study area = 3.320(Ac.) - 141.34 (AC.) 39 HYDROLOGY: PROPOSED CONDITION 10 YEAR STORM 40 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 4/ 9/93 POINSETTIA COMMUNITY PARK PROPOSED CONDITION 100 YEAR FLOW FILE; AMPA .................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.800 :. 24 hour precipitation(inches) = 3.200' Adjusted 6 hour precipitation (inches) = 1.800 Pb/P24 = 56.3% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ...................................................................... Process f rom Point/Station 101 .OOO to Point/Station **** INITIAL AREA EVALUATION **** 102.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Pecimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 3 TC = [11.9*length(Mi)^3)/(elevation change)1^.385 *60(min/hr) + 10 min natural watersheds nomograph (App X-A) Highest elevation = 312.00(Ft.) Lowest elevation = 225.00(Ft.) TC=[(11.9*0.1439^3)/( 87.00)1^.385= 2.97 + 10 min. = Elevation difference = 87.OO(Ft.) Rainfall intensity (I) = 2.564 for a 10.0 year storm 12.97 rnin. Effective runoff coefficient used for area [Q=KCIA) is C = 0.450 Total initial stream area = 7.700(Ac.) - Time of concentration computed by the - Initial subarea flow distance = 760.00(Ft.) - - Subarea runoff = 8.885(CFS) - ...................................................................... Process from Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 102.000 to Point/Station 103.000 - Upstream point elevation = 225.00(Ft.) Downstream point elevation = 154.00cFt.) Channel base width = 20.000(Ft.) Slope or '2' of left channel bank = 10.000 - Channel length thru subarea = 1700.00(Ft.) I I !- Slope or 'Z' of right channel bank = 10.000 Manning's 'N' = 0.030 Maximum depth of channel = S.OOO(Ft.) Flow(q) thru subarea = 8.885(CFS) Depth of flow = 0.151(Ft.) Average velocity = 2.740(Ft/sj Channel flow top width = 23.015(Ft:) Flow Velocity = 2.74(Ft/s) Travel time = 10.34 min. Time of concentration = 23.31 min. Critical depth = 0.178CFt.) ....................................................................... Process from Point/Station 102.000 to PointjStation X*** SUBAREA FLOW ADDITION **** 103.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 6 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 : [RURAL (greater than 1/2 acre) area type' I Time of concentration = 23.31 min. Rainfall intensity = 1.757(In/Hrj for a Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 10.0 year storm Subarea runoff = 17.1oo(c~s) for 21.630(~c.j Total runoff = 25.984(CFS) Total area = 29.33(Ac.) ...................................................................... Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 154.00CFt.) Downstream point/station elevation = 150.33(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. 0.f pipes = 1 Required pipe flow = 25.984CCFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 25.984(CFS) Normal flow depth in pipe = 6.86(In. j Flow top width inside pipe = 25.19(In.) Critical Depth = 20.84(In.) Pipe flow velocity = 30.74(Ft/S) Travel time through pipe = Time of concentration (TC) = 0.01 min. 23.32 min. ....................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from PointjStation 103.000 to Point/Station 104.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = Runoff from this stream = 29.330(Ac.) 25.984(CFSj Rainfall intensity = Time of concentration = 23.32 min. 1.756(In/Hr) ++++++++++++++++C++++++++++++++++++++++i+++++++++++++++++i++++++++++++ Process f rom Point/Station 104.100 to Point/Station 104.000 %*** INITIAL AREA EVALUATION **** 42 I- - .~~ ~~ ~ 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 [INDUSTRIAL area type J Initial subarea flow distance = 1200.00(Ft.) Highest elevation = 181.00(Ft.) Lowest elevation = 158.40(Ft.) Elevation difference = 22.60tFt.) Time of concentration calculated by the urban areas overland flow method (App X-Cj = TC = [1.8*(1.l-C)*distance^.5)/(% slope^(l/3)] 7.57 min. TC 2 [1.8*(1.1-0.9500)*(1200.00'~.5)/( 1.88..(1/3)J= 7.57 Rainfall intensity (I) = Effective runoff coefricient used for area (Q=KCIA) is C = 0.950 3.628 for a 10.0 year storm Subarea runoff = 3.929(CFS) Total initial stream area = 1.140CAc.) i+iiiiiiiiiiiiiiiiiiiiiiiiiiii+i+ii+ii~i+++iiiiiiiiiiiiiiiiiiiiii+~ii+ **** CONFLUENCE OF MINOR STREAMS **X* Process f rom Point/Station 104.100 to Point/Station 104.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = l.lJ-O(AC.) Runoff from this stream = 3.929(CFS) Time of concentration = Rainfall intensity = 3.628(In/Hr) 7.57 rnin. Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (min) (In/Hr) 1 2 25.984 23.32 1.756 3.929 7.57 3.628 Qmax(1) = 1.000 * 1.000 0.484 * 25.984j i 1.000 * 3.929) i = 27.887 Qmax(2) = 1.000 * 0.325 * 25.984) i 1.000 * 1.000 * 3.929) i = 12.368 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 27.887 12.368 Area of streams before confluence: 29.330 1.140 Results of confluence: Total flow rate = 27.887(CFS) Time of concentration = Effective stream area after confluence = 23.321 min. 30.470( Ac 25.984 3.929 iiiiiiiiiii+iii+ii+iiiiiiiii++iiii+iiiiii~~~ii~~~~~~~+~~~~+~~~~~~~~~~i Process f rorn Point/Station 104.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 43 upstream point/station elevation = 150.00(Ft.) Downstream point/station elevation = 148.50(Ft.) Pipe length 39.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.887(CFS) Given pipe Size = 30.00(In.) Calculated individual pipe flow = 27.887(CFS) Normal flow depth in pipe = 12.21(In.) Flow top width inside pipe = 29.48(In.) Critical Depth = 21.61(In.) pipe flow velocity = 14.86(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 23.37 min. ++i+i+++ii+ii+++i+++i++~++ii++iiii+ii+++ii++++i+++++ii+iii++iiii++++ii process from Point/Station 104.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** Along Wain Stream number: 1 in normal stream number 1 Stream flow area = 30.470(Ac.) Runoff from this stream = 27.887(CFSj Rainfall intensity = Time of concentration = 23.37 min. 1.754(In/Hr) ~+i+ii++i+ii+++++i+i~++ii++~+i+~iii~+~i+++i+i~++ii++iii++i~iii+++iii++ Process from Point/Station 105.100 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction Soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type 1 Initial subarea flow distance = 1200.00(Ft.) Highest elevation = 181.00(Ft.) Lowest elevation = 158.40(Ft.) Elevation difference = 22.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = TC = [1.8*(1.l-C)*distance-.S)/(% slope^(1/3)] 7.57 min. TC = [1.8*(l.l-0.9S00)*(1200.00~.5)/( 1.88"(1/3)1= 7.57 Rainfall intensity (I) = Effective runoff coefficient used for area (Q'KCIA) is C = 0.950 3.628 for a 10.0 year storm Subarea runoff = 3.205(CFS) Total initial stream area = o.~~o(Ac.) ii+++i++iii+ii++++~++++++++++++~+iiii+ii++i+++++++++++i++~++i+ii+i~.i++++ **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 105.000 to Point/Station 106.000 Upstream point/station elevation = 151.00(Ft.) Downstream point/station elevation = 149.50(Ft.) Pipe length = 5.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.205(CFS) Given pipe size = Calculated individual pipe flow = 18.00(In.) 3.205(CFS) Normal flow depth in pipe = 2.92(In.) Flow top width inside pipe = 13.27(In.) Critical Depth = 8.17(In.) Pipe flow velocity = 17.23(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.58 min. 44 ....................................................................... process from Point/Station 105.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 106.000 Glong Main Stream number: 1 in normal stream number 2 Stream flow area = o.~~o(Ac.) Runoff from this stream = 3.205(CFS) Time of concentration = Rainfall intensity = 3.627(In/Hr) 7.58 min. Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (rnin) (In/Hr) 1 27.887 23.37 2 3.205 7.58 3.627 1.754 Qmax( 1 ) = 1.000 * 1.000 * 27.887) + 0.484 * 1.000 * 3.205) + = 29.437 Qmax(2) = 1.000 * 0.324 * 27.887) + 1.000 * 1.000 * 3.205) + = 12.251 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 29.437 12.251 Area of streams before confluence: 30.470 0.930 Results of confluence: Total flow rate = 29.437(CFS) Time of concentration = Effective stream area after confluence = 23.365 min. 31.400(Ac.) 27.887 3.205 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 106.000 to Point/Station 107.000 Upstream point/station elevation = 148.17(Ft.) Downstream point/station elevation = 146.33(Ft.) Pipe length = 90.54(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 29.437(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 29.437(CFS) Normal flow depth in pipe = 15.06(In.) Critical Depth = 22.20(In.) Flow top width inside pipe = 30.00(In.) Pipe flow velocity = 11.93(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 23.49 min. 45 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 107.000 to Point/Station 108.000 Upstream point/station elevation = 146.00(Ft.) Downstream point/station elevation = 141.20(Ft.) Pipe length = 240.61(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow I: 29.437(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 29.437(CFS) Normal flow depth in pipe = 15.14(In.) Critical Depth = 22.20(In.) Flow top width inside pipe = 30.00(In.) Pipe flow velocity = 11.85(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.34 min. 23.83 min. ....................................................................... Process f rom Point/Station 108.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 109.000 Upstream point/station elevation = 140.70(Ft.) Downstream point/station elevation = 139.93(Ft.j Pipe length = 39.23(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 29.437(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 29.437(CFS) . Normal flow depth in pipe = 13.88(In.) Critical Depth = 21.07(In.) Flow top width inside pipe = 35.04(In.) Pipe flow velocity = 11.71(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 23.89 min. ........................................................................ **** CONFLUENCE OF MAIN STREAMS **** Process from Point/Station 108.000 to Point/Station 109.000 The following data inside Main Stream is listed: Stream flow area = In Main Stream number: 1 Runoff from this stream = 31.400(Ac.) 29.437CCFS) Time of concentration = 23.89 min. Rainfall intensity = 1.730(In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 110.100 to Point/Station **** INITIAL AREA EVALUATION **** 110.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group ‘A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 46 Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 min. Initial subarea flow distance = lOOO.OO(Ft.) Highest elevation = 182.50(Ft.) Lowest elevation = 145.00(Ft.) TC=[(ll.9*0.18?4^3)/( 37.50)]^.385= 5.64 i 10 min. = Elevation difference = 37.50(Ft.) Rainfall intensity (I) = 15.64 min. Effective runoff coefficient used for area (Q-KCIA) is C = 0.450 2.272 for a 10.0 year storm Subarea runoff = 11.75O(CFS) Total initial stream area = 11.4?0(Ac.) +++++i+i++i++++i+i+++++i+i~~+++++++++++++ii++++i+i++i++i+++++++++i~i+++ **** PIPEFLOW TRAVEL TINE (User specified size) **** Process f rom Point/Station 110.000 to Point/Station 111.000 Upstream point/station elevation = 141.2?(Ft.) Downstream point/station elevation = 140.83(Ft.) Pipe length = 8.00(Ft.) Manning's N = 0.013 No. 0-f pipes = 1 Required pipe flow = 11.75O(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 11.75O(CFS) Normal flow depth in pipe E: 6.60(In.) Critical Depth = 13.05(In.) Flow top width inside pipe = 27.37(In.) Pipe flow velocity = 13.22(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.01 min. 15.65 min. ++i+++ii+++++i+iii++i++i+++++++i+++i+i+++iiii+ii+iiiii+i+ii+++++i+++++ ***X CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 110.000 to Point/Station 111.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 11.490(Ac.) Runoff from this stream = 11.75O(CFS) Time of concentration = 15.65 min. Rainfall intensity = 2.271(In/Hr) ++++++++++i+i+i+++++i+++i++i+++++i+iiii+~++i+i++++++i~+++++++i+++++i+i **** INITIAL AREA EVALUATION **** Process from Point/Station 111.100 to Point/Station 111.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group D = 1.000 Decimal fraction soil group C = 0.000 [INDUSTRIAL area type 1 Highest elevation = 169.80CFt.) Initial subarea flow distance = 568.00CFt.) Lowest elevation = 150.00(Ft.) Time of concentration calculated by the urban Elevation difference = 19.80(Ft.) areas overland flow method (App x-c) = TC [1.8*(l.l-C)*distance.'.5)/(~ slopeA(l/3)] 4.24 min. I- I- , -. i I- TC = [l.8*(1.1-0.9500)*(568.00~.5)/( 3.49^(1/3)]= 4.24 Setting time of concentration to 5 minutes Rainfall intensity (I) I: 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q-KCIR) is C = 0.950 Subarea runoff = 3.739(CFS) Total initial stream area = 0.830(Rc.) 47 ++++++++++++++++++++++++++++++++++f++++++++i+i++i++++++++++++i+ii+i++++++i+ Process from Point/Station 111.100 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS **** Rlong Main Stream number: 2 in normal stream number 2 Stream flow area = 0.830(Ac.) Runoff from this stream = 3.739CCFS) Time of concentration = 5.00 min. Rainfall intensity = 4.743(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 11.750 15.65 Qmax(1) = 3.739 2.271 5.00 4.743 0.479 * 1.000 * 1.000 * 11.750) + 1.000 * 3.739) i = 13.541 Qmax(2) = 1.000 * 0.319 * 11.750) + 1.000 * 1.000 * 3.739) + = 7.492 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 13.541 7.492 Area of streams before confluence: 11.490 0.830 Results of confluence: Total flow rate = 13.541(CFS) Time of concentration = 15.654 min. Effective stream area after confluence = 12.320(Ac.) 11.750 3.739 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 111.000 to Point/Station 109.000 Upstream point/station elevation = 140.50(Ft.) Downstream point/station elevation = 139.93(Ft.) Pipe length = No. of pipes = 1 Required pipe flow = 28.75(Ft.) Manning’s N = 0.013 Given pipe size = 36.00(In.) 13.541(CFS) Calculated individual pipe flow = Normal flow depth in pipe = 13.541(CFS) Flow top width inside pipe = 31.44(In.) 9.23(In.) Critical Depth = 14.03(In.) Pipe flow velocity = 9.45(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 15.70 min. 48 ...................................................................... process from Point/Station 111 .OOO to Point/Station 109.000 X*** CONFLUENCE OF MGIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.320(~c.j Runoff from this stream = 13.541(CFS) Time of concentration = 15.70 min. Rainfall intensity = 2.267(In/Hrj Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (min) (In/Hr) 1 2 29.437 23.89 13.541 15.70 Qmax(1) 1: 1.730 i2.267 1.000 * 1 .ooo * 29.437) + 0.763 * 1.000 * 13.541) + = 39.769 Qmax(2j = 1 .ooo * 0.657 * 29.437) + 1.000 * 1.000 * 13.541) + = 32.896 Total of 2 main streams to confluence: Flow rates before confluence point:, Maximum flow rates at confluence using above data: 39.769 32.896 Area of streams before confluence: 31.400 12.320 29.437 13.541 Results of confluence: Total flow rate = 39.769(CFSj Time of concentration = 23.886 min. Effective stream area after confluence = 43.720(Ac.) End of computations, total study area = 43.72 (6c.j 43 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 1/24/93 .................................... ALTA MIRA PARK /ow. BAS/- B PROPOSED CONDITION 10 YEAR FLOW FILE: AMP8 .................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 10.0 6 hour, precipitation(inches) = 1.800 Map data precipitation entered: Adjusted 6 hour precipitation (inches) = 1.800 24 hour precipitation(inches) = 3.200'. P6/P24 = 56.3% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ...................................................................... Process from Point/Station 6.000 to Point/Station **** INITIAL AREA EVALUATION **** 7.000 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the TC = [11.9*length(Mi)^3)/(elevation change)1^.385 *60(min/hr) + 10 min. natural watersheds nomograph (App X-A) Initial subarea flow distance = 900.00(Ft.) Highest elevation = 312.00(Ft.) Lowest elevation = 225.00(Ft.) Elevation difference = 87.00(Ft.) TC=[(11.9*0.1705^3)/( 87.00)1^.385= 3.61 + 10 min. = Rainfall intensity (I) = 13.61 min. Effective runoff coefficient used for area (P=KCIA) is C = 0.450 2.486 for a 10.0 year storm Subarea runoff = lO.OlO(CFS) Total initial stream area = 8.950(Ac.) ...................................................................... Process from Pointistation 7.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 225.00(Ft.) Downstream point elevation = Channel length thru subarea = 1240.00(Ft.) Channel base width Slope or 'Z' of left channel bank = 10.000 = lO.OOO(Ft.) 8.000 168.00(Ft.) Slope or 'Z' ot rlght channel bank = 10.000 Manning's 'N' Maximum depth of channel = = 0.030 2.000(Ft.) Flow(q) thru subarea = lO.OlO(CFS) Depth of flow = 0.229(Ft.) Average velocity = 3.548(Ft/s) Channel flow top width = 14.590(Ft,) Flow Velocity = 3.55(Ft/s) Travel time = 5.83 min. Time of concentration = 19.44 min. Critical depth = 0.285(Ft.) ...................................................................... Process from Point/Station 7.000 to Point/Station **** SUBAREA FLOW ADDITION **** 8.000 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 CRURAL (greater than 1/2 acre) area tyde 1 Rainfall intensity = Time of concentration = 1.975(In/Hr) for a 19.44 min. 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 20.463(CFS) for 23.020(Ac.) Total runoff = 30.473(CFS) Total area = 31.97(Ac.) ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 8.000 to Point/Station 9.000 Upstream point elevation = Downstream point elevation = Channel length thru subarea = 1450.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' Maximum depth of channel = = 0.030 Flow(q) thru subarea = 30.473(CFS) 2.000(Ft.) Depth of flow = 0.502(Ft.) Average velocity = 5.517(Ft/s) Channel flow top width = 12.008(Ft.) Flow Velocity = 5.52(Ft/s) Travel time = 4.38 min. Time of concentration = 23.82 min. Critical depth 0.633(Ft.) 168.00(Ft.) 116.00(Ft.) ........................................................................ Process from Point/Station 8.000 to Point/Station **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 CRURAL (greater than 1/2 acre) area type 1 9.000 !- I- ! !- i Time of concentration = 23.82 rnin. 31 Rainfall intensity = 1.733(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 12.608(CFS) for 16.170(Ac.) Total runoff = 43.081(CFS) Total area = 48.14(Ac.) ...................................................................... Process from Point/Station **** SUBAREA FLOW ADDITION **** 9.100 to Point/Station 9.000 Decimal fraction soil group CI = 0.000 Decimal fraction soil group E = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 Time of concentration = Rainfall intensity = 1.733(In/Hr) for a 23.82 min. 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 8.395(CFS) for 5.700(Ac.) Total runoff = 51.476(CFS) Total area = 53.84(Ac.) ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 9.000 to Point/Station 35.000 Upstream point elevation = 116.00(Ft.) Downstream point elevation = 113.00(Ft.) Channel length thru subarea = Channel base width 280.00(Ft.) Slope or ’2’ of left channel bank = 2.000 Manning’s ’N’ Slope or ’Z’ of right channel bank = 2.000 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 51.476(CFS) Depth of flow = 1.354(Ft.) Average velocity = 4.934(Ft/s) Channel flow top width = 10.415(Ft.) Flow Velocity = 4.93(Ft/s) Travel time = Time of concentration = 24.77 min. 0.95 min. Critical depth = 1.250(Ft.) - - 5.000(Ft.) = 0.030 ...................................................................... Process from Point/Station 9.000 to Point/Station **** SUBAREA FLOW ADDITION **** 35.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Time of concentration = Rainfall intensity = 24.77 min. 1.690(In/Hr) for a Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.450 10.0 year storm Subarea runoff = 1.247(CFS) for 1.640(Ac.) Total runoff = 52.723(CFS) Total area = 55.48(Ac.) [RURAL (greater than 1/2 acre) area type 1 JZ ...................................................................... Process from Point/Station 9.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 35.000 i Along Main Stream number: 1 in normal stream number 1 Stream flow area = 55.480(Ac.) . Runoff from this stream = 52.723(CFS) Rainfall intensity = Time of concentration = 24.77 min. 1.690(In/Hr) ........................................................................ Process from Point/Station 34.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** FRdM B9d s3 Decimal fraction soil arouD B = 0.000 Decimal fraction soil group A = 0.000 (SEE p6. 70 ) Decimal fraction soil ;roup C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity (I) = 1.837 for: $. 10.0 year st6rm User specified values are as follows: TC = 21.75 min. Rain intensity = 1.84(In/Hr) Total area = 2.23(Ac.) Total runoff = 1.96(CFS) ............................................................................ **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 34.000 to Point/Station 35.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area 2: 2.230(Ac.) Runoff from this stream = 1.96O(CFS) Time of concentration = 21.75 min. Rainfall intensity = 1.837( In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 2 52.723 1.960 24.77 21.75 Pmax( 1) = 1.690 1.837 1.000 * 1.000 * 0.920 * 1.000 * 1.960) + = 54.525 52.723) + Pmax(2) = 1.000 * 0.878 * 52.723) + 1.000 * 1.000 * 1.960) + = 48.263 Total of 2 streams to confluence: Flow rates before confluence point: 52.723 1.960 Maximum flow rates at confluence using above data: 54.525 48.263 Rrea of streams before confluence: 55.480 2.230 Results of confluence: Total flow rate = 54.525(CFS) j_ ,- Time of concentration = 24.766 min. 3s Effective stream area after confluence = 57.710(Ac.) ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 35.000 to Point/Station 27.000 Upstream point elevation = 113.00(Ft.) Downstream point elevation = 109.80(Ft.) Channel length thru subarea = 200.00(Ft.) Channel base width = 10.000(Ft.) Slope or ’Z’ of left channel bank = 2.000 Slope or ’Z’ of right channel bank = 2.000 Manning’s ’N’ = 0.030 Maximum depth of channel = 54.525(CFS) 3.000(Ft.) Depth of flow = 0.893(Ft.) Flow(q) thru subarea = Average velocity = 5.181(Ft/s) Channel flow top width = 13.572(Ft.) Flow Velocity = 5.18(Ft/s) Travel time = 0.64 min. Time of concentration = 25.41 min. Critical depth = 0.914(Ft.) ...................................................................... Process from Point/Station **** SUBAREA FLOW ADDITION **** 35.000 to Point/Station 27.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 25.41 min. 1.662(In/Hr) for a Runoff coefficient used for sub-area. Rational method,QzKCIA, C = 0.450 10.0 year storm Subarea runoff I: 1.286(CFS) for 1.720(Ac.) Total runoff = 55.812(CFS) Total area = 59.43(Ac.) ....................................................................... Process from Point/Station 35.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 27.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 59.430(Ac.) Runoff from this stream = 55.812(CFS) Time of concentration = 25.41 min. Rainfall intensity = 1.662(In/Hr) ...................................................................... Process from Point/Station 26.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 27.000 Decimal fraction soil group A 3: 0.000 Decimal fraction soil group 8 = 0.000 (SEE R5. 61 f ) Decimal fraction soil group C = 0.000 //4 BLW BAS/A/ r- Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity (I) = User specified values are as follows: 2.688 for a 10.0 year storm TC = 12.06 min. Rain intensity = 2.69(In/Hr) Total area = 22.68(Ac.) Total runoff = 30.10(CFS) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 26.000 to Point/Station 27.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = Runoff from this stream = 22.680(Ac.) 30.100(CFS) Rainfall intensity = Time of concentration = 12.06 min. 2.688(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (min) (In/Hr) 1 55.812 2 30.100 25.41 1.662 12.06 2.688 Pmax(1) = 1.000 * 0.618 * 1.000 * 30.100) + = 74.425 1.000 * 55.812) + Pmax(2) = 1.000 * 0.475 * 55.812) + 1.000 * 1.000 * 30.100) t = -56.590 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 74.425 56.590 Area of streams before confluence: 59.430 22.680 Results of confluence: Total flow rate = 74.425(CFS) Time of concentration = 25.409 min. Effective stream area after confluence = 82.110(Ac.) 55.812 30.100 .................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 27.000 to Point/Station 44.000 Upstream point elevation = 109.80(Ft.) Downstream point elevation = 95.00(Ft.) Channel length thru subarea = Channel base width SSO.OO(Ft.) Slope or ’Z’ of left channel bank = 2.000 Manning’s ’N’ Slope or ’Z’ of right channel bank = 2.000 0.030 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 74.425(CFS) Depth of flow = 1.289(Ft.) Average velocity = 7.617(Ft/s) - - 5.000(Ft.) Channel flow top width = 10.157(Ft.) Flow Velocity = 7.62(Ft/s) Time of concentration = 26.61 min. Travel time = 1.20 min. Critical depth = 1.531(Ft.) 55 ....................................................................... Process from Point/Station 27.000 to Point/Station **** SUBAREA FLOW ADDITION **** 44 - 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 26.61 min. 1.613(In/Hr) for a Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.450 10.0 year storm Subarea runoff = 3.47O(CFS) for Total runoff = 4.780(Ac.) 77.895(CFS) Total area = 86.89(Flc.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 27.000 to Point/Station 44.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 86.890(Ac.) Runoff from this stream = 77.895(CFS) Time of concentration = 26.61 min. Rainfall intensity E: 1.613(In/Hr) ...................................................................... Process from Point/Station 43.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 44.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 Decimal fraction soil group C = 0.000 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity (I) = User specified values are as follows: 1.576 for a 10.0 year storm TC = 27.59 min. Rain intensity = 1.58(In/Hr) Total area = 5.23(Ac.) Total runoff = 3.75(CFS) FROM MS/N 84 &-E€ A5 73 ...................................................................... Process f rom Point/Station 43.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.230(AC.) Runoff from this stream = 3.75O(CFS) Rainfall intensity = Time of concentration = 27.59 min. 1.576(In/Hr) Summary of stream data: stream Flow rate IC No. (CFS) (min) Ralntall Intensity (In/Hr) 3b 1 77.895 2 26.61 3.750 1.613 27.59 1.576 Qmax( 1) = 1.000 * 1.000 * 0.965 * 3.750) + = 81.512 0.977 * 1.000 * 77.895) + 1.000 * 771895) + Qmax(2) = 1.000 * 1.000 * 3.750) + = 79.853 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 81.512 79.853 Area of streams before confluence: 86.890 5.230 Results of confluence: Total flow rate = 81.512(CFS) , '. Time of concentration = 26.612 min. Effective stream area after confluence = 92.120(~~.) 77.895 3.750 ...................................................................... Process from Point/Station 44.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 60.000 Upstream point elevation = 95.00(Ft.) Downstream point elevation = 83.00(Ft.) Channel length thru subarea = Channel base width 210.00(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' Maximum depth of channel = = 0.030 3.000(Ft.) Depth of flow = 1.510(Ft.) Flow(q) thru subarea = 81.512(CFS) Average velocity = 10.757(Ft/s) Channel flow top width = Flow Velocity = 10.76(Ft/s) Travel time = 0.33 min. Time of concentration = 26.94 min. Critical depth = 2.094(Ft.) - - 2.000(Ft.) 8.039(Ft.) ...................................................................... Process from Point/Station 44.000 to Point/Station **** SUBAREA FLOW ADDITION **** 60 - 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 26.94 min. 1.601(In/Hr) for a Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 10.0 year storm Subarea runott = Total runoff = 1.289tCFS) tor 1.790(Ac.) 82.801(CFS) Total area = End of computations, total study area = 93.91 (X.) 93.91(Ac.) 3/ 3 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 1/24/93 .................................. "_ ALTA MIRA PARK /D YU. BASIN 81 PROPOSED CONDITION 10 YEAR FLOW FILE: AMPB1 .................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.800 24 hour precipitation(inches) = 3.200'. Adjusted 6 hour precipitation (inches) = 1.800 P6/P24 = 56.3% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ...................................................................... **** INITIAL AREA EVALUATION **** Process from Point/Station 11.000 to Point/Station 12.000 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 [INDUSTRIAL area type 1 Initial subarea flow distance = 280.00(Ft.) Highest elevation = 178.50(Ft.) Lowest elevation = 172.00(Ft.) Elevation difference = Time of concentration calculated by the urban 6.50(Ft.) areas overland flow method (App X-c) = 3.41 min. TC = [1.8*(l.l-C)*distance^.5)/(% slope^(l/3)] TC = C1.8*(l.l-0.9SOO)*(280.00A.5)/( 2.32^(1/3)]= 3.41 Setting time of concentration to 5 minutes Rainfall intensity (I) = Effective runoff coefficient used for area (Q=KZIAY 1s c = 0-950 4.743 for a 10.0 ea storm Subarea runoff = 1.982(CFS) Total initial stream area = 0.440(Ac.) ...................................................................... Process f rom Point/Station 11.000 to Point/Station **** SUBAREA FLOW ADDITION **** 12.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 3 59 Time of concentration = 5.00 min. Rainfall intensity = 4.743(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.213(CFS) for O.lOO(AC.) Total runoff = 2.196(CFS) Total area = 0.54(Ac.) ........................................................................ Process from Point/Station 12.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ****- 13.000 Upstream point/station elevation = 166.00(Ft.) Downstream point/station elevation = 160.00(Ft.) c Pipe length = 248.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.196(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 2.196(CFS) Normal flow depth in pipe = Flow top width inside pipe = 5.84(In.) 9.86(In.) Critical Depth = 7.95(In.) Pipe flow velocity = 6.64(Ft/S) , Travel time through pipe = 0.62 min. Time of concentration (TC) = 5.62 min. +++++++++++++++++++++t+++i+++++++++i++ii+++it++++t+t+++++++i++++++t+t+ **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 12.000 to Point/Station 13.000 Along Main Stream number: 1 in normal stream number 1 Runoff from this stream = Stream flow area = 0.540(Ac.) Time of concentration = Rainfall intensity = 5.62 min. 4.397(In/Hr) 2.196(CFS) . ++++++++++++++++++++i++++++++i+i++++i++i+++i++ii++++++i+++++++++tt++++ Process from Point/Station 10.000 to Point/Station **** INITIAL AREA EVALUATION **** 10.100 User specified 'C' value of 0.900 given for subarea Highest elevation = 179.00(Ft.) Initial subarea flow distance = 416.00(Ft.) Lowest elevation = 173.90(Ft.) Elevation difference = 5.10(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] 6.86 min. TC = [l.8*(l.l-0.9000)*(416.00^.5)/( 1.23-(1/3)]= 6.86 Rainfall intensity (I) = 3.867 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.436(CFS) Total initial stream area = 0.700(Ac.) ........................................................................ Process from Point/Station 10.100 to Point/Station 14.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ww Top of street segment elevarlon = l/J.YOQ(tt.) End of street segment elevation = 167.110(Ft.) Length of street segment = 325.000(Ft.) Height of curb above gutter flowline = Width of half street (curb to crown) = 24.000(Ft.) 6.O(In.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.010 Slope from grade break to crown (v/hz) = 0.010 Street flow is on [l] side(s) of the street Distance from curb to property line = 5.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.941(CFS) Depth of flow = 0.247(Ft.) Average velocity = 2.875(Ft/s) Halfstreet flow width = 13.715(Ft.) Streetflow hydraulics at midpoint of street travel: Flow velocity = 2.87(Ft/s) Travel time = 1.88 min. TC = Adding area flow to street 8.74 min. Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type 1 Rainfall intensity = 3.307(In/Hr) for a Runoff coefficient used for sub-area, Rational method,Q=KCIA, C I 0.950 10.0 year storm Subarea runoff = O.Sll(CFS) for 0.290(Ac. Total runoff = 3.347(CFS) Total area = Street flow at end of street = 0.99(Ac.) 3.347(CFS) Half street flow at end of street = 3.347(CFS) Depth of flow = 0.254(Ft.) Average velocity = 2.975(Ft/s) Flow width (from curb towards crown)= 14.442(Ft.) , ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 10.100 to Point/Station 14.100 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 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 8.74 min. 3.307(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method.Q=KCIA, C = 0.450 Subarea runoff = Total runoff = 0.208(CFS) for 0.140(Ac.) 3.556(CFS) Total area = 1.13(Ac. ) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 14.100 to Point/Station 13.000 Upstream point/station elevation = 160.50(Ft.) Downstream point/station elevation = 160.00(Ft.) Pipe length = 19.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.556(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.556(CFS) Normal flow depth in pipe = 6.82(In.) Critical Depth = Flow top width inside pipe = ll.89(In.) 9.67(In.) Pipe flow velocity = 7.72(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.04 min. 8.79 min. / ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** process from Point/Station 14.100 to Point/Station 13.000 Along Main Stream number: 1 in normal stream number 2 Runoff from this stream = Stream flow area = 1.130(Ac.) 3.556(CFS) Time of concentration = 8.79 min. , . Rainfall intensity = 3.297(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) (In/Hr) Rainfall Intensity 2 1 2.196 5.62 3.556 4.397 8.79 3.297 amax(1) = 1.000 * 1.000 * 0.640 * 3.556) + = 0.750 * 1.000 * 1.000 * 2.196) + 1.000 * 2.196) + Pmax(2) = 1.000 * 3.556) + = 4.471 5.202 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 4.471 5.202 Area of streams before confluence: 0.540 1.130 Results of confluence: Total flow rate = 5.202(CFS) Time of concentration = Effective stream area after confluence = 8.786 min. 1.670(Ac.) 2.196 3.556 ...................................................................... Process from Point/Station 13.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 160.00(Ft.) Downstream point/station elevation = 152.00(Ft.) Pipe length = 265.09(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) 14.000 5.202(CFS) Calculated individual pipe flow = 5.202(CFS) Normal flow depth in pipe = 6.57(In.) Critical Depth = 10.53(In.) Flow top width inside pipe = 17.33(In.) Pipe flow velocity = 8.90(Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 9.28 min. 62 ...................................................................... Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 152.00(Ft.) Downstream point/station elevation = 144.00(Ft.) Pipe length = 300.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 5.202(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.202(CFS) Normal flow depth in pipe = Flow top width inside pipe = 17.45(1~.) 6.80(In.) Critical Depth = 10.53(In.) Pipe flow velocity = 8.51(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 9.87 min. I ........................................................................ **** SUBAREA FLOW ADDITION **** Process from Point/Station 14.000 to Point/Station 15.000 User specified ’C’ value of 0.900 given for subarea Rainfall intensity = Time of concentration = 3.059(In/Hr) for a 9.87 min. 10.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.900 Subarea runoff = Total runoff = 1.514(CFS) for 6.716(CFS) Total area = 0.550(Ac.) 2.22(Ac.) ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 14.000 to Point/Station 15.000 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 ERURaL (greater than 1/2 acre) area type 1 Rainfall intensity = Time of concentration = 3.059(In/Hr) for a 9.87 min. 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.450 Subarea runoff = Total runoff = 0.413(CFS) for 7.129(CFS) Total area = 0.300(Ac.) 2,52(Ac.) ...................................................................... **** CONFLUENCE OF MAIN STREAMS **** Process from Point/Station 14.000 to Point/Station 15.000 The following data inside Main Stream is listed: 63 In Main Stream number: 1 Stream flow area = 2.520(Ac.) Runoff from this stream = 7.129(CFS) Time of concentration = 9.87 min. Rainfall intensity = 3.059(In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 17.000 to Point/Station X*** INITIAL AREA EVALUATION **** 18.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 0 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 460.00(Ft.) Highest elevation = 158.00(Ft.) Lowest elevation = 152.00(Ft.) Elevation difference = 6.00(Ft.) Time of concentration calculated by the. urban areas overland flow method (App X-C) = 22.97 min. TC = [1.8*(l.l-C)*distance^.5)/(% slopeA(l/3)] Rainfall intensity (I) = Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 1.774 for a 10.0 year storm Subarea runoff = 1.581(CFS) Total initial stream area = 1.980(FIc.) TC = [1.8*(l.l-0.4500)*(460.00~.5)/( 1.30-(1/3)]= 22.97 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 18.000 to Point/Station 16.000 Upstream point/station elevation = 150.00(Ft.) Downstream point/station elevation = 146.00(Ft.) Pipe length = 306.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.581(CFS) Given pipe sire = Calculated individual pipe flow = lO.oO(In.) 1.581(CFS) Normal flow depth in pipe = 5.77(In.) Flow top width inside pipe = Critical Depth = 9.88(In.) 6.76(In.) Pipe flow velocity = 4.86(Ft/S) Travel time through pipe = Time of concentration (TC) = 1.05 min. 24.02 min. ....................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process f rom Point/Station 18.000 to Point/Station 16.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.980(Ac.) Runoff from this stream = 1.581(CFS) Rainfall intensity = Time of concentration = 24.02 min. 1.724(In/Hr) i- ....................................................................... Process from Point/Station 17.000 to Point/Station 19.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 Decimal fraction soil group C = 0.000 [RURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 440.00(Ft.) Highest elevation = 158.00(Ft.) Lowest elevation = 152.30(Ft.) Elevation difference = 5.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = TC = [1.8*(l.l-C)*distance^.5)/(% slope^(l/3)] 22.51 min. TC [1.8*(1.1-0.4500)*(440.00^.5)/( 1.30*(1/3)]= 22.51 Rainfall intensity (I) = Effective runoff coefficient used for area (P'KCIA) is C = 0.450 1.797 for a 10.0 year storm Subarea runoff = 1.674(CFS) Total initial stream area = 2.070(AC.) ...................................................................... Process from Point/Station 19.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 150.00(Ft.) Downstream point/station elevation = 146.00(Ft.) Pipe length = 235.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.674(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.674(CFS) Normal flow depth in pipe = 5.50(In.) Critical Depth = Flow top width inside pipe = 6,.96(In.) 9.95(In.) Pipe flow velocity = 5.45(Ft/s) Travel time through pipe I: 0.72 min. Time of concentration (TC) = 23.23 min. ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 19.000 to Point/Station 16.000 Along Main Stream number: 2 in normal stream number 2 Runoff from this stream = Stream flow area = 2.070(Ac.) 1.674(CFS) Time of concentration = 23.23 min. Rainfall intensity = Summary of stream data: 1.761(In/Hr) Stream Flow rate TC No - (CFS) (min) Rainfall Intensity (In/Hr) 1 1.581 2 1.674 24.02 23.23 Pmax(1) = 1.724 1.761 1.000 * 1.000 * 1.581) + I I- 0.979 * 1.000 * Qmax(2) = 1.674) + = 1.000 * 0.967 * 1.581) + 1.000 * 1.000 * 1.674) + = 3.219 3.203 Total of 2 streams to confluence: Flow rates before confluence point:.. Maximum flow rates at confluence using above data: 3.219 3.203 Area of streams before confluence: 1.980 2.070 Results of confluence: Total flow rate = 3.219(CFS) Time of concentration = 24.017 min. Effective stream area after confluence = 4.050(Ac.) 1.581 1.674 65 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 16.000 to Point/Station 15.000 Upstream point/station elevation = 146.00(Ft.) Downstream point/station elevation = 144.00(Ft.) Pipe length = No. of pipes = 1 Required pipe flow = 82.00(Ft.) Manning’s N = 0.013 3.219(CFS) Given pipe size = Calculated individual pipe flow = 12.00(In.) 3.219(CFS) Normal flow depth in pipe = 6.55(In.) Flow top width inside pipe = 11.95(In.) Critical Depth = 9.22(In.) Pipe flow velocity = 7.34(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.19 min. 24.20 min. ...................................................................... **** CONFLUENCE OF MAIN STREAMS **** Process from Point/Station 16.000 to Point/Station 15.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.050(FIc.) Runoff from this stream = 3.219(CFS) Time of concentration = 24.20 min. Rainfall intensity = 1.715( In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 2 1 7.129 9.87 3.059 1.715 Pmax(1) = 3.219 24.20 1.000 * 1.000 * 0.408 * 3.219) + = 0.561 * 1.000 * 1.000 * 1.000 * 7.129) + 3.219) + = 7.216 1.000 * 7.129) + Qmax( 2) = 8.442 Total of 2 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: .. 7.129 3.219 8.442 7.216 2.520 4.050 Results of confluence: Total flow rate = 8.442(CFS) Time of concentration = 9.870 min. Effective stream area after confluence = 6.570(Ac.) 66 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 15.000 to Point/Station 20.000 Upstream point/station elevation = 144.00(Ft.) Downstream point/station elevation = . 'i41.00(Ft.) Pipe length = 161.13(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.442(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.442(CFS) Normal flow depth in pipe = 9.94(In.) Critical Depth = 13.50(In.) Flow top width inside pipe = 17.90(In.) Pipe flow velocity = 8.44(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 10.19 min. ........................................................................ Process from Point/Station 15.000 to Point/Station **** SUBAREA FLOW ADDITION **** 20.000 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 [INDUSTRIAL area type 1 Rainfall intensity = Time of concentration = 2.997(In/Hr) for a 10.19 min. 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = Total runoff = 2.647(CFS) for 11.089(CFS) Total area = 0.930(Ac.) 7.50(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 20.000 to Point/Station 20.100 Upstream point/station elevation = 141.00(Ft.) Downstream point/station elevation = 135.25(Ft.) Pipe length = 208.89(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 11.089(CFS) 18.00(In.) Calculated individual pipe flow = 11.089(CFS) " Normal flow depth in pipe = 10.43(In.) Flow top width inside pipe = 17.77(In.) Critical Depth = 15.29(In.) Pipe flow velocity = 10.45(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.33 min. 10.52 min. 67 ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 20.000 to Point/Station 20.100 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.500(Ac.) Runoff from this stream = 11.089(CFS) Rainfall intensity = Time of concentration = 10.52 min. 2.935(In/Hr) ...................................................................... Process from Point/Station 21.004 to Point/Station **** INITIAL AREA EVALUATION **** 22.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 CRURAL (greater than 1/2 acre) area type 1 Highest elevation = 155.00(Ft.) Initial subarea flow distance = 310.00(Ft.) Lowest elevation = 151.00(Ft.) Elevation difference = 4.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] 18.92 min. TC [l.8*(l.l-0.4500)*(310.00^.5)/( 1.29-(1/3)]= 18.92 Rainfall intensity (I) = 2.010 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 1.999(CFS) Total initial stream area = 2.210(Ac.) ...................................................................... Process from Point/Station 22.000 to Point/Station 20.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 149.00(Ft.) Downstream point/station elevation = 135.25(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.999(CFS) Given pipe size = Calculated individual pipe flow = 8.00( In. ) 1.999(CFS) Normal flow depth in pipe = Flow top width inside pipe = 2.13(In.) 7.07(In.) Critical Depth = 7.52(In.) Pipe flow velocity = 26.88(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 18.93 min. ...................................................................... process from Point/Station 22.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 20.100 Rlong Main Stream number: 1 in normal stream number 2 Stream flow area = 2.210(AC.) Runoff from this stream = 1.99?(CFS) Rainfall intensity = Time of concentration = 18.93 min. 2.010(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity bU No. (CFS) (min) (In/Hr) 1 2 11.089 10.52 Pmax(1) = 1.999 2.935 18.93 2.010 1.000 * 1.000 * 11.089) + 1.000 * 0.556 * 1.999) + = 12.200 Prnax(2) = 0.685 * 1.000 * 11.08G) + 1.000 * 1.000 * 1.999) + = 9.591 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 12.200 9.591 Area of streams before confluence: 7.500 2.210 Results of confluence: Total flow rate = 12.2OO(CFS) Time of concentration = Effective stream area after confluence = 10.521 min. 9.710(Ac.) 11.089 1.999 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 20.100 to Point/Station 23.000 Upstream point/station elevation = 135.25(Ft.) Downstream point/station elevation = 130.18(Ft.) Pipe length = 283.50(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 12.2OO(CFS) 24.00(In.) Calculated individual pipe flow = 12.2OO(CFS) Normal flow depth in pipe = 10.61(In.) Critical Depth = 15.06(In.) Flow top width inside pipe = 23.84(In.) Pipe flow velocity = Travel time through pipe = 9.11(Ft/s) Time of concentration (TC) = 0.52 min. 11.04 min. ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 23.000 to Point/Station 24.000 Upstream point/station elevation = 130.18(Ft.) Downstream point/station elevation = 129.00(Ft.) Pipe length = 48.61(Ft.) Manning's N = 0.024 No. of pipes = 1 Required pipe flow = 12.2OO(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.2OO(CFS) Normal flow depth in pipe = 13.95(In.) Flow top width inside pipe = 23.68tIn.) Critical Depth = 15.06(In.) Pipe flow velocity = 6.45(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 11.17 min. 69 ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** process from Point/Station 24.000 to Point/Station 25.000 Upstream point elevation = 129.00(Ft.) Downstream point elevation = 123.00(Ft.) Channel length thru subarea = 120.00(Ft.) Channel base width Slope or 'Z' of left channel bank = '1O;OOO = 10.000(Ft.) Slope or 'Z' of right channel bank = 10.000 Manning's 'N' Maximum depth of channel = = 0.030 2.000(Ft.) Flow(q) thru subarea = 12.2OO(CFS) Depth of flow = 0.251(Ft.) Average velocity = 3.893(Ft/s) Channel flow top width = 15.012(Ft.) Flow Velocity = '3.89(Ft/s) Travel time = 0.51 min. Time of concentration = 11.68 min. Critical depth = 0.320(Ft.) ...................................................................... Process from Point/Station 24.000 to Point/Station **** SUBAREA FLOW ADDITION **** 25.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 11.68 min. 2.744(In/Hr) for a Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 10.0 year storm Subarea runoff = 2.025(CFS) for 1.640(Ac.) Total runoff = 14.225(CFS) Total area = 11.35(Ac.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 24.000 to Point/Station 25.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.350(Ac.) Runoff from this stream = Time of concentration = 11.68 min. 14.225(CFS) Rainfall intensity = 2.744(In/Hr) ...................................................................... Process from Point/Station 58.000 to Point/Station 25.000 Decimal fraction soil group A = 0.000, Decimal fraction soil group B = 0.000 CSEE P6. Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 3 Rainfall intensity (I) = 2.688 for a 10.0 year storm User specified values are as follows: TC = 12.06 min. Rain intensity = 2.69(In/Hr) Total area = 11.33(Ac.) Total runoff = 21.97(CFS) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** process from Point/Station 58.000 to Point/Station 25 - 000 Along Main Stream number: 1 in norma1,stream number 2 Stream flow area = 11.330(Ac.) Runoff from this stream = 21.97O(CFS) Rainfall intensity :: Time of concentration = 12.06 min. 2.688(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 14.225 2 11.68 21.970 2.744 12.06 2.688 amax(1) = 1.000 * 1.000 * 14.225) + 1.000 * 0.968 * 21.970) + = 35.502 Qmax(2) = 0.980 * 1 .ooo * 14.225) + 1.000 * 1.000 * 21.970) + = 35.904 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 35.502 35.904 Area of streams before confluence: 11.350 11.330 Results of confluence: Total flow rate = 35.904(CFS) Time of concentration = Effective stream area after confluence = 12.060 min. 22.680(Ac.) 14.225 21.970 /I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study '' Date: 1/24/93 ALTA MIRA PARK /o ye. &14S/n/ 492 PROPOSED CONDITION 10 YEAR FLOW FILE: AMP82 .................................... .................................... ********* Hydrology Study Control Information *X******** .................................... Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.800 Adjusted 6 hour precipitation (inches) = 1.800 24 hour precipitation(inches) = 3.200'. P6/P24 = 56.3% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ........................................................................ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** i i User specified 'C' value of 0.900 given for subarea Highest elevation = 179.00(Ft.) Initial subarea flow distance = 480.00(Ft.) Lowest elevation = 175.20(Ft.) Elevation difference = 3.80(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = TC = [1.8*(l.l-C)*distance^.5)/(% slope^(l/3)] 8.53 min. Rainfall intensity (I) = Effective runoff coefficient used for area (P-KCIA) is C = 0.900 3.361 for a 10.0 year storm Subarea runoff = 4.719(CFS) Total initial stream area = 1.560(Ac.) TC = [1.8*(1.1-0.9000)*(480.00^.5)/( 0.79^(1/3)]= 8.53 ...................................................................... Process from Point/Station 51.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **X* 52.000 Upstream point/station elevation = 169.00(Ft.) Downstream point/station elevation = 166.00(Ft.) Pipe length = 290.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow I: 4.719cCFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.719(CFS) Normal flow depth in pipe = Flow top width inside pipe = 17.96(In.) 8.38(In.) Critical Depth = 10.03(In.) " Travel time through pipe = Pipe flow veloclty = s.U6(tt/S) 0.82 min. Time of concentration (TC) = 9.35 min. ...................................................................... **** SUBAREA FLOW ADDITION **** process from Point/Station 51.000 to Point/Station 52.000 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 [INDUSTRIAL area type 1 Time of concentration = 9.35 min. . Rainfall intensity = 3.167(In/Hr) for a Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.950 10.0 year storm Subarea runoff = 1.474(CFS) for 0.490(AC.) Total runoff = 6.194(CFS) Total area = 2.05(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 52.000 to Point/Station 53.000 Upstream point/station elevation = 166.00(Ft.) Downstream point/station elevation = 154.00(Ft.) Pipe length = 320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.194(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.194(CFS) Normal flow depth in pipe = 6.81(In.) Flow top width inside pipe = 17.46(In.) Critical Depth = 11.55(In.) Pipe flow velocity = 10.10(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 9.88 min. ......................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 52.000 to Point/Station 53.000 User specified 'C' value of 0.900 given for subarea Rainfall intensity = Time of concentration = 3.057(In/Hr) for a 9.88 min. 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 6.438(CFS) for Total runoff = 12.631(CFS) Total area = 2.340(Ac.) 4.39(AC.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 53.000 to Point/Station 54.000 Upstream point/station elevation = 154.00(Ft.) Downstream point/station elevation = 150.00(Ft.) Pipe length = 252.67(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.631(CFS) Given pipe size = 24.00(In.) " balculaLea lnalvluual plpa tluw - LL.oJL{~~~) Normal flow depth in pipe = 11.19(In.) Critical Depth = 15.34(In.) Flow top width inside pipe = 23.95(In.) pipe flow velocity = 8.79(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 10.36 min. ...................................................................... process from Point/Station 53.000 to Point/Station 54.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.900 given for subarea Time of concentration = 10.36 min. Rainfall intensity = 2.965(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.508(CFS) for 0.940(AC.) Total runoff = 15.139(CFS) Total area = 5.33(AC.) ...................................................................... process from Point/Station 53.000'to Point/Station 54.000 **** 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = 10.36 min. Rainfall intensity = 2.965(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA. C = 0.450 Subarea runoff = 1.267(CFS) for 0.950(AC.) Total runoff = 16.407(CFS) Total area = 6.28(Ac.) ...................................................................... Process from Point/Station 54.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 150.00(Ft.) Downstream point/station elevation = 147.50(Ft.) Pipe length = 143.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.407(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 16.407(CFS) Normal flow depth in pipe = 12.69(1n.) Critical Depth = 17.53(In.) Flow top width inside pipe = 23.96(In.) Pipe flow velocity = 9.73(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.25 min. 10.60 min. ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 54.000 to Point/Station 55.000 Decimal fraction soil group A = 0.000 j .- veti~llla~ I I~LL.A~~I *VAL y~uup L) - V.VVV Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type 3 Time of concentration = 10.60 min. Rainfall intensity = 2.920(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 Subarea runoff = 3.024(CFS) for’ 1.090(Ac.) Total runoff = 19.431(CFS) Total area = 7.37(AC.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 55.000 to Point/Station 56.000 Upstream point/station elevation = 147.50(Ft.) Downstream point/station elevation = 144.00(Ft.) Pipe length = 190.63(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 19.431(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 19.431(CFS) Normal flow depth in pipe = 13.88(In;) Flow top width inside pipe = 23.71CIn.) Critical Depth = 19.01(In.) Pipe flow velocity = 10.33(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 10.91 rnin. ....................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 56.000 to Point/Station 57.000 Upstream point elevation = 144.00(Ft.) Downstream point elevation = 142.00(Ft.) Channel length thru subarea = .55.00(Ft.> Channel base width = 10.000(Ft.) Slope or ’2’ of left channel bank = 10.000 Slope or ’Z’ of right channel bank = 10.000 Manning’s ’N’ = 0.030 Maximum depth of channel = 19.431(CFS) 0.500(Ft.) Depth of flow = 0.355(Ft.) Flow(q) thru subarea = Average velocity = 4.046(Ft/s) Channel flow top width = 17.090(Ft.) Flow Velocity = 4.05(Ft/s) Travel time = 0.23 min. Critical depth = Time of concentration = 11.14 rnin. 0.422(Ft.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 56.000 to Point/Station 57.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.370(Ac.) Runoff from this stream = 19.431(CFS) Time of concentration = 11.14 min. Rainfall intensity = 2.829(In/Hr) /J ...................................................................... Process from Point/Station ~.ooo to Point/Station **** INITIAL AREA EVALUATION **** 57.000 User specified 'C' value of 0.500 given for subarea Highest elevation = 168.00(Ft.) Initial subarea flow distance = 680.00(Ft.) Elevation difference = 26.00(Ft.) Lowest elevation = 142.00(Ft.) areas overland flow method (App X-C) = Time of concentration calculated by the urban 18.01 min. TC = [1.8*(1.l-C)*distance^.5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5000)*(680.00".5)/( 3.82^(1/3)]= 18.01 Rainfall intensity (I) = 2.075 for a 10.0 year storm Effective runoff coefficient used for area (9-KCIA) is C = 0.500 Subarea runoff = 4.109(CFS) Total initial stream area = 3.960(Ac.) f_ .- I i $ I_ - .- ............................................................................ Process from Point/Station 5q.000' to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 57.000 Along Main Stream number: 1 in normal stream number 2 Runoff from this stream = Stream flow area = 3.960(Ac.) 4.109(CFS) Time of concentration = 18.01 min. Rainfall intensity = 2.075(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 19.431 11.14 4.109 18.01 Pmax(1) = 2.829 2.075 1.000 * 1.000 * 0.618 * 4.109) + = 21.972 0.733 * 1.000 * 19.431) + 1.000 * 19.431) + Qmax( 2) = 1.000 * 1.000 * 4.109) + = 18.360 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 21 -972 18.360 Area of streams before confluence: 7.370 3.960 Results of confluence: Total flow rate = 21.972(CFS) Time of concentration = Effective stream area after confluence = 11.138 min. 11.330(Ac.) 19.431 4.109 ....................................................................... Process f rom Point/Station 57.000 to Point/Station 58.000 *x** PIP~FLUW IWV~L llmt (user speclrreo size) *x-- /e Upstream point/station elevation = 142.00(Ft.) Downstream point/station elevation = 126.00(Ft.) Pipe length = 95.00(Ft.) Manning's N = 0.024 No. of pipes = 2 Required pipe flow = 21.972(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = ' 10.986(CFS) Normal flow depth in pipe = 8.68(In.) Critical Depth = 15.23(In.) Flow top width inside pipe = 17.99(In.) Pipe flow velocity = ld.Ol(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.12 rnin. 11.26 min. 11.33 (Ac.) ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 58.000 to Point/Station 25.000 Upstream point elevation = 126.00(Ft.) Downstream point elevation = 123.00fFt.) Channel length thru subarea = Channel base width Slope or '2' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Manning's 'N' Maximum depth of channel = = 0.030 Flow(q) thru subarea = 2.000(Ft.) 21.972(CFS) Depth of flow = 0.314(Ft.) Average velocity = 3.022(Ft/s) Channel flow top width = 26.283(Ft.) Flow Velocity = 3.02(Ft/s) Travel time = 0.80 min. Time of concentration = 12.06 min. Critical depth = 0.316(Ft.) End of computations, total study area = 145.00(Ft.) 2: 20.000(Ft.) San Diego County Rational Hydrology Program // CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 1/24/93 .................................... ALTA MIRA PARK /b YR. &r;ls/n/ 83 PROPOSED CONDITION 10 YEAR FLOW FILE: AMP83 .................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 10.0 j " 1 I Map data precipitation entered: 6 hour, precipitation(inches) :: 1.800 24 hour precipitation(inches) = 3.200;. Adjusted 6 hour precipitation (inches) = 1.800 P6/P24 = 56.3% San Diego hydrology manual 'C' values used Runoff coefficients by rational method I ...................................................................... Process from Point/Station 30.000 to Point/Station **** INITIAL AREA EVALUATION **** 31.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 CRURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 330.00(Ft.) Highest elevation = 143.00(Ft.) Lowest elevation = 138.50(Ft. Elevation difference = 4.50 1 Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = TC = [1.8*(1.1-C)*distanceA.5)/(% slope^(l/3)] 19.17 min. Rainfall intensity (I) = 1.993 for a 10.0 year storm Effective runoff coefficient used for area (QrKCIA) is C = 0.450 Subarea runoff = 1.103(CFS) Total initial stream area = 1.230(Ac.) TC = ~1.8*(1.1-0.4500)*(330.00~.5)/( 1.36-(1/3)1= 19.17 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 31.000 to Point/Station 32.000 Upstream point/station elevation = 135.00(Ft.) Downstream point/station elevation = 133.65(Ft.) Pipe length = 134.00(Ft.) Manning's N 0.013 NO. of pipes = 1 Required pipe flow = 1.103(CFS) Given pipe size = lO.OO(In.) .. ,- calculates lnalvlaual pipe TLOW = Normal flow depth in pipe = L.Lua(Lra) S.Ol(In.) Flow top width inside pipe = lO.OO(In.) Critical Depth = 5.62(In.) Pipe flow velocity = 4.04(Ft/s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 19.72 min. IU ...................................................................... Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 133.65(Ft.) Downstream point/station elevation = 131.15(Ft.) Pipe length = 250.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 1.103(CFS) Given pipe size = lO.oo(In.) Calculated individual pipe flow = 1.103(CFS) Normal flow depth in pipe = 5.02(In.) Flow top width inside pipe = lO.OO(In.) Critical Depth = 5.62(In.) Pipe flow velocity = 4.02(Ft/s) Travel time through pipe = Time of concentration (TC) = 1.04 min. 20.76 min. ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 32.000 to Point/Station 33.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity = Time of concentration = 1.894(In/Hr) for a 20.76 min. 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.852(CFS) for 1.000(Ac.) Total runoff = 1.956(CFS) Total area = 2.23(Ac.) ...................................................................... Process f rom Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 131.15(Ft.) Downstream point/station elevation = 114.00(Ft.) Pipe length = 105.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 1.956(CFS) Given pipe size = Calculated individual pipe flow = 12.00(In.) 1.956(CFS) Normal flow depth in pipe = Flow top width inside pipe = 10.38(In.) 2.99(In.) Critical Depth = Pipe flow velocity = 7.15(In.) 12.81(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.14 min. 20.89 min. ...................................................................... /Y process from Point/Station 34.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 35.000 Upstream point elevation = 114.00(Ft.) Downstream point elevation = 113.00(Ft.) Channel length thru subarea = 60.OO(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Manning's 'N' = 0.030 Maximum depth of channel = O.SOO(Ft.) Flow(q) thru subarea = 1.956(CFS) Depth of flow = 0.081(Ft.) Average velocity = 1.164(Ft/s) Channel flow top width = 21.615(Ft.) Flow Velocity = 1.16(Ft/s) Travel time = 0.86 min. Critical depth = Time of concentration = 21.75 min. 0.066(Ft.) End of computations, total study area i. 2.23 (Ac.) @O San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 1/24/93 .................................... ALTA MIRA PARK /D Ye. B&/M S# PROPOSED CONDITION 10 YEAR FLOW FILE: AMP84 .................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 10.0 6 hour, precipitation(inches) = 1.800 Map data precipitation entered: 24 hour precipitation(inches) = 3.200'. Adjusted 6 hour precipitation (inches) = 1.800 P6/P24 = 56.3% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ...................................................................... Process from Point/Station 40.000 to Point/Station **** INITIAL AREA EVALUATION **** 41.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 560.00(Ft.) Highest elevation 5: 145.00(Ft.) Lowest elevation = 139.00(Ft.) Elevation difference = 6.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 27.06 min. TC = [1.8*(l.l-C)*distance^.5)/(% slope^(l/3)] TC [1.8*(1.1-0.4500)*(560.00^.5)/( 1.07"(1/3)]= 27.06 Rainfall intensity (I) = 1.596 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = Total initial stream area = 2.787(CFS) 3.880(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 41.000 to Point/Station 42.000 Upstream point/station elevation = 137.00(Ft.) Downstream point/station elevation = 124.00(Ft.) Pipe length = 130.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.787(CFS) Given pipe size = 10.00(In.) ,- i Calculated individual pipe flow = Normal flow depth in pipe = 4.41(In.) Critical Depth = Flow top width inside pipe = 9.93(In.) 8.79(In.) Pipe flow velocity = 12.01(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 27.24 min. 2.787(CFS) ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 41.000 to Point/Station 42.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group E = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = 27.24 min. Rainfall intensity = 1.589(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method.P=KCIA. C = 0.450 Subarea runoff = 0.222(CFS) for ;.0.310(Ac.) Total runoff = 3.008(CFS) Total area = 4.19(FIc.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 42.000 to Point/Station 43.000 Upstream point/station elevation = 124.00(Ft.) Downstream point/station elevation = 122.00(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.008(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.008(CFS) Normal flow depth in pipe = Flow top width inside pipe = 11.90(In.) 6.79(In.) Critical Depth = Pipe flow velocity = 8.92(In.) 6.57(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.27 min. 27.50 min. ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 42.000 to Point/Station 43.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group E = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 CRURAL (greater than 1/2 acre) area type 1 Rainfall intensity = Time of concentration = 1.579(In/Hr) for a 27.50 min. 10.0 year storm Runoff coefficient used for sub-area. Rational method,P=KCIA, C = 0.450 Subarea runoff = 0.739(CFS) for Total runoff = 1.040(Ac.) 3.747(CFS) Total area = 5.23(Ac.) ...................................................................... 1- Process from Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **I* 43.000 to Point/Station 44.000 Upstream point/station elevation = 122.00(Ft.) Downstream point/station elevation = 100.0o(Ft.) Pipe length = 90.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow, = 3.747tCFS) Given pipe size = 1z.oO(In.) ' Calculated individual pipe flow = 3.747(CFS) Normal flow depth in pipe = 3.76(In.) Critical Depth = Flow top width inside pipe = 11.13(In.) 9.89(In.) Pipe flow velocity = 17.81(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.08 min. 27.59 min End of computations, total study area = 82 5.23 (Ac.) San Diego County Rational Hydrology Program 03 CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study : Date: 4/ 9/93 POINSETTIA COMMUNITY PARK PROPOSED CONDITION 10 YEAR FLOW FILE: AMPC .................................... 10 YR. ms/n/ t ' .................................... ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.800 Adjusted 6 hour precipitation (inches),=. 1.800 24 hour precipitation(inches) 3.200 : P6/P24 56.3% San Diego hydrology manual 'C' values used Runoff coefficients by rational method .................................... tt+tttttttttt+ttt+t+ttt+tt+++tttttttttttttt+ttttttt+tttttttttt+ttttttt Process from Point/Station 201.000 to Point/Station 202 .a00 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group D 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 min. Initial subarea flow distance = 700.00(Ft.) Highest elevation = 198.00(Ft.) Lowest elevation = 167.00(Ft.) Elevation difference = 31.00(Ft.) TC=[(11.9*0.1326-3)/( 31.00)]^.385= 4.02 t 10 min. 14.02 min. Rainfall intensity (I) Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 2.439 for a I 10.0 year storm Subarea runoff = 2.403(CFS) Total initial stream area = 2.190(Ac. ) t+++++tttt+ttt++tttt++t+tttt+ttt+++tttttt++ttttttttttttttttttttttttttt Process from Point/Station 201.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 202 .a00 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.190(Ac.) Runoff from this stream 2.403(CFS) Time of concentration 14.02 min. Rainfall intensity = 2.439(In/Hr) - , i !- ! tttttttttttttttt+ttttttttt+t+tttttttttttttttt+t++ttttttttttttttttttttt Process from Point/Station 204.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 167.00(Ft.) Downstream point/station elevation = 163.00(Ft.) Pipe length = 33.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow 6.159(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.159(CFS) Normal flow depth in pipe = 4.87(In.) Critical Depth = 10.54(In.) Flow top width inside pipe = 19.30(In.) Pipe flow velocity 13.48(Ft/s) Travel time through pipe Time of concentration (TC) = 0.04 min. End of computations, total study area = 8.06 min. 3.63 (Ac.) !- i I_ : I ;- ! HYDROLOGY: PROPOSED CONDITION 100 YEAR STORM i i- c- / San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 4/ 9/93 .................................... POINSETTIA COMMUNITY PARK /mYR. L9%hv /A/ PROPOSED CONDITION 10 YEAR FLOW PROpdSEI, FILE; AMPA ..................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(incl7es) = 2.800, 24 hour precipitation(inches) = 4.500, *. Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 62.2% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ...................................................................... Process from Pointistation 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the TC = [11.9*length(Mi)-3)/(elevation change)]-.385 *60(min/hr) + 10 min. natural watersheds nomograph (App X-A) Highest elevation = 312.00(Ft.) Initial subarea flow distance = 760.00(Ft.) Lowest elevation = 225.00(Ft.) Elevation difference = 87.00cFt.) TC=[(11.9*0.1439'3)/( 87.00)]-.385= 2.97 + 10 min. = 12.97 min. Rainfall intensity (I) = Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 3.989 for a 100.0 year storm Subarea runoff = 13.82O(CFS) Total initial stream area = 7.700(Ac.) ...................................................................... process from Point/Station 102.000 to Point/Station 103.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 225.00(Ft.) Downstream point elevation = 154.00(Ft.) Channel length thru subarea = 1700.00(Ft.) Channel base width = 20.000(Ft.) Slooe or 'Z' of left channel bank = 10.000 Slope or ’Z’ of right channel bank = 10.000 Manning’s ’N’ = 0.030 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 13.820(CFS) Depth of flow = 0.196(Ft.) Average velocity = 3.220(Ft/s) Channel flow top width = 23.910tFt.) Flow Velocity = 3.22(Ft/sj Travel time = Time of concentration = 21.77 min. 8.80 min. Critical depth = 0.234(Ft.) ++++++++++ii+++i+++++ii+i+iiii++++i+i++iiii+ii+++i++iiii+++iiiii++++it **** SUBAREA FLOW ADDITION **** Process from Point/Station 102.000 to Point/Station 103.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type’. 1 Time of concentration = 21.77 min. Rainfall intensity = 2.856(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 27.8OO(CFSj for 21.630(Ac.) Total runoff = 41.620(CFS) Total area = 29.33(~~.) ++++++ii+++++++++++++++i+++++++++t++i++++++i+i++i++i+i+++i++++i+i+++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 154.00(Ft.j Downstream point/station elevation = 150.33(Ft.j Pipe length = 12.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 41.62O(CFS) Given pipe size = 30.00(In.j Calculated individual pipe flow = 41.62O(CFSj Normal flow depth in pipe = 8.71(In.) Critical Depth = 25.95(In.) Flow top width inside pipe = 27.23CIn.) Pipe flow velocity = 35.22(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 21.78 min. ++++++++i+++ii++++ii++++i+++i++++f++ii+i+++++iii+ii++iiii+++i+i+ **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 29.330(~~.) Runoff from this stream = 41.62O(CFS) Time of concentration = 21.78 min. Rainfall intensity = 2.856(In/Hr) Process from Point/Station 103.000 to Point/Station 104.000 ++++++iii+i+++++i+i+++i+i++++++ii++iiiii+i+i++ii+iiii++i++++i++iii++it Process from Point/Station 104.100 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** OY Decimal fraction soil group A = 0.000 Decimal fraction soil group E = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I Initial subarea flow distance = 1200.'OO(Ft.) Highest elevation = 181.00(Ft.) Lowest elevation = 158.40(Ft.j Elevation difference = 22.60(,Ft.) Time of concentration calculated by the urban areas overland flow method (App X-Cj = 7.57 min. TC = [1.8*(l.l-C)*distance^.5)/(% slope^(l/3)] TC 2 [1.8*(1.1-0.9500)*(1200.00~.5)/( 1.88"(1/3)1= 7.57 Rainfall intensity (I) = Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 5.644 for a 100.0 year storm Subarea runoff = 6.112CCFSj Total initial stream area = 1.140(Ac.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 104.100 to Point/Station 104.000 - Along Main Stream number: 1 in normal stream number 2 Stream flow area = l.lJO(6c.j Runoff from this stream = 6.112(CFSj Rainfall intensity = Time of concentration = 5.644(In/Hr) 7.57 min. Summary of stream data: Stream Flow rate TC Rainfall Intensity - - - No. (CFSj (min) (In/Hr) - 1 41.620 21.78 2.856 2 6.112 7.57 5.644 Qmax(1j = - 1.000 * 1.000 * 0.506 * 41.620) + 1 .ooo * 6.112) + = 44.713 - Qrnax(2) = 1.000 * 0.348 * 41.620) + 1 .ooo * 1.000 * 6.112) + = 20.586 - Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 44.713 20.586 Area of streams before confluence: - 29.330 1.140 Results of confluence: Total flow rate = 44.713cCFS) Effective stream area after confluence = 41.620 6.112 - - Time of concentration = 21.779 min. 30.470(~c.j - ...................................................................... Process from Point/Station 104.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specltled slze) =+++ .Yv Upstream point/station elevation = 150.00(Ft.j Downstream point/station elevation = 148.50(Ft.) Pipe length = 39.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.713(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = '. '44.713(CFS) Normal flow depth in pipe = 16.01(In.) Critical Depth = 26.65(In.) Flow top width inside pipe = 29.93(In.) pipe flow velocity = 16.78(Ft/S) Travel time through pipe = 0.04 min. Time of concentration (TC) = 21.82 min. +++++++++++ii++++++++++i+++iii+++iiii++++i++iii++ii+i+iii+i++ii+i+++ii process from Point/Station 104.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 30.470c~c.j Runoff from this stream = 44.713(CFS)' Time of concentration = 21.82 min. Rainfall intensity = 2.852(In/Hr) i+++iii++i+++iiiii++ii+++ii+i++ii++iiiiiiiii++iii++ii+i+++ii+i+++i+iii Process from Point/Station 105.100 to Point/Station 105.000 **** 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 [INDUSTRIAL area type J Initial subarea flow distance = 1200.00(Ft.) Highest elevation = 181.00(Ft.) Lowest elevation = 158.40(Ft.) Time of concentration calculated by the urban Elevation difference = 22.6O(Ft.j TC = [1.8*(l.l-C)*distance^.5)/(% slope-(l/3)1 " areas overland flow method (App X-C) = 7.57 min. TC = [1.8*(1.1-0.9S00)*(1200.00".5)/( 1.88"(1/3)]= 7.57 Effective runoff coefficient used for area (QrKCIA) is C = 0.950 Subarea runoff = 4.986(CFS) Total initial stream area = o.~~o(Ac.) - Rainfall intensity (I) = 5.644 for a 100.0 year storm - iiii++iiiiiii++++i++i+i+ii+i+i++i++ii+~+ii+++i+i~ii+i+++++i+++i++++i++ **** PIPEFLOW TRAVEL TIME (User specified size) **** - Process f rom Point/Station 105.000 to Point/Station 106.000 - Upstream point/station elevation = 151.00(Ft.) Downstream point/station elevation = 149.50cFt.j Pipe length = 5.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.986(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.986(CFS) - Normal flow depth in pipe = 3.62(In.) Flow top width inside pipe = 14.44CIn.) Critical Depth = 10.31(In.) Pipe flow velocity = 19.62(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 7.58 min. YI ...................................................................... process from Point/Station 105.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.930(AC.) Runoff from this stream = 4.986(CFS) Time of concentration = 7.58 min. Rainfall intensity 5.642(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (rnin) (In/Hr) 1 44.713 21.82 2.852 2 4.986 7.58 5.642 Qmax(1) = 1.000 * 1 .ooo * 44.713) + 0.506 * 1.000 * 4.986) + = 47.234 Qmax( 2) = 1.000 * 0.347 * 44.713) + 1 .ooo * 1.000 * 4.986) + = 20.517 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 47.234 20.517 Area of streams before confluence: 30.470 0.930 Results of confluence: Total flow rate = 47.234(CFS) Time of concentration = Effective stream area after confluence = 21.818 min. 31.400(Ac.) 44.713 4.986 ...................................................................... process from Point/Station 106.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 148.17(Ft.) Downstream point/station elevation = 146.33(Ft.j Pipe length = 90.54(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 47.234(CFS) Given pipe size = 30.00(In. j Calculated individual pipe flow = 47.234(CFS) Normal flow depth in pipe = 20.44(In.) Critical Depth = 27.12(In.) Flow top width inside pipe = 27.96(In.) Pipe flow velocity = 13.26(Ft/s) Travel time through pipe = 0.11 rnin. Time of concentration (TC) = 21.93 min. 36 ...................................................................... process from Point/Station 107.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 108.000 Upstream point/station elevation = 1'46.00(Ft.) Downstream point/station elevation = 141.2O(Ft.) Pipe length = 240.61(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.234(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 47.234(CFS) Normal flow depth in pipe = 20.58(In.) Critical Depth = 27.12(In.) Flow top width inside pipe = 27.85(1n.) Pipe flow velocity = 13.16( Ftjs) Travel time through pipe = Time of concentration (TC) = 0.30 min. 22.24 min. ...................................................................... Process from Point/Station 108.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 140.70(Ft.) Downstream point/station elevation = 139.93(Ft.) Pipe length = 39.23(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.234(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 47.234(CFS) Normal flow depth in pipe = 18.12(In.) Flow top width inside pipe = 36.00(In.j Critical Depth = 26.86(In.) Pipe flow velocity = 13.26(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.05 min. 22.29 min. ....................................................................... Process from Point/Station 108.000 to Point/Station 109.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 31.400(Ac.) Runoff from this stream = 47.234(CFS) Time of concentration = 22.29 min. Rainfall intensity = 2.814(In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... **** INITIAL AREA EVALUFITION **** Process from Point/Station 110.100 to Point/Station 110.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 YS Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)^3)/(elevation change)]^.385 *60(min/hr) + 10 min. Initial subarea flow distance = 1000.00(Ft.) Highest elevation = 182.50(Ft.) Lowest elevation = 145.00(Ft.) Elevation difference = 37.50(Ft.) TC=[(l1.9*0.1894"3)/( 37.50)]-.385= 5.64 + 10 min. = 15.64 min. Rainfall intensity (I) = 3.535 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 18.277(CFS) Total initial stream area = 11.490(Ac.) ++++i++if+++++++++++++++++f++f+++++t+++++++++++++++++t+++++++++iii+i++++++ process from Point/Station 110.000 to Point/Station 111.000 **x* PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 141.29cFt.j Downstream point/station elevation = 140.83CFt.j Pipe length = 8.00(Ft.) Manning:s'.N = 0.013 No. of pipes = 1 Required pipe flow = 18.277(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 18.277(CFS) Normal flow depth in pipe = 8.21(In.) Flow top width inside pige = 30.22cIn.j Critical Depth = 16.43(In.) Pipe flow velocity = 15.04(Ft/S) Travel time through pipe = 0.01 min. Time of concentration (TC) = 15.65 min. ++++++++ii+++f+++++++++++i++++i++++i++++i+i++++++++++++i+ii++i+i++i+++ Process from Point/Station 110.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 11.490(Ac.) Runoff from this stream = 18.277(CFSj Time of concentration = 15.65 rnin. Rainfall intensity = 3.534(In/Hr) - - ...................................................................... Process from Point/Station 111.100 to Point/Station 111.000 X*** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group D = 1.000 Decimal fraction soil group C = 0.000 [INDUSTRIAL area type 1 Initial subarea flow distance = 568.00(Ft.) Lowest elevation = 150.00(Ft.) Elevation difference = 19.80CFt.) areas overland flow method (App X-C) = TC = [1.8*(1.l-C)*distance^.S)/(% slopeA(l/3)] 4.24 min. - - - Highest elevation = 169.80(Ft.) .- Time of concentration calculated by the urban - TC = [1.8*(1.1-0.9500)*(568.00".5)/[ 3.49.'[1/5)J= 4.24 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.950 Subarea runoff = 5.817(CFS) Total initial stream area = 0.830(Ac.) iii++ii++++i+i++iiiiiiiiiiiiiiiii+++iiii~iiiiii++iii++ii+i+i+iiiii+iii process from Point/Station 111.100 to Point/Station I*** CONFLUENCE OF MINOR STREAMS **** 111.000 &long Main Stream number: 2 in normal stream number 2 Stream flow area = 0.830(Ac.) Runoff from this stream = 5.817tCFS) Time of concentration = 5.00 min. Rainfall intensity = 7.377(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (min) (In/Hr) 1 18.277 15.65 3.534 2 5.817 5.00 7.377 Qmax(1) = 1.000 * 1.000 * 18.277) + 0.479 * 1.000 * 5.817) i = 21.063 Qmax(2) = 1.000 * 0.319 * 18.277) i 1.000 * 1.000 * 5.817) + = 11.655 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: Results of confluence: Total flow rate = 21.063(CFS) Time of concentration = 15.653 min. Effective stream area after confluence = 12.320(Ac.) 18.277 5.817 21.063 11.655 11.490 0.830 iiii++iiiiii+++iiiiiii+++ii+i+iiii+ii+iiiiiiiiiiiiiiiii++i++++i+ii++i+ **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 111.000 to Point/Station 109.000 Upstream point/station elevation = 140.50(Ft.) Downstream point/station elevation = 139.93CFt.) Pipe length = 28.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.063(CFS) Given pipe size = 36.00.(In.) Calculated individual pipe flow = 21.063(CFS) Normal flow depth in pipe = 11.59(In.) Flow top width inside pipe = 33.64(In.) Critical Depth = 17.69(In.) Pipe flow velocity = 10.71(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.70 min. 95 ...................................................................... Process from Point/Station 111.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 109.000 - The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.32oc~c.j Runoff from this stream = 21.063CCFSj Rainfall intensity = Time of concentration = 15.70 min. 3.527(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity - - No. (CFS) (min) (In/Hr) - 1 2 47.234 22.29 21.063 2 - 814 15.70 3.527 Qmax(1) = __ 1.000 * 1.000 * 47.234) + 0.798 * 1.000 * 21.063) + = 64.036 1.000 * 0.704 * 47.234) + 1.000 * 1.000 * 21.063) + = 54.334 Qmax(2) = Total of 2 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 64.036 54.334 Area of streams before confluence: 31.400 12.320 47.234 21.063 Results of confluence: Total flow rate = 64.036(CFS) Time of concentration = 22.286 min. Effective stream area after confluence = 43.720(Ac.) End of computations,.total study area = 43.72 (AC.) YUQ San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study ' Date: 4/ 9/93 ALTA MIRA PARK PROPOSED CONDITION 100 YEAR FLOW FILE: AMPB """_"""""""""""""""""""""""""""""""~ /p@ Ye. 6 " .................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) 2.800 24 hour precipitation(inches) = 4.500 '. Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 62.2% San Diego hydrology manual 'C' values used Runoff coefficients by rational method tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station **** INITIAL AREA EVALUATION **** 6.000 to Point/Station 7.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)^3)/(elevation change)IA.385 *6O(min/hr) t 10 min. Initial subarea flow distance = 900.00(Ft.) Highest elevation = 312.00(Ft.) Elevation difference = 87.00(Ft.) Lowest elevation = 225.00(Ft.) TC=[(11.9*0.1705^3)/( 87.00)]^.385= 3.61 t 10 min. Rainfall intensity (I) = 3.866 for a 100.0 year storm 13.61 min. Effective runoff coefficient used for area (Q:KCIA) is C = 0.450 Subarea runoff = 15.572(CFS) Total initial stream area = 8.950(Ac.) tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 7.000 to Point/Station 8.000 Upstream point elevation = 225.00(Ft.) Downstream point elevation = 168.00(Ft.) Channel length thru subarea 1240.00(Ft.) Channel base width Slope or 'Z' of left channel bank = 10.000 = 10.000(Ft. ) Slope or '2' of right channel Manning's 'N' = 0.030 Maximum depth of channel Flow(q) thru subarea = 15. Depth of flow = 0.294(Ft.) Average velocity 4.092(Ft/ Channel flow top width = 15. Flow Velocity = 4.09(Ft/s) Travel time = 5.05 min. bank = 10,000 2.000(Ft.) 572(CFS) S) 881(Ft.) Time of concentration 18.66 min. Critical depth = 0.371(Ft.) 97 ttttttttttttttttttttt+tttttttttttttttttttttttttttt+ttttt++tttttttttttt Process from Point/Station 7.000 to Point/Station 8.000 **** 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 [RURAL (greater than 1/2 acre) area type. 1 Time of concentration = 18.66 min. Rainfall intensity 3.154(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 32.677(CFS) for 23.020(Ac.) Total runoff = 48.248(CFS) Total area 31.97(Ac.) ttt+t+ttttt+ttttttt+tttttttttttttttttttttttttttttttttttt+ttttttttttttt Process from Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 168.00(Ft.) Downstream point elevation = 116.00(Ft.) Channel length thru subarea = 1450.00(Ft.) Channel base width = 10.000(Ft.) Slope or '2' of left channel bank = 2.000 Slope or '2' of right channel bank 2.000 Manning's 'N' = 0.030 Maximum depth of channel = Z.OOO(Ft.) Flow(q) thru subarea = 48.248(CFS) Depth of flow = 0.657(Ft.) Average velocity = 6.485(Ft/s) Channel flow top width = 12.630(Ft.) Flow Velocity 6.49(Ft/s) Travel time = 3.73 min. Time of concentration = 22.39 min. Critical depth = 0.844(Ft.) 8.000 to Point/Station 9.000 ttttttttttttttt+ttttt+t+t+tttttttttttttt+tttttt+t+tttttt+ttttttttttt+t Process from Point/Station **** SUBAREA FLOW ADDITION **** 8.000 to Point/Station 9.000 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = 22.39 min. 20 Rainfall intensity = 2.805(In/Hr) for a 100.0 year storm Subarea runoff = Runoff coefficient used for sub-area, Rational method.Q=KCIA, C = 0.450 20.411(CFS) for 16.170(Ac.) Total runoff = 68.659(CFS) Total area = 48.14(Ac.) ...................................................................... Process from Point/Station 9.100 to Point/Station **** SUBAREA FLOW ADDITION **** 9.000 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 1 Rainfall intensity = Time of concentration = 2.805(In/Hr) for a 100.0 year storm 22.39 min. Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.850 Subarea runoff = 13.59O(CFS) for 5.700(Ac.) Total runoff = 82.249(CFS) Total area = 53.84(Ac.) ...................................................................... Process from Point/Station 9.000 to Point/Station 35.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 116.00(Ft.) Downstream point elevation = 113.00(Ft.) Channel length thru subarea = 280.00(Ft.) Channel base width Slope or ’2’ of left channel bank = 2.000 Manning’s ’N’ Slope or ’Z’ of right channel bank = 2.000 Maximum depth of channel = = 0.030 2.000(Ft.) Flow(q) thru subarea = 82.249(CFS) Depth of flow = 1.729(Ft.) Average velocity = 5.623(Ft/s) Channel flow top width = 11.917(Ft.) Flow Velocity = 5.62(Ft/s) Travel time = 0.83 min. Time of concentration = 23.22 min. Critical depth = 1.625(Ft.) - - 5.000(Ft.) ...................................................................... Process from Point/Station 9.000 to Point/Station **** SUBAREA FLOW ADDITION **** 35.000 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 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 23.22 min. Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.450 2.740(In/Hr) for a 100.0 year storm Subarea runoff = 2.022(CFS) for Total runoff = 1.640(Ac.) 84.271(CFS) Total area = 55.48(AC.) d'J ...................................................................... Process f rom Point/Station 9.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** ,- Along Main Stream number: 1 in normal stream number 1 Stream flow area = 55.480(Ac.) Runoff from this stream = 84.27iiCFS) Time of concentration = 23.22 min. Rainfall intensity = 2.740(In/Hr) ...................................................................... Process from Point/Station 34.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** mOH BA/iv B3 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 Decimal fraction soil group C = 0.000 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity (I) = 2.884 for a. 100.0 year storm User specified values are as follows: TC = 21.45 min. Rain intensity = 2.88(In/Hr) Total area = 2.23(Ac.) Total runoff = 3.05(CFS) Pb. /06 ) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 34.000 to Point/Station 35.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.230(Ac.) Runoff from this stream = 3.050(CFS) Time of concentration = 21.45 min. Rainfall intensity = 2.884(In/Hr) Summary of stream data: Stream Flow rate TC No. (CF5) (min) Rainfall Intensity (In/Hr) 1 2 84.271 3.050 23.22 2 - 740 21.45 2 * 884 Qmax(1) = 1.000 * 1.000 * 0.950 * 84.271) + 1.000 * 0.924 * 84.271) + 1.000 * 3.050) + = 87.169 Qmax(2) = 1.000 * 1.000 * 3.050) + = 80.894 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: Results of confluence: Total flow rate = 87.169(CFS) 84.271 3.050 87.169 80.894 55.480 2.230 Time of concentration = 23.221 min. /m Effective stream area after confluence = 57.710(Ac.) ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 35.000 to Point/Station 27.000 Upstream point elevation = 113.00(Ft.) Downstream point elevation = 109.80(Ft.) Channel length thru subarea = 200.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Manning's 'N' Slope or 'Z' of right channel bank = 2.000 = 0.030 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = Depth of flow = 1.169(Ft.) 87.169(CFS) Average velocity = 6.043(Ft/s) Channel flow top width = 14.676(Ft.) Flow Velocity = 6.04(Ft/s) Travel time = 0.55 min. Time of concentration = 23.77 min. ' Critical depth = 1.219(Ft.) ...................................................................... Process from Point/Station 35.000 to Point/Station **** SUBAREA FLOW ADDITION **** 27.000 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 23.77 min. 2.699(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = Total runoff = 2.089(CFS) for 89.258(CFS) Total area = 1.720(Ac.) 59.43(AC.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process f rom Point/Station 35.000 to Point/Station 27.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = Runoff f rom this stream = 59.430(Ac.) 89.258(CFS) Rainfall intensity = Time of concentration = 23.77 min. 2.699(In/Hr) ...................................................................... Process from Point/Station 26.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 27.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 fs= PG. 97 4) Decimal fraction soil group C = 0.000 B&S/d Bt /22 - Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity (I) = User specified values are as follows: 4.270 for a 100.0 year storm TC = 11.67 min. Rain intensity = 4.27(In/Hr) Total area = 22.68(Ac.) Total runoff = 32.40(CFS) - - ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 26.000 to Point/Station 27.000 - Along Main Stream number: 1 in normal stream number 2 Stream flow area = 22.680(Ac.) Runoff from this stream = 32.400(CFS) Time of concentration = 11.67 min. Rainfall intensity = 4.270(In/Hr) - - Summary of stream data: Stream Flow rate TC Rainfall Intensity - No. (CF5) (mi n) (In/Hr) 1 89.258 23.77 2.699 2 32.400 11.67 4.270 Pmax(1) = - 1.000 * 1.000 * 89.258) + - 0.632 * 1.000 * 32.400) + = 109.733 Pmax(2) = 1.000 * 0.491 * 89.258) + 1.000 * 1.000 * 32.400) + = 76.217 - Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: - 89.258 32.400 109.733 76.217 59.430 22.680 - Area of streams before confluence: Results of confluence: Total flow rate = 109.733(CFS) Time of concentration = 23.773 min. Effective stream area after confluence = 82.110(AC.) - ...................................................................... Process from Point/Station 27.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 44.000 Upstream point elevation = 109.80(Ft.) Downstream point elevation = 95.00(Ft.) Channel length thru subarea = Channel base width 550.00(Ft.) Slope or ’2’ of left channel bank = 2.000 Slope or ’2’ of right channel bank = 2.000 Manning’s ’N’ Maximum depth of channel = = 0.030 2.000(Ft.) Depth of flow = 1.582(Ft.) Flow(q) thru subarea = 109.733(CFS) Average velocity = 8.498(Ft/s) - - 5.000(Ft.) Channel flow top width = 11.327(Ft.) Flow Velocity = 8.50(Ft/s) Time of concentration = 24.85 min. Travel time = 1.08 min. Critical depth = 1.906(Ft.) ........................................................................ Process from Point/Station 27.000 to Point/Station **** SUBAREA FLOW ADDITION **** 44.000 Decimal fraction soil grout3 A = 0.000 - Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 24.85 min. 2.623(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA. C = 0.450 Subarea runoff = 5.641(CFS) for 4.780(Ac.) Total runoff = 115.375(CFS) Total area = 86.89(Ac.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process f rom Point/Station 27.000 to Point/Station 44.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 86.890(Ac.) Runoff f rom this stream = 115.375(CFS) Time of concentration = 24.85 min. Rainfall intensity = 2.623(In/Hr) ...................................................................... Process from Point/Station 43.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 44.000 HW &ClS/N 84 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 CRURAL (greater than 1/2 acre) area type 1 Rainfall intensity (I) = User specified values are as follows: 2.454 for a 100.0 year storm TC = 27.54 min. Rain intensity = 2.45(In/Hrj Total area = 5.23(Ac.) Total runoff = 5.83(CFS) (SZ€ P4. /09 ) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 43.000 to Point/Station 44.000 Along Main Stream number: 1 in normal stream number 2. Stream flow area = 5.230(Ac.) Runoff from this stream = 5.83O(CFS) Time of concentration = 27.54 min. Rainfall intensity = 2.454(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 2 115.375 5.830 24.85 2.623 27.54 2.454 Pmax(1) = 1.000 * 1.000 * 115.~375) + 1.000 * 0.902 * 5.830) + = 120.635 Pmax(2) = 0.936 * 1.000 * 115.375) + I. 000 * 1.000 * 5.830) + = 113.808 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 120.635 113.808 Area of streams before confluence: 86.890 5.230 Results of confluence: Total flow rate = 120.635(CFS) Time of concentration = 24.851 min. Effective stream area after confluence = 92.120(Ac.) 115.375 5.830 ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process from Point/Station 44.000 to Point/Station 60.000 Upstream point elevation = 95.00(Ft.) Downstream point elevation = 83.00(Ft.) Channel length thru subarea = Channel base width 210.00(Ft.) Slope or ’Z’ of left channel bank = 2.000 Manning’s ’N’ Slope or ’Z’ of right channel bank = 2.000 = 0.030 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 120.635(CFS) Depth of flow = 1.807(Ft.) Average velocity = 11.891(Ft/s) Channel flow top width = 9.228(Ft.) Flow Velocity = 11.89(Ft/s) Travel time = Time of concentration = 25.15 min. 0.29 min. Critical depth = 2.500(Ft.) - - 2.000(Ft.) ...................................................................... Process from Point/Station 44.000 to Point/Station **** SUBAREA FLOW ADDITION **** 60.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity = Time of concentration = 25.15 min. 2.603(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 2.097(CFS) for 1.790(AC.) Total runoff = 122.732(CFS) Total area = 93.91(Ac.) End of computations, total study area = 93.91 (Ac.) /04 ro5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study ' Date: 1/24/93 .................................... ALTA MIRA PARK /DO Yp. BASN BZ PROPOSED CONDITION 100 YEAR FLOW FILE: ANPBl .................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 100.0 Nap data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.540'. Adjusted 6 hour precipitation (inches) = 2.800 San Diego hydrology manual 'C' values used Runoff coefficients by rational method P6/P24 = 62.2% ...................................................................... Process from Point/Station 11.000 to Point/Station **** INITIAL AREA EVALUATION **** 12.000 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 [INDUSTRIAL area type 1 Initial subarea flow distance = 280.00(Ft.) Highest elevation = 178.50(Ft.) Lowest elevation = 172.00(Ft.) Elevation difference = 6.50(Ft.) Time of concentration calculated by the urban TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] areas overland flow method (App X-C) = 3.41 min. TC = [1.8*(l.l-0.9500)*(280.00".5)/( 2.32^(1/3)]= 3.41 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q'KCIA) is C = 0.950 Subarea runoff = 3.084(CFS) Total initial stream area = 0.440(Ac.) ........................................................................ Process from Point/Station 11.000 to Point/Station **** SUBAREA FLOW ADDITION **** 12 - 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 /oLi Rainfall intensity = Time of concentration = 7.377(In/Hr) for a 100.0 year storm 5.00 min. Subarea runoff = Runoff coefficient used for sub-area, Rational method,Q=KCIA. C = 0.450 0.332(CFS) for Total runoff = O.lOO(AC.) 3.416(CFS) Total area = 0.54(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 12.000 to Point/Station 13.000 Upstream point/station elevation = 166.00(Ft.) Downstream point/station elevation = 160.00(Ft.) Pipe length = 248.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.416(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 3.416(CFS) Normal flow depth in pipe = 8.21(In.) Critical Depth = Flow top width inside pipe = 7.66(In.) 9.35(In.) Pipe flow velocity = 7.12(Ft/s) , '. Travel time through pipe = 0.58 min. Time of concentration (TC) = 5.58 min. ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 12.000 to Point/Station 13.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.540(Ac.) Runoff from this stream = 3.416(CFS) Time of concentration = Rainfall intensity = 6.873(In/Hr) 5.58 min. ...................................................................... Process from Point/Station 10.000 to Point/Station **** INITIAL AREA EVALUATION **** 10.100 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 416.00(Ft.) Highest elevation = 179.00(Ft,) Lowest elevation = 173.90(Ft.) Time of concentration calculated by the urban Elevation difference = 5.10(Ft.) areas overland flow method (App X-C) = 6.86 min. TC = [1.8*(l.l-C)*distance^.5)/(% slope^(l/3)] TC = [1.8*(l.l-0.9000)*(416.00".5)/( 1.23"(1/3)]= 6.86 Rainfall intensity (I) = 6.016 for a 100.0 year storm Subarea runoff = Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 3.79O(CFS) Total initial stream area = 0.700(Ac.) ........................................................................ **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Process from Point/Station 10.100 to Point/Station 14.100 /07 ;- I Top of street segment elevation = End of street segment elevation = 173.900(Ft.) 167.110(Ft.) Height of curb above gutter flowline = Length of street segment = 325.000(Ft.) Width of half street (curb to crown) = 24.000(Ft.) 6.O(In.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hr) = 0.010 Slope from grade break to crown (v/hZ) = 0.010 Street flow is on [l] side(s) of the street Distance from curb to property line = 5.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning’s N in gutter = 0.0150 Manning’s N from gutter to grade break = 0.0150 Manning’s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.575(CFS) Depth of flow = 0.274(Ft.) Average velocity = 3.219(Ft/s) Halfstreet flow width = 16.364(Ft.) Streetflow hydraulics at midpoint of street travel: Flow velocity = 3.22(Ft/s) Travel time = 1.68 min. TC = Adding area flow to street 8.54 min. 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 [INDUSTRIAL area type 1 Rainfall intensity = 5.222(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.950 Subarea runoff = 1.439(CFS) for Total runoff = 0.290(Ac.) Street flow at end of street = 5.22B(CFS) Total area = 5.228(CFS) 0.99(Ac.) Half street flow at end of street = 5.228(CFS) Depth of flow = 0.283(Ft.) Average velocity = 3.325(Ft/s) Flow width (from curb towards crown): 17.262(Ft.) ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 10.100 to Point/Station 14.100 Decimal fraction soil group A = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 8.54 min. Runoff coefficient used for sub-area, Rational method,P=KCIA. C = 0.450 5.222(In/Hr) for a 100.0 year storm Subarea runoff = Total runoff = 0.329(CFS) for 5.557(CFS) Total area = 0.140(Ac.) 1.13(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process f rom Point/Station 14.100 to Point/Station 13.000 Upstream point/station elevation = 160.50(Ft.) Downstream point/station elevation = 160.00(Ft.) Pipe length = 19.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.557(CFS) Given pipe size = 12.00(1n.) Calculated individual pipe flow = 5.557(CFS) Normal flow depth in pipe = 9.47(In.) Flow top width inside pipe = Critical Depth = 11.30(In.) 9.79(In.) Pipe flow velocity = 8.36(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.58 min. /08 ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 14.100 to Point/Station 13.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.130(Ac.) Runoff from this stream = 5.557(CFS) Time of concentration = 8.58 min. , '. Rainfall intensity = 5.207(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (min) (In/Hr) 1 3.416 2 5.557 5.58 6.073 Qmax(1) = 8.58 5.207 1.000 * 1.000 * 0.650 * 5.557) + = 1.000 * 3.416) + Qrnax( 2) = 0.758 * 1.000 * 3.416) + 1.000 * 1.000 * 5.557) + = 7.030 8.145 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 7.030 8.145 FIrea of streams before confluence: 0.540 1.130 Results of confluence: Total flow rate = 8.145(CFS) Time of concentration = Effective stream area after confluence = 8.581 min. 1.670(Ac.) 3.416 5.557 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 13.000 to Point/Station 14.000 Upstream point/station elevation = 160.00(Ft.) ' Downstream point/station elevation = 152.00(Ft.) No. of pipes = 1 Required pipe flow = Pipe length = 265.09(Ft.) Manning's N = 0.013 8.145(CFS) Given pipe size = 18.00(In.) .- Calculated individual pipe flow = 8.145(CFS) Normal flow depth in pipe = 8.43(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 13.26(In.) Pipe flow velocity = 10.03(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 9.02 min. /09 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process f rom Point/Station 14.000 to Point/Station 15.000 Upstream point/station elevation = 152.00(Ft.) Downstream point/station elevation = 144.00(Ft.) Pipe length = 300.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.145(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.145(CFS) Normal flow depth in pipe = Flow top width inside pipe = 17.99(In.) 8.73(In.) Critical Depth = 13.26(In.) Pipe flow velocity = 9.58(Ft/s) Travel time through pipe = 0.52 min. Time of concentration (TC) = 9.54 min. ...................................................................... Process from Point/Station 14.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.900 given for subarea Time of concentration = Rainfall intensity = 9.54 min. 4.862(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.900 Subarea runoff = Total runoff = 2.407(CFS) for 10.552(CFS) Total area = 0.550(Ac.) 2.22(AC.) ...................................................................... Process from Point/Station 14.000 to Point/Station 15.000 **** 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 9.54 min. Runoff coefficient used for sub-area, Rational method.Q=KCIA, C = 0.450 4.862(In/Hr) for a 100.0 year storm Subarea runoff = 0.656(CFS) for Total runoff = 0.300(Ac.) 11.208(CFS) Total area = 2.52(fk.) ...................................................................... **** CONFLUENCE OF MAIN STREAMS **x* Process from Point/Station 14.000 to Point/Station 15.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = Runoff from this stream = 2.520(Ac.) 11.208(CFS) Rainfall intensity = Time of concentration = 4.862(In/Hr) 9.54 min. Program is now starting with Main Stream No. 2 /lO 1- ...................................................................... Process from Point/Station **** INITIAL AREA EVALUATION **** 17.000 to Point/Station 18.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group E = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 460.00(Ft.) Highest elevation = 158.00(Ft.) Lowest elevation = 152.00(Ft.) Elevation difference = 6.00(Ft.) Time of concentration calculated by thd.urban TC = [l.E*(l.l-C)*distance^.5)/(% slope^(l/3)] areas overland flow method (App X-C) = 22.97 min. TC = [1.8*(1.1-0.4500)*(460.00".5)/( 1.30"(1/3)]= 22.97 Rainfall intensity (I) = 2.759 for a 100.0 year storm Effective runoff coefficient used for area (a-KCIA) is C = 0.450 Subarea runoff = 2.459(CFS) Total initial stream area = 1.980(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process f rom Point/Station 18.000 to Point/Station 16.000 Upstream point/station elevation = 150.00(Ft.) Downstream point/station elevation = 146.00(Ft.) Pipe length = 306.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.459(CFS) Given pipe size I: 10.00(In.) Calculated individual pipe flow = 2.459(CFS) Normal flow depth in pipe = 8.04(In.) Critical Depth = Flow top width inside pipe = 8.37(In.) 7.94(In.) Pipe flow velocity = 5.24(Ft/s) Travel time through pipe = 0.97 min. Time of concentration (TC) = 23.94 min. ...................................................................... Process from Point/Station 18.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 16.000 Along Main Stream number: 2 in normal stream number 1 Runoff from this stream = Stream flow area = 1.980(AC.) 2.459(CFS) Time of concentration = 23.94 min. Rainfall intensity = 2.686(In/Hr) ,- ...................................................................... Process from Point/Station 17.000 to Point/Station 19.000 If/ X*** INITIAL AREA EVALUATION **** Decimal fraction soil group FI = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 440.00(Ft.) Highest elevation = 158.00(Ft.) Lowest elevation = 152.30(Ft.) Elevation difference = 5.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 22.51 min. TC = [l.B*(l.l-C)*distance^.5)/(% slope^(1/3)] Rainfall intensity (I) = 2.795 for a 100.0 year storm Effective runoff coefficient used for area (P-KCIA) is C = 0.450 Subarea runoff = 2.604(CFS) Total initial stream area = 2.070(Ac.) TC [1.8*(1.1-0.4500)*(440.00^.5)/( 1.30-(1/3)]= 22.51 ...................................................................... Process from Point/Station 19.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TINE (User specified size) **** Upstream point/station elevation = 150.00(Ft.) Downstream point/station elevation = 146.00(Ft.) Pipe length = 235.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 2.604(CFS) Given pipe size = lO.OO(In.) Calculated individual pipe flow = 2.604(CFS) Normal flow depth in pipe = Flow top width inside pipe = 7.49(In.) Critical Depth = 8.67(In.) Pipe flow velocity = 8.57(In.) 5.94(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.66 min. 23.17 min. ....................................................................... Process from Point/Station 19.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 16.000 Along Main Stream number: 2 in normal stream number 2 Runoff from this stream = Stream flow area = 2.070(Ac.) Time of concentration = 23.17 min. Rainfall intensity = Summary of stream data: 2.744(In/Hr) Stream Flow rate TC 2.604(CFS) No. (CFS) (min) Rainfall Intensity (In/Hr) 1 2.459 2 2.604 23.94 23.17 Pmax(1) = 2.686 2.744 1.000 * 1.000 * 2.459) + 0.979 * 1.000 * 2.604) + = amax(2) = 1.000 * 0.968 * 2.459) + 1.000 * 1.000 * 2.604) t = 5.008 4.983 If2 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 5.008 4.983 Area of streams before confluence: 1.980 2.070 Results of confluence: Total flow rate = 5.008(CFS) Time of concentration = 23.941 min. Effective stream area after confluence = 4.050(Ac.) 2.459 2.604 . ...................................................................... Process from Point/Station 16.000 to Point/Station 15.000 **** PIPEFLOW TRCIVEL TIME (User specified size) **** Upstream point/station elevation = 146.00(Ft.) Downstream point/station elevation = 144.00(Ft.) Pipe length = 82.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 5.008(CFS) Given pipe size = 12.00(1n.) Calculated individual pipe flow = 5.008(CFS) Normal flow depth in pipe = 8.91(In.) Flow top width inside pipe = 10.50(In.) Critical Depth = ll.Ol(In.) Pipe flow velocity = 8.02(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 24.11 min. . ...................................................................... Process f rom Point/Station 16.000 to Point/Station 15.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.050(Ac.) Runoff from this stream = 5.008(CFS) Rainfall intensity = Time of concentration = 24.11 min. 2.674(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 2 1 11.208 9.54 5.008 24.11 2.674 Pmax(1) = 4. a62 1.000 * 1.000 * 11.208) + 1.000 * 0.396 * 5.008) + = 13.191 Pmax(2) = 0.550 * 1.000 * 1.000 * 11.208) + 1.000 * 5.008) + = 11.173 Total of 2 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: . 11.208 5.008 13.191 11.173 2.520 4.050 Results of confluence: Total flow rate = 13.191(CFS) Time of concentration = 9.544 min. Effective stream area after confluence = 6.570(Ac.) If 3 ...................................................................... **** PIPEFLOW TRAVEL TINE (User specified size) **** Process from Point/Station 15.000 to Point/Station 20.000 Upstream point/station elevation = 144.00(Ft.) Downstream point/station elevation = . '141.00(Ft.) Pipe length = 161.13(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.191(CFS) Given pipe size = 18.0O(In.) Calculated individual pipe flow = 13.191(CFS) Normal flow depth in pipe = 13.62(In.) Critical Depth = 16.30(In.) Flow top width inside pipe = 15.45(In.) Pipe flow velocity = 9.20(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.29 min. 9.84 min. ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 15.000 to Point/Station 20.000 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 [INDUSTRIAL area type 1 Rainfall intensity = Time of concentration = 4.768(In/Hr) for a 100.0 year storm 9.84 min. Subarea runoff = Runoff coefficient used for sub-area, Rational method,Q=KCIA. C = 0.950 Total runoff = 17.404(CFS) Total area = 4.213(CFS) for 0.930(Ac.) 7.50(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TINE (User specified size) **** Process from Point/Station 20.000 to Point/Station 20.100 Upstream point/station elevation = 141.00(Ft.) Downstream point/station elevation = 135.25(Ft.) Pipe length = 208.89(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.404(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 17.404(CFS) " Normal flow depth in pipe = 14.72(In.) Flow top width inside pipe = 13.90(In.) Critical depth could not be calculated. Pipe flow velocity = 11.24(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.31 min. 10.15 min. //4 ...................................................................... Process from Point/Station 20.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 20.100 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.500(AC.) Runoff from this stream = 17.404(CFS) Rainfall intensity = Time of concentration = 10.15 min. 4.674(In/Hr) ...................................................................... Process from Point/Station 21.000 to Point/Station **** INITIAL AREA EVALUATION **** 22.000 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 [RURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 310.00(Ft.) Highest elevation 1: 155.00(Ft.) Lowest elevation = 151.00(Ft.) Elevation difference = 4.00(Ft.) Time of concentration calculated by the urban TC = C1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] areas overland flow method (App X-C) = 18.92 min. TC = [1.8*(1.1-0.4500)*(310.00".5)/( 1.29-(1/3)]= 18.92 Rainfall intensity (I) = 3.127 for a 100.0 year storm Subarea runoff = Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 3.110(CFS) Total initial stream area = 2.21O(AC.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 22.000 to Point/Station 20.100 Upstream point/station elevation = 149.00(Ft.) Downstream point/station elevation = 135.25(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 3.110(CFS) 8.00(In.) Calculated individual pipe flow = 3.11O(CFS) Normal flow depth in pipe = 2.67(In.) Flow top width inside pipe = 7.55(In.) Critical depth could not be calculated. Pipe flow velocity = 30.47(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.01 min. 18.93 min. I I I " i ! .- .- ...................................................................... Process from Point/Station 22.000 to Point/Station 20.100 /I5 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.210(AC.) Runoff from this stream = 3.llOiCFS) Time of concentration = 18.93 min: Rainfall intensity = 3.126(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 2 17.404 10.15 Pmax(1) = 3.110 4.674 18.93 3.126 1.000 * 1.000 * 17.404) + 1.000 * 0.536 * 3.110) + = 19.070 Qmax( 2) = 0.669 * 1.000 * 17.404) + 1.000 * 1.000 * 3.110) + = 14.749 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 19.070 14.749 Area of streams before confluence: 7.500 2.210 Results of confluence: Total flow rate = 19.070(CFS) Time of concentration = Effective stream area after confluence = 10.145 min. 9.710(Ac.) I 17.404 3.110 ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 20.100 to Point/Station 23.000 Upstream point/station elevation = 135.25(Ft.) Downstream point/station elevation = 130.18(Ft.) No. of pipes = 1 Required pipe flow = Pipe length = 283.50(Ft.) Manning's N = 0.013 19.070(CFS) Given pipe size = Calculated individual pipe flow = 24.00(In.) 19.070(CFS) Normal flow depth in pipe = 13.83(In.) Critical Depth = 18.84(In.) Flow top width inside pipe = 23.72(In.) Pipe flow velocity = 10.18(Ft/S) Travel time through pipe I Time of concentration (TC) = 0.46 min. 10.61 min. ...................................................................... Process from Point/Station 23.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 24.000 Upstream point/station elevation = 130.18(Ft.) Downstream point/station elevation = 129.00(Ft.) Pipe length = 48.61(Ft.) Manning's N = 0.024 No. of pipes = 1 Required pipe flow = 19.070(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 19.070(CFS) Normal flow depth in pipe = 19.64(In.) Flow top width inside pipe = 18.51fIn.) Critical Depth = 18.84(In.) Pipe flow velocity = 6.93(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.12 min. 10.73 min. ...................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Process f rom Point/Station 24.000 to Point/Station 25.000 Upstream point elevation = 129.00(Ft.) Downstream point elevation = Channel length thru subarea = 123.00(Ft.) Channel base width = 10.000(Ft.) 120.00(Ft.) Slope or '2' of left channel bank = ,16.000 Slope or '2' of right channel bank = 10.000 Manning's 'N' Maximum depth of channel = = 0.030 2.000(Ft.) Flow(q) thru subarea = 19.070(CFS) Depth of flow = 0.321(Ft.) Average velocity = 4.489(Ft/s) Channel flow top width = 16.429(Ft.) Flow Velocity = 4.49(Ft/s) Travel time = 0.45 min. Time of concentration = 11.17 min. Critical depth = 0.418(Ft.) f++++++++++++++++++++++i++++++++++++++++++++i+++++++~+t++i+i+i++++++i+ Process from Point/Station 24.000 to Point/Station **** SUBAREA FLOW ADDITION **** 25.000 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 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 11.17 min. Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 4.392(In/Hr) for a 100.0 year storm Subarea runoff = 3.242(CFS) for Total runoff = 1.640(Ac.) 22.312(CFS) Total area = 11.35(Ac.) ........................................................................ Process from Point/Station 24.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 25.000 Along Main Stream number: 1 in normal stream number 1 Runoff from this stream = Stream flow area = 11.350(AC.) 22.312(CFS) Time of concentration = 11.17 min. Rainfall intensity = 4.392(In/Hr) 117 +++ii+++ii+++ii+++++++++++++++++++++++++ii+i+iii++++ii+i+ii++i+++iiiiiii Process from Point/Station 58.000 to Point/Station 25.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** maw &19s/A/ 82 ~ ~~~~ 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 [RURAL (greater than 1/2 acre) area type 1 Rainfall intensity (I) = 4.270 for a 100.0 year storm User specified values are as follows: TC = 11.67 min. Rain intensity = 4.27(In/Hr) Total area = 11.33(Ac.) Total runoff = 34.32(CFS) C-SZtF P6. > fiii++ii+++i+i++iii+++++++++++++++++++++++~i++++ii++++++ii++ii+i+++i+i **** CONFLUENCE OF MINOR STREAMS **** process from Point/Station 58.000 to Point/Station 25.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.330(Ac.) Runoff from this stream = 34.32O(CFS) Rainfall intensity = Time of concentration = 11.67 min. 4.270(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.312 2 34.320 11.17 4.392 11.67 4.270 Qmax(1) = 1.000 * 1.000 * 0.957 * 34.320) + = 55.166 0.972 * 1.000 * 22.312) i 1.000 * 22.312) + Qmax(2) = 1.000 * 1.000 * 34.320) + = 56.012 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 55.166 56.012 Area of streams before confluence: 11.350 11.330 Results of confluence: Total flow rate = 56.012(CFS) Time of concentration = Effective stream area after confluence = 11.670 rnin. 22.680(Ac.) 22.312 34.320 f 18 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Divis'ion 1985 hydrology manual Rational Hydrology Study Date: 1/24/93 ALTA MIRA PARK PROPOSED CONDITION 100 YEAR FLOW FILE: AMP52 """""""""_""""""""""""""""""""""""""~ /oo Ye Bas/& 82 ...................................... ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.500 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 62.2% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ...................................................................... Process from Point/Station **** INITIAL AREA EVALUCITION **** 50.000 to Point/Station 51.000 User specified 'C' value of 0.900 given for subarea Highest elevation = 179.00(Ft.) Initial subarea flow distance = 480.00(Ft.) Lowest elevation = 175.20(Ft.) Elevation difference = 3.80(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.53 min. TC = [l.E*(l.l-C)*distance^.5)/(% slope^(l/3)] TC = [1.8*(1.1-0.9000)*(480.00^.5)/( 0.79^(1/3)]= 8.53 Rainfall intensity (I) = Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 5.229 for a 100.0 year storm Subarea runoff = 7.341(CFS) Total initial stream area = 1.560(Ac.) ...................................................................... Process from Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 51.000 to PointjStation 52.000 Upstream point/station elevation = 169.00(Ft.) Downstream point/station elevation = 166.00(Ft.) Pipe length = 290.00(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow 1: 7.341(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.341(CFS) Normal flow depth in pipe = 10.96(In.) Critical Depth = 12.59(In.) Flow top width inside pipe = 17.57(In.) Pipe flow velocity = 6.51(Ft/s) Travel time through pipe = 0.74 min. Time of concentration (TC) = 9.27 min. //9 ...................................................................... Process from Point/Station 51..000 to Point/Station 52.000 **** 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 [INDUSTRIAL area type 1 Time of concentration = 9.27 min. Rainfall intensity = 4.955(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.950 Subarea runoff = 2.306(CFS) for 0.490(AC.) Total runoff = 9.648(CFS) Total area = 2.05(Ac.) ....................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 52.000 to Point/Station 53.000 Upstream point/station elevation = 166.00(Ft.) Downstream point/station elevation = 154.00(Ft.) Pipe length = 320.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 9.648(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.648( CFS) . Normal flow depth in pipe = 8.73(1n.) Critical Depth = 14.39(In.) Flow top width inside pipe = 17.99(In.) Pipe flow velocity = 11.36(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.47 min. 9.74 min. ........................................................................ Process from Point/Station 52.000 to Point/Station **** SUBAREA FLOW ADDITION **** 53.000 User specified ’C’ value of 0.900 given for subarea Time of concentration = 9.74 min. Rainfall intensity I: 4.799(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA. C = 0.900 Subarea runoff = 10.108(CFS) for Total runoff = 2.340(Ac.) 19.755(CFS) Total area = 4.39(AC.) ........................................................................ **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 53.000 to Point/Station 54.000 Upstream point/station elevation = 154.00(Ft.) Downstream point/station elevation = 150.00(Ft.) No. of pipes = 1 Required pipe flow E Pipe length = 252.67(Ft.) Manning’s N = 0.013 Given pipe size = 24.00(In.) 19.755(CFS) Calculated individual pipe flow = 19.755(CFS) Normal flow depth in pipe = 14.72(In.) Flow top width inside pipe = 23.38(In.) Critical Depth = 19.16(In.) Pipe flow velocity = 9.79(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 10.A7 min. ...................................................................... **** SUBAREA FLOW ADDITION **** Process from Point/Station 53.000 to Point/Station 54.000 User specified 'C' value of 0.900 given for subarea Rainfall intensity = Time of concentration = 10.17 min. 4.667(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.900 Subarea runoff = 3.949(CFS) for 0.940(Ac.) Total runoff = 23.704(CFS) Total area = 5.33(Ac.) ...................................................................... Process from Point/Station 53.000 to Point/Station 54.000 **** 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 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 10.17 min. 4.667(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,P=KCIA. C = 0.450 Subarea runoff = 1.995(CFS) for 0.950(Ac.) Total runoff = 25.699tCFS) Total area = ' 6.28(rlc.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process from Point/Station 54.000 to Point/Station 55.000 Upstream point/station elevation = 150.00(Ft.) Downstream point/station elevation = 147.50(Ft.) Pipe length = 143,50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.699(CFS) Given pipe size = Calculated individual pipe flow = 24.00(In.) 25.699(CFS) Normal flow depth in pipe = 17.16(In.) Critical Depth = 21.36(In.) Flow top width inside pipe = 21.67(In.) Pipe flow velocity = 10.69(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.22 rnin. 10.39 min. ........................................................................ **** SUBAREA FLOW ADDITION **** Process f rom Point/Station 54.000 to Point/Station 55 * 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 /2/ Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type 1 Time of concentration = Rainfall intensity = 10.39 min. 4.602(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area', Rational method,Q=KCIA, C = 0.950 Subarea runoff = Total runoff = 4.766(CFS) for 30.465(CFS) Total area = 1.090(Ac.) 7.37(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) ***X Process from Point/Station 55.000 to Point/Station 56.000 Upstream point/station elevation = 147.50(Ft.) Downstream point/station elevation = 144.00(Ft.) Pipe length = 190.63(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.465(CFS) Given pipe size = Calculated individual pipe flow = 24.00(In.) 30.465(CFS) Normal flow depth in pipe = 19.55(1n.) Flow top width inside pipe = 18.66(In.) Critical Depth = 22.43(In.) Pipe flow velocity = 11.12(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.29 min. 10.68 min. ...................................................................... **** IMPROVED CHFINNEL TRAVEL TIME **** Process from Point/Station 56.000 to Point/Station 57.000 Upstream point elevation = Downstream point elevation = 144.00(Ft.) 142.00(Ft.) Channel length thru subarea = Channel base width = 10.000(Ft.) 55.00(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Manning's 'N' Maximum depth of channel = O.SOO(Ft.) Flow(q) thru subarea = 30.465(CFS) Depth of flow = 0.452(Ft.) Average velocity = 4.638(Ft/s) Channel flow top width = 19.046(Ft.) Flow Velocity = 4.64(Ft/s) Travel time = 0.20 min. Time of concentration = 10.87 min. Critical depth = 0.539(Ft.) = 0.030 ...................................................................... Process from Point/Station 56.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.370(FIC.) Runoff from this stream = 30.465(CFS) Time of concentration = 10.87 min. Rainfall intensity = 4.469(In/Hr) 57.000 122 ...................................................................... Process from Point/Station 59.000 to Point/Station **** INITIAL AREA EVALUATION **** 57.000 User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 680.00(Ft.) Highest elevation = 168.00(Ft.) Lowest elevation = 142.00(Ft.) Elevation difference = 26.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 18.01 min. TC = [1.8*(l.l-C)*distance^.5)/(% S1ope^(1/3)1 TC = [1.8*(1.1-0.5000)*(680.00~.5)/( 3.82^(1/3)1= 18.01 Rainfall intensity (I) = 3.228 for a 100.0 year storm Effective runoff coefficient used for area (P=KCIA) is C = 0.500 Subarea runoff = 6.391(CFS) Total initial stream area = 3.960(AC.) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 59.000 to Point/Station 57.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.960(AC.) Runoff from this stream = 6.391(CFS) Time of concentration = 18.01 min. Rainfall intensity = 3.228(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.465 10.87 4.469 2 6.391 18-01 3.228 Pmax(1) = 1.000 * 1.000 * 30.465) + 1.000 * 0.604 * 6.391) + = 34.324 Qmax(2) = 0.722 * 1.000 * 30.465) + 1.000 * 1.000 * 6.391) + = 28.394 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 34.324 28.394 Area of streams before confluence: 7.370 3.960 Results of confluence: Total flow rate = 34.324(CFS) Time of concentration = 10.875 min. Effective stream area after confluence = 11.330(AC.) 30.465 6.391 ...................................................................... Process f rom Point/Station 57.000 to Point/Station 58.000 I 1 " ! **** PIPEFLOW TRAVEL TIME (User specified size) **** /2 3 upstream point/station elevation = 142.00(Ft.) Downstream point/station elevation = 126.00(Ft.) Pipe length = 95.00(Ft.) Manning's N = 0.024 No. of pipes = 2 Required pipe flow = 34.324(CFS) Given pipe size = 18.00(In.) i. Calculated individual pipe flow = 17.162(CFS) Normal flow depth in pipe = 11.47(In.) Flow top width inside pipe = 17.31(In.) Critical depth could not be calculated. Pipe flow velocity = 14.44(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.98 min. .......................................................................... **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 126.00(F~,) Downstream point elevation = 123.00(Ft.) Channel length thru subarea = Channel base width Slope or 'Z' of left channel bank = 10.000 = 20.000(Ft.) Slope or 'Z' of right channel bank = 10.000 Manning's 'N' Maximum depth of channel = = 0.030 2.000(Ft.) Flow(q) thru subarea = 34.324(CFS) Depth of flow = 0.406(Ft.) Average velocity = 3.516(Ft/s) Channel flow top width = 28.115(Ft.) Flow Velocity = 3.52(Ft/s) Travel time = Time of concentration = 11.67 min. 0.69 min. Critical depth = 0.418(Ft.) End of computations, total study area = Process from Point/Station 58.000 to Point/Station 25.000 145.00(Ft.) 11.33 (Ac.) ! - ,- I_ 124 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 1/24/93 ALTA MIRA PARK PROPOSED CONDITION 100 YEAR FLOW FILE: AMP63 .................................... /oo PA. B&s/d 83 .................................... ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 flap data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.500 ' Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 62.2% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ""_"""""""""""""""""""""""""""""""""~ ...................................................................... Process from Point/Station 30.000 to Point/Station **** INITIAL AREA EVALUATION **** 31.000 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 [RURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 330.00(Ft.) Highest elevation = 143.00(Ft.) Lowest elevation = 138.50(Ft.) Time of concentration calculated by the urban Elevation difference = 4.50(Ft.) areas overland flow method (App X-C) = 19.17 min. TC = [1.8*(l.l-C)*distance^.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.4500)*(330.00^.5)/( 1.36-(1/3)]= 19.17 Rainfall intensity (I) = 3.101 for a 100.0 year storm Subarea runoff = Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 1.716(CFS) Total initial stream area = 1.230(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process f rom Point/Station 31.000 to Point/Station 32.000 Upstream point/station elevation = 135.00(Ft.) Downstream point/station elevation z 133.65(Ft.) No. of pipes = 1 Required pipe flow = Pipe length = 134.00(Ft.) Manning's N = 0.013 1.716(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.716(CFS) Normal flow depth in pipe = 6.64(In.) Flow top width inside pipe = 9.44(In.) Critical Depth = 7.05(In.) Pipe flow velocity = 4.46(Ft/S) Travel time through pipe = 0.50 min. Time of concentration (TC) = 19.67 min. 125 ...................................................................... Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified sire) **** ,- ! ! ._ - I " 1 !- Upstream point/station elevation = 133.65(Ft.) Downstream point/station elevation = 131.15(Ft.) Pipe length = 250.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.716(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.716(CFS) Normal flow depth in pipe = 6.67(In.) Flow top width inside pipe = 9.43(In.) Critical Depth = 7.05(In.) Pipe flow velocity = 4.45(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.94 min. 20.60 min. ........................................................................ **** SUBAREA FLOW ADDITION **** Process from Point/Station 32.000 to Point/Station 33.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group C 1: 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group D = 1.000 CRURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 20.60 min. 2.960(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,P=KCIA, C = 0.450 Subarea runoff = 1.332(CFS) for Total runoff = 1.000(Ac.) 3.048(CFS) Total area = 2.23(Ac.) ...................................................................... Process from Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 131.15(Ft.) Downstream point/station elevation = 114.00(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.048(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.048(CFS) Normal flow depth in pipe = 3.75(In.) Critical Depth = Flow top width inside pipe = 11.12(In.) 8.98(In.) Pipe flow velocity = 14.55(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.12 min. 20.72 min. i ! : I- /26 ...................................................................... process from Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 34.000 to Point/Station 35.000 Upstream point elevation = 114.00(Ft.) Downstream point elevation = 113..00(Ft.) Channel length thru subarea = 60.00(Ft.) Channel base width Slope or ‘Z’ of left channel bank = 10.000 = 20.000(Ft.) Slope or ’Z’ of right channel bank = 10.000 Manning’s ’N’ = 0.030 Maximum depth of channel = O.SOO(Ft.) Flow(q) thru subarea = 3.048(CFS) Depth of flow = 0.105(Ft.) Average velocity = 1.378(Ft/s) Channel flow top width = 22.102(Ft.) Flow Velocity = 1.38(Ft/s) Travel time = 0.73 min. Time of concentration = 21.45 min. Critical depth = 0.088(Ft.) End of computations, total study area =. 2.23 (Ac.) i i 1- #- l- i ! /2 7 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 1/24/93 ALTA MIRA PARK /OD YB. ms/u 454 PROPOSED CONDITION 100 YEAR FLOW FILE: AMPB4 .................................... """""""""_""""""""""""""""""""""""""~ ********* Hydrology Study Control Information ********** .................................... Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.500 . Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 62.2% San Diego hydrology manual 'C' values used Runoff coefficients by rational method .................................................................. Process from Point/Station 40.000 to Point/Station **** INITIAL AREA EVALUATION **** 41.000 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 [RURAL (greater than 1/2 acre) area type 1 Initial subarea flow distance = 560.00(Ft.) Highest elevation = 145.00(Ft.) Lowest elevation = 139.00(Ft.) Time of concentration calculated by the urban Elevation difference = 6.00(Ft.) TC = [1.8*(1.1-C)*distance^.5)/(% slope^(l/3)] areas overland flow method (App X-C) = 27.06 min. TC [1.8*(1.1-0.4500)*(560.00^.5)/( 1.07"(1/3)]= 27.06 Rainfall intensity (I) = 2.483 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.450 Subarea runoff = 4.335(CFS) Total initial stream area = 3.880(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process f rom Point/Station 41.000 to Point/Station 42.000 Upstream point/station elevation = 137.00(Ft.) Downstream point/station elevation = 124.00(Ft.) Pipe length = 130.00(Ft.) Manning's N = 0.013 Given pipe size = No. of pipes = 1 Required pipe flow = 4.335(CFS) 10.00(In.) " .- - Calculated individual pipe flow = 4.335(CFS) Normal flow depth in pipe = 5.73(In.) Flow top width inside pipe = 9.89(In.) Critical depth could not be calculated. Pipe flow velocity = 13.41(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.16 min. 27.22 min. ...................................................................... Process from Point/Station 41.000 to Point/Station **** 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 I: 1.000 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 27.22 min. Runoff coefficient used for sub-area, Rational method,Q=KCIA. C = 0.450 2.473(In/Hr) for a 100.0 year storm Subarea runoff = 0.345(CFS) for '0.310(Ac.) Total runoff = 4.68O(CFS) Total area = 4.19(Ac.) 42.000 ...................................................................... **** PIPEFLOW TRfiVEL TIME (User specified size) **** Process from Point/Station 42.000 to Point/Station 43.000 Upstream point/station elevation = 124.00(Ft.) Downstream point/station elevation = 122.00(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.680(CFS) Given pipe size = Calculated individual pipe flow = 12.00(In.) 4.68O(CFS) Normal flow depth in pipe = 9.35(In.) Flow top width inside pipe = 9.95(1n.) Critical Depth = 10.78(In.) Pipe flow velocity = 7.13(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.25 min. 27.46 min. ...................................................................... Process from Point/Station 42.000 to Point/Station **** SUBAREA FLOW ADDITION **** 43.000 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration = Rainfall intensity = 2.459(In/Hr) for a 100.0 year storm 27.46 min. Subarea runoff = Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Total runoff = 1.151(CFS) for 1.040(Ac.) 5.83O(CFS) Total area = 5.23(Ac.) ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Process f rorn Point/Station 43.000 to Point/Station 44.00~29 Upstream point/station elevation = 122.00CFt.) Downstream point/station elevation = 100.0o(Ft.) Pipe length = 90.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow. = 5.830(CFSj Given pipe size = 12.00(1n.) Calculated individual pipe flow = 5.83O(CFS) Normal flow depth in pipe = 4.75(In.) Critical depth could not be calculated. Flow top width inside pipe = 11.74(In.) Pipe flow velocity I: 20.13(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 27.54 rnin. End of computations, total study area = 5.23 (fic.) /30 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 4/ 9/93 POINSETTIA COMMUNITY PARK PROPOSED CONDITION 100 YEAR FLOW FILE: AMPC ..................................... /OO r&. 'c 1 ..................................... ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800: Adjusted 6 hour precipitation (inches) = 2.800 24 hour precipitation(inches) = 4.500 . P6/P24 = 62.2% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ..................................... tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station 201.000 to Point/Station 202.000 **** 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 [RURAL (greater than 1/2 acre) area type 1 Time of concentration computed by the natural watersheds nomograph (App X-A) TC = I11.9*length(Mi)^3)/[elevation change)3^.385 *60(min/hr) t 10 min. Initial subarea flow distance = 700.00(Ft.) Highest elevation = 198.00(Ft.) Elevation difference = 31.00(Ft.) Lowest elevation = 167.00(Ft.) TC=[(11.9*0.1326-3)/( 31.00)]^.385= 4.02 t 10 min. = Rainfall intensity (I) 14.02 min. Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 3.793 for a 100.0 year storm Subarea runoff = 3.738(CFS) Total initial stream area = 2.190(Ac. ) tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station **** CONFLUENCE OF MINOR STREAMS **** 201.000 to Point/Station 202.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.190(Ac.) Runoff from this stream = 3.738(CFS) Time of concentration = 14.02 min. Rainfall intensity = 3.793 (In/Hr) 13 f tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station 203.000 to Point/Station **** INITIAL AREA EVALUATION **** 204.000 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 [INDUSTRIAL area type I Initial subarea flow distance 1020.00(Ft.) Highest elevation 181,10(Ft.) Lowest elevation = 168.40(Ft.) Elevation difference = 12.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) TC [1.8*(l.l-C)*distance^.5)/(% slopeA(l/3)] 8.02 min. TC = [1.8*(1.1-0.9500)*(1020.00^.5)/( 1.25^(1/3)]= 8.02 Rainfall intensity (I) = Effective runoff coefficient used for area (Q=KCIA) is C 0.950 5.441 for a 100.0 year storm Subarea runoff = 7.444(CFS) Total initial stream area 1.440(Ac.) tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station **** CONFLUENCE OF MINOR STREAMS **** 203.000 to Point/Station 204.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.440(Ac.) Runoff from this stream = 7 * 444 Time of concentration = Rainfall intensity = 8.02 min. 5.441(In/Hr Summary of stream data: Stream Flow rate TC No. ( CFS ) (min) Rainfall Intensity ( In/Hr) 1 2 Qmax( 1 ) = 3.738 7.444 14.02 3.793 8.02 5.441 0.697 * 1.000 * 7.444) t = 8.928 1.000 * 1.000 * 3.738) t Qmax(2) = 1.000 * 0.572 * 3.738) t 1.000 * 1.000 * 7.444) t 9.580 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 8.928 9.580 Area of streams before confluence: 2.190 1.440 Results of confluence: Total flow rate = 9.580(CFS) Time of concentration = Effective stream area after confluence = 8.015 min. 3.630(Ac.) 3.738 7.444 tttttttt+tttttttttttttttt+t+tttttttttttttttttttttttttttttttttt+t+ttttt process from Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 204.000 to Point/Station 202 * 000 Upstream point/station elevation = .:167.00(Ft.) Downstream point/station elevation = 163.00(Ft.) Pipe length = 33.00(Ft.) Manning's N 0.015 No. of pipes = 1 Required pipe flow = 9.580(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.580(CFS) Normal flow depth in pipe = 6.08(In.) Flow top width inside pipe = 20.87(In.) Critical Depth 13.28(In.) Pipeaflow velocity = 15.33(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.05 min. End of computations, total study area = 3.63 (Ac.) HYDRAULIC: ONSITE DETENTION IN ORDER TO PROTECT THE DOWNSTREAM PROPERTIES FROM THE PROPOSED PARK DEVELOPMENT, THE EXISTING 10-YEAR AND 100-YEAR RUNOFFS (83.4 CFS AND 133.8 CFS) ARE USED AS CONTROL FACTORS TO DESIGN THE PROPOSED STORM DRAIN SYSTEM FOR THE PARK. THE PROPOSED RUNOFF SHOULD BE EQUAL TO OR LESS THAN THE EXISTING RUNOFF TO PREVENT ANY FLOODING AND EROSION DOWNSTREAM. THEREFORE, AN ONSITE DETENTION BASIN IS PROPOSED TO RETAIN INCREASED RUNOFF DUE TO THE PARK DEVELOPMENT. BY USING THE RATIONAL METHOD HYDROLOGY TO ESTIMATE TIME OF CONCENTRATION (TC) , LAG TIME IS THEN CALCULATED AND TO BE USED TO DEVELOP 10-YEAR AND 100-YEAR, 6 HOUR HYDROGRAPHS. UPON COMPLETION OF THE HYDROGRAPHS, THE FLOOD ROUTING PROGRAM IS USED TO VERIFY THE CAPACITY OF THE PROPOSED DETENTION BASIN. THE OUTFLOW IS 30.1 CFS FOR 10-YEAR, 32.4 CFS FOR 100-YEAR AND THE DEPTH OF FLOW IN THE BASIN IS 2.4 FEET FOR 10-YEAR, 5.2 FEET FOR 100-YEAR. WATER SURFACE ELEVATION IS 125.4 FOR 10-YEAR AND 128.2 FOR 100-YEAR. HYDRAULIC CALCULATIONS: 10 YEAR STORM /35 i I- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1990 Study date: 1/24/93 """""""""""~""""""~""""""""-------""------ /D YR. DZirt*JT/or/ ALTA MIRA PARK PROPOSED CONDITION 10 YEAR FLOW FILE: ALTA *********X*********** HYDROGRAPH INFORMATION ...................... ................................... From study/file name: ALTA.rte (e.//<* 1/72 Number of intervals = 77 Time interval = 5.0 (Min.) Maximum/Peak flow rate;= 36.0 (CFS) Total volume = 3.71 (Ac.Ft) ****************************HYDROGRAPH DATA********************** ***** Status of hydrographs being held in storage Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0 * 000 0.000 Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 ....................................................................... ...................................................................... **** RETARDING BASIN ROUTING **** Process from Point/Station 25.000 to Point/Station 26.000 ~~~~ Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = l.OO(Ft.)) Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = Calculated individual pipe flow = 18.00(In.) Normal flow depth in pipe = 12.00(In.) Flow top width inside pipe = 16.97(In.) Critical depth could not be calculated. Calculated flow rate through pipe(s) = 30.179(CFS) Pipe flow velocity = 24.11(Ft/s) Travel time through pipe = 0.05 min. Total outflow at this depth = 30.18(CFS) 30.179(CFS) CALCULATED OUTFLOW DeTA AT DEPTH = 67.00(Ft.) Elevation difference = 9.00(Ft.) 3.00(Ft.)) Manning's N = 0.013 No. of pipes = 1 Pipe length = Given pipe size = 18.00(In.) $- NOTE: Normal flow is pressure flow. NOTE: Assuming free outlet flow. The total friction loss through the pipe is 12.000(Ft.) Pipe friction loss = 5.385(Ft.) Minor friction loss = 6.614(Ft.) Critical depth could not be calculated. K-factor = 1.50 Calculated flow rate through pipe(s.). = 16.85(Ft/s) 29.779cCFS) Travel time through pipe = Pipe flow velocity = 0.07 min. Total outflow at this depth = 29.78(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.00(Ft.)) Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) Given pipe size = Manning’s N = 0.013 No. of pipes = 1 NOTE: Assuming free outlet flow. 18.00(In.) NOTE: Normal flow is pressure flow. The total friction loss through the pipe is Pipe friction loss = 5.833(Ft.) : Critical depth could not be calculated. Minor friction loss = 7.166(Ft.) ’ K-factor = 1.50 Calculated flow rate through pipe(s) = Pipe flow velocity = 17.54(Ft/s) 30.995(CFS) Travel time through pipe = 0.06 min. Total outflow at this depth = 31.OO(CFS) 13.000(Ft.) CALCULATED OUTFLOW DATA AT DEPTH = 5.00(Ft.)) . Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Given pipe size = NOTE: assuming free outlet flow. 18.00(In.) NOTE: Normal flow is pressure flow. The total friction loss through the pipe is Pipe friction loss = 6.282(Ft.) 14.000(Ft.) Critical depth could not be calculated. Minor friction loss = 7.717(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = Pipe flow velocity = 18.20(Ft/s) 32.165(CFS) Travel time through pipe = 0.06 min. Total outflow at this depth = 32.17(CFS) CaLCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft.)) Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.j Given pipe size = Manning’s N = 0.013 No. of pipes = 1 18.0o(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is Pipe friction loss = 6.731(Ft.) 15.000(Ft.) Minor friction loss = 8.268(Ft.) K-factor = 1.50 Critical depth could not be calculated. Calculated flow rate through pipe(s) = 33.294(CFS) Pipe flow velocity = 18.84(Ft/s) Travel time through pipe = 0.06 min. /36 /37 Total outflow at this depth = 33.29(CFS) .................................. Total number of inflow hydrograph intervals = 77 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = O..OO(Ft.) """""""""_""""""""""""""""""""""""~ ................................... Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) """""""""_""""""""""""""""""""""""" Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.1 (Ac. Ft) (CFs) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.100 30.179 -0.004 0.204 3.000 0.290 29.779 0.187 0.393 4.000 0.540 30.995 0.433 0.647 6.000 5.000 0.840 1.190 33.294 32.165 0.729 0.951 1.075 1.305 .................................. Hydrograph Detention Basin Routing ................................... Graph values: 'I'= unit inflow; '0':outflow at time shown ................................... Time Inflow Outflow Storage (Hours) (CFS) (CFS) 0.083 (Ac.Ft) .O 0.0 9.0 0.0 18.0 0.000 0 27.0 36.0 (Ft.) 0.167 0.0 0.0 I I I 0.0 0.000 0 0.250 0.0 0.0 0.000 0 0.0 0.333 0.0 0.0 0.000 0 0.0 0.417 0.1 0.1 0.000 0 0.0 0.500 0.2 0.001 0 I I I 0.0 0.4 0.583 0.7 0.002 0 I I 0.0 0.5 0.667 1.2 1.0 0.003 01 0.0 0.750 1.7 1.5 0.005 10 0.0 0.833 2.1 0.006 i0 0.0 1.9 0.917 2.4 2.2 0.007 io1 0.1 1.000 2.6 2.5 0.008 0 0.1 1.083 2.9 2.8 0.009 1 0 0.1 1.167 3.4 3.2 0.011 01 I 0.1 1.250 3.9 I I 3.7 0.012 ; 0 0.1 1.333 4.2 4.0 0.013 0 0.1 1.417 4.3 4.3 0.014 0 0.1 1 - 500 4.5 4.4 0.015 0 0.1 1.583 4.8 4.7 0.015 I 0 I I I I t I 0.1 1 - 667 6.1 5.5 0.018 01 1 0.2 1.750 7.3 6.7 0.022 1 01 I I I I 0.2 1.833 7.7 7.5 0.025 1 I I 01 I 0.2 1.917 7.8 7.8 0.026 1 01 0.2 2.000 8.0 7.9 0.026 01 0.3 2.083 10.3 9.2 0.030 01 I I I I I # 0.3 2.167 22.0 16.3 0.054 I 1 , 0; I I 8 0.3 2.250 31.8 27.1 0.090 I I I I 0.5 2.333 0.9 Depth I I I I I I I I I I I I I I I t 0 I I , I I I I I I I I I I I I I I 1 I I I I I I , t , I I L I I I I 4 I I I I I 4 I , 1 I I I t I 8 I I I I I I I I I I I I I I I I 1 I I I I 4 I I I I t I I I I I I I I I I I , I I 1 I I I I I I I I I I I I I I I I 8 6 I I I 8 I I I I 8 I I I I I I I 1 I , , I I I I I I I I c;Ii 34.7 30.1 0.122 I I I I 10 I; 1.2 2.417 2.583 2.500 2.750 2.667 2.833 2.917 3.083 3.000 3.167 3.250 3.417 3.333 3.583 3.500 3.750 3.667 3.917 3.833 4.083 4.000 4.250 4.167 4.417 4.333 4.583 4.500 4.750 4.667 4.917 4.033 5.083 5.000 5.250 5.167 5.417 5.333 5.500 5.583 5.750 5.667 5.833 5.917 6.083 6.000 6.250 6.167 6.333 6.417 6.500 35.5 36.0 33.9 22.3 12.8 10.4 10.0 9.9 9.7 8.2 8.9 8.0 8.0 8.0 7.8 6.6 5.6 5.4 5.4 5.3 5.4 4.9 4.6 4.5 4.5 4.4 4.5 4.3 4.4 4.3 4.3 4.2 4.3 3.7 4.0 3.7 3.7 3.7 3.7 3.9 3.8 4.0 4.0 3.6 4.0 0.4 1.9 0.0 0.1 0.0 0.156 29.9 30.1 29.9 10.1 15.9 9.8 9.9 8.5 9.3 8.0 8.1 8.0 7.9 6.1 7.2 5.4 5.5 5.4 5.3 4.7 5.1 4.5 4.5 4.5 4.5 4.4 4.3 4.3 4.3 4.3 4.2 3.8 4.1 3.7 3.7 3.7 3.7 3.9 3.8 4.0 4.0 3.8 4.0 2.7 1.1 0.2 0.1 0.0 0.196 0.230 0.217 0.131 0.053 0.033 0.033 0.032 0.031 0.028 0.027 0.027 0.027 0 - 026 0.024 0.020 0.018 0.018 0.018 0.018 0.017 0.016 0.015 0.015 0.015 0.015 0.015 0.014 0.014 0.014 0.014 0.014 0.014 0.013 0.012 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.013 0.009 0.004 0.001 0.000 0.000 0 0 0 0 0 0 IO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :0 "4zf:q 0.5 I 0.3 I 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 ****************************HYDROGRAPH DATA**************************** Number of intervals = 78 Maximum/Peak flow rate = Time interval = 5.0 (Min.) 30.1 (CFS) Total volume = 3.71 (AC-Ft) Status of hydrographs being held in storage Peak (CFS) 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 139 Unit Hydrograph Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1990, Version 2.2 Study date 1/24/93 ..................................................................... ALTA MIRA PARK PROPOSED CONDITION 10 YEAR FLOW FILE: ALTA ................................... 10 YR. HYDROGRS1pIv ..................................................................... Storm Event Year = 10 Antecedent Moisture Condition = 2 ................................... Area averaged rainfall isohyetal data: . Sub-Area(Ac.) 22.68 Rainfall(1n) 2.19 Rainfall Distribution pattern used in study: Type B for SCS (small dam) or San Diego 6 hour storms .................................................................... ********* Area-Averaged SCS Curve Number and Fm *X******* Area Area SCS CN SCS CN Fm f ract (AMC2) Soi 1 (AMC2) (In/Hr) Group .................................. (AC. 1 0.23 0.010 100.0 100.0 0.000 D 22.45 0.990 98.0 98.0 Area-averaged catchment SCS Curve Number AMC(2) = 98.020 Area-averaged Fm value using values listed = O.OOO(In/Hr> .................................................................... User entry of time of concentration = 0.200 (hours) Watershed area = 22.68(AC.) Catchment Lag time = 0.120 hours Unit interval percentage of lag time = 69.4444 Hydrograph baseflow = O.OO(CFS) Average adjusted SCS Curve Number = 98.020 - - Unit interval = 5.000 minutes - Minimum watershed loss rate(Fm) = O.OOO(In/Hr> - Rainfall depth area reduction factors: Using a total area of 22.68(Ac.) (Ref: SCS Sup A. Sec.4) Pacific Coastal Climate ratio used Adjusted rainfall = 2.190(In) - Areal factor ratio (rainfall reduction) = 1.000 - The following S-Graph or S-Graph combination is used in this study: VALLEY DEVELOPED S-Graph - /@ UNIT HYDROGRAPH ..................................................................... Time Ratio Time Discharge (t/Lag) (h-1 Ratios Q Mass Curve (P/PP 1 (CFs) Ratios (Qa/P) """""""""_""""""""""""""""""""""""" 0.69 0.083 0.195 23 - 721 0.086 1.39 0.167 1.000 2.08 0.250 121.341 0.529 2.78 0.817 0.333 0.200 99.095 0.890 24.327 3.47 0.417 0.036 4.353 0.978 4.17 0 - 500 0.013 1.590 1.000 0.994 .................................. .................................. Total soil rain loss = 0.23(In) Total effective runoff I: 1.96(In) Total soil-loss volume = Total storm runoff volume = 3.71(Ac.Ft) ................................... 0.43(Ac.Ft) """"""""""""""""""""""""""""""""""- ......................................................................... 6-HOUR STORM Runoff Hydrograph Hydrograph in 5 Minute intervals (CFS) .................................... ..................................... Time(h+m) Volume Ac.Ft.Q(CFS) 0 10.0 20.0 30.0 40.0 .................................... o+ 5 0+10 0+15 0+25 0+20 0+35 0+30 0+45 0+40 0+50 0+55 1+ 0 1+ 5 1+15 1+10 1+25 1+20 1+30 1+35 1+45 1 +40 1+55 1 +50 2+ 5 2+ 0 2+10 0.0000 0.0000 0.0000 0.0001 0.0008 0.0082 0.0033 0.0282 0.0165 0.0590 0.0426 0.0974 0.0773 0.1211 0.1481 0.2067 0.1768 0.2710 0.2376 0.3633 0.3133 0.4160 0.4700 0.5961 0.5249 0.7475 0.00 Q I I 0.00 P 0.00 P 0.01 Q 0.11 Q 0.36 Q 0.71 Q I I 1.21 VP 1.70 VQ 2.08 V P 2.39 V P I , 2.65 V Q ! 1 I I 9 I I 8 , I I i 0 I I 1 I 2.93 3.45 3.91 4.17 4.34 4.84 4.49 6.14 7.25 7.84 7.65 7.98 21.98 10.33 I I P 2+15 2+20 2+25 2+30 2+35 2+45 2+40 2+50 2+55 3+ 0 3+ 5 3+10 3+15 3+20 3+25 3+30 3+35 3+40 3+45 3+55 3+50 4+ 0 4+ 5 4+10 4+15 4+20 4+25 4+30 4+35 4+45 4+40 4+50 4+55 5+ 0 5+ 5 5+10 5+15 5+20 5+25 5+30 5+35 5+40 5+45 5+50 5+55 6+ 0 6+ 5 6+10 6+15 6+25 6+20 0.9667 1.2055 1.4502 1.9314 1.6980 2.0848 2.1727 2.2444 2.3133 2.3812 2.4481 2.5093 2.5658 2.6764 2.6212 2.7316 2.7852 2.8696 2.8307 2.9438 2.9068 2.9806 3.0169 3.0506 3.0820 3.1128 3.1436 3.1744 3.2050 3.2350 3.2646 3.3234 3.2940 3.3528 3.3818 3.4091 3.4348 3.4856 3.4602 3.5109 3.5364 3.5628 3.5899 3.6173 3 -6447 3.6720 3.6971 3.7100 3.7130 3.7137 3.7136 31.82 34.68 22.28 12.75 10.42 I 10.01 I 9.84 1 9.71 I 8.88 I 8.21 I 8.05 I 8.02 I 8.01 I 6.61 I 5.64 I 5.41 I 5.35 5.27 4.88 I 4.56 I 4.48 I 4.47 4.46 I 4.36 4.29 I 4.27 I 4.27 I 4.22 I 3.96 I 3.74 3.69 I 3.68 I 3.68 1 3.70 I 3.83 3.94 7.78 I 5.37 I 4.45 ; 4.27 f 3.97 I 3.97 1 3.98 I 3.63 I 0.44 P 1.87 0.09 P 0.02 P P P P Q Q P P P P P P P 8 P P P P Q Q P P P P P P Q P Q 9 P P a P V V V V V V V V V V V 1 4 P P P 1 I V V V V V V V V V V V V V V V V V V I I V V V V V V V V V V V V j- i ,- HYDRAULIC CALCULATIONS: 100 YEAR STORM /43 i- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1990 Study date: 1/24/93 "_""""""""""""""""""""""""""""""""" /OU YR. DZ7&/v747A/ ALTA MIRA PARK PROPOSED CONDITION 100 YEAR FLOW FILE: ALTA .................................. ..................... HYDROGRAPH INFORMATION ...................... ****************************HYDROGRAPH DATA********************** 2 ***X* From study/file name: AMP.rte 66. /29fi /26 Number of intervals = 77 Time interval = Maximum/Peak flow rate ;= 5.0 (Min.) 56.1 (CFS) Total volume = 5.91 (Ac.Ft) Status of hydrographs being held in storage Peak (CFS) Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 ....................................................................... ...................................................................... Process from Point/Station 25.000 to Point/Station **** RETARDING BASIN ROUTING **** 26.000 Program computation of outflow v. depth CALCULATED OUTFLOW DATA FIT DEPTH = l.OO(Ft.)) Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = Calculated individual pipe flow = 18.00(In.) Normal flow depth in pipe = 12.00(In.) Critical depth could not be calculated. Flow top width inside pipe = 16.97(In.) Calculated flow rate through pipe(s) = 30.179(CFS) Pipe flow velocity = 24.11(Ft/s) Travel time through pipe = 0.05 min. Total outflow at this depth = 30.18(CFS) 30.179(CFS) CALCULATED OUTFLOW DATA AT DEPTH = Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) 3.00(Ft.)) Manning's N = 0.013 No. of pipes = 1 Given pipe size :: 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 12.000(Ft.) Pipe friction loss = 5.385(Ft.) Minor friction loss = 6.614(Ft.) Critical depth could not be calculated. K-factor = 1.50 Calculated flow rate through pipe(s), = 16.85(Ft/s) 29.779(CFS) Travel time through pipe = Pipe flow velocity = 0.07 min. Total outflow at this depth = 29.78(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.00(Ft.)) Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Given pipe size = NOTE: Assuming free outlet flow. 18.00(In.) NOTE: Normal flow is pressure flow. The total friction loss through the pipe is Pipe friction loss = 5.833(Ft.) : 13.000(Ft.) Minor friction loss = 7.166(Ft.) Critical depth could not be calculated. K-factor = 1.50 Calculated flow rate through pipe(s) = Pipe flow velocity = 30.995(CFS) 17.54(Ft/s) Travel time through pipe = 0.06 min. Total outflow at this depth = 31.OO(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.00(Ft.)) . Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is Pipe friction loss = 14.000(Ft.) 6.282(Ft.) Minor friction loss = 7.717(Ft.) K-factor = 1.50 Critical depth could not be calculated. Calculated flow rate through pipe(s) = 32.165(CFS) Pipe flow velocity = 18.20(Ft/s) Travel time through pipe = 0.06 min. Total outflow at this depth = 32.17(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft.)) Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Given pipe sire = 18.00(In.) NOTE: Normal flow is pressure flow. NOTE: Assuming free outlet flow. The total friction loss through the pipe is Pipe friction loss = 6.731(Ft.) 15.000(Ft.) Minor friction loss = 8.268(Ft.) Critical depth could not be calculated. K-factor = 1.50 Calculated flow rate through pipe(s) = 33.294(CFS) Pipe flow velocity = Travel time through pipe = 18.84(Ft/s) 0.06 min. /44 /45 Total outflow at this depth = 33.29(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 7.00(Ft.)) Pipe length = 67.00(Ft.) Elevation difference = 9.00(Ft.) Manning's N = 0.013 No. of pipes =' 1 Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow. NOTE: Assuming free outlet flow. The total friction loss through the pipe is 16.000(Ft.) Pipe friction loss = 7.180(Ft.) Minor friction loss = 8.819(Ft.) K-factor = 1.50 Critical depth could not be calculated. Calculated flow rate through pipe(s) = 34.386(CFS) Pipe flow velocity = 19.46(Ft/s) Travel time through pipe = 0.06 min. Total outflow at this depth = 34.39(CFS) .................................. Total number of inflow hydrograph intervals = 77 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = O.OO(Ft.) .................................. .................................. Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) """"""-"""""""""""""""""""""""""""" Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.1 (Ac.Ft) (CFS) (Ac. Ft) (Ac.Ft) 0.000 1.000 0.000 0.100 0.000 0.000 30.179 0.000 -0.004 3.000 0.204 0.290 4.000 29.779 0.540 0.187 0.393 5.000 30.995 0.840 0.433 0.647 32.165 6.000 1.190 0.729 0.951 33.294 1.075 7.000 1.590 34.386 1.472 1.305 1.708 """""_""""""""""""""""""""""""""""" .................................. Hydrograph Detention Basin Routing """"""""""""""""""""""""""""""""""- - Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow outflow Storage (Hours) (CFS) (CFS) (Ac.Ft) .O 28.0 42.1 0.083 14.0 0.0 0.0 0.000 0 56.1 (Ft.) 0.167 0.0 0.0 0.000 0 I 0.0 0.250 0.0 0.0 0.000 0 I 0.0 0.333 0.3 0.2 0.001 0 I , , I I I t 0.0 0.417 0.9 0.6 0.002 0 I I 1 0.0 0.500 1.5 1.2 0.004 0 0.0 2.2 - 0.583 1.8 I 0.006 10 0.0 0.667 3.1 2.6 0.009 10 I I I t 0.1 0.750 3.9 3.5 0.012 0 1 I I I I I 0.1 0.833 4.5 4.2 0.014 I 0 I , I , I I I 0.1 I 0.1 """"""""_"""""""""""""""""""""""""" Depth .- I I 1 I I I I I I I I I I I I , I 1 , I I I I I I I I I I , I I I I I I I 1 I I I I I I I I - I I 0.917 1.000 1.083 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1.833 1.917 2.000 2.083 2.167 2.250 2.333 2.417 2.500 2.583 2.667 2.750 2.833 2.917 3.000 3.083 3.167 3.250 3.333 3.417 3.500 3.583 3.667 3 - 750 3.833 3.917 4.000 4.083 4.167 4.250 4.333 4.417 4.500 4.583 4.667 4.750 4.833 4.917 5.000 5.083 5.167 5.250 5.333 5.417 5.500 5.583 5.667 5.750 5.833 4.9 5.2 5.6 6.4 7.1 7.4 7.8 7.6 10.4 8.3 12.1 12.7 12.9 13.0 16.7 35.2 50.5 54.6 55.6 56.1 52.7 34.6 19.8 16.1 15.5 15.3 15.0 13.7 12.7 12.4 12.4 12.4 12.0 10.2 8.7 8.3 8.3 8.3 8.1 7.5 7.0 6.9 6.9 6.9 6.9 6.7 6.6 6.6 6.6 6.6 6.5 6.1 5.8 5.7 5.7 5.7 5.7 5.9 6.1 6.1 4.7 5.0 5.4 6.0 6.8 7.3 7.5 7.7 8.0 9.3 11.3 12.4 12.8 12.9 14.9 26.1 30.0 30.0 30.9 31.6 0.016 0.017 0.018 0.020 0.022 0.024 0.025 0.026 0.027 0.031 0.037 0.041 0.042 0.043 0.049 0.087 0.188 0.343 0.513 0.683 31.9 31.1 31.5 30.6 30.1 30.2 29.9 12.4 13.6 11.1 12.2 9.4 8.5 8.3 8.3 8.2 7.8 7.0 7.3 6.9 6.9 6.8 6.9 6.7 6.6 6.6 6.6 6.3 6.5 5.9 5.7 5.7 5.7 5.8 5.7 6.0 6.1 0.783 0.564 0.673 0.346 0.456 0.230 0.110 0.041 0.045 0.037 0.040 0.031 0.028 0.027 0.028 0.027 0.026 0.024 0.023 0.023 0.023 0.023 0.023 0.022 0.022 0 -022 0.022 0.021 0.022 0.020 0.019 0.019 0.019 0.019 0.019 0.020 0.020 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 IO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.5 0.9 1.9 3.2 3.9 4.5 /46 4.8 4.4 4.1 3.2 3.7 2.4 1.1 0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 - 6.000 5.917 6.167 6.083 6.333 6.250 6.500 6.417 - - 6.1 6.1 6.1 6.1 5.6 5.9 2.9 4.2 0.7 1.7 0.1 0.4 0.0 0.0 0.1 0.0 0.020 I 0 I I I I I I I 0. 97 0.019 1 0 0.2 0.014 :IO 0.2 I I I I 0.1 0.006 0 0.001 0 I 0.1 0.000 0 0.0 0.000 0 0.0 I I I I 0.0 0.020 I 0 I I I I I I I I I I I I I I I I I I I I 4 I I I I I I 0 I I I I I I I I 4 I I 'I t I I I I I I - ****************************HYDROGRAPH DATA**************************** Number of intervals = 70 Time interval = 5.0 (Min.) Maximurn/Peak flow rate = 32.4 (CFS) Total volume = 5.91 (AC.Ft) - Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 - Peak (CFS) 0 - 000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0 - 000 0.000 0.000 ....................................................................... r- ""-"""""""""""""""""""""""""""""""- !- i I- /. Unit Hydrograph Analysis Copyright (c) CIVILCADD/CIVILDESIGN, 1990, Version 2.2 Study date 1/24/93 ..................................................................... ALTA MIRA PARK PROPOSED CONDITION 100 YEAR FLOW FILE: AMP ..................................................................... Storm Event Year = 100 Antecedent Moisture Condition = 3 ""_"""""""""""""""""""""""""""""""" /Ud M?. /yY..&&Gpjp/q ""_"""""""""""""""""""""""""""""""" Area averaged rainfall isohyetal data: Sub-Area(Ac.) RainfallCIn) 22.68 3.36 Rainfall Distribution pattern used in study: Type B for SCS (small dam) or San Diego 6 hour storms .................................................................... ********* Area-Averaged SCS Curve Number and Fm ********* Area A rea SCS CN SCS CN Fm f ract (AMC2) Soi 1 (AMC3) (In/Hr) Group .................................. (Ac. 1 0.23 0.010 100.0 100.0 0.000 D 22.45 0.990 98.0 98.0 Area-averaged catchment SCS Curve Number AMC(3) = 98.020 Area-averaged Fm value using values listed = O.OOO(In/Hr) ++++++++++++++++++++++t++++++i+++++++tit++++i+ttt++++++tt+t+++++++++ User entry of time of concentration = 0.200 (hours) Watershed area = 22.68(Ac.) Catchment Lag time = 0.120 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 69.4444 Hydrograph baseflow = O.OO(CFS) Qverage adjusted SCS Curve Number = 98.020 - - Minimum watershed loss rate(Fm) = O.OOO(In/Hr) - Rainfall depth area reduction factors: Using a total area of 22.68cAc.) (Ref: SCS Sup A, Sec.4) Pacific Coastal Climate ratio used Areal factor ratio (rainfall reduction) = 1.000 Adjusted rainfall = 3.360(In) - - The following S-Graph or S-Graph combination is used in this study: VALLEY DEVELOPED S-Graph /49 UNIT HYDROGRAPH ..................................................................... Time Ratio Time Discharge (t/Lag) (hrs) Ratios (CFS) Ratios P Mass Curve (Q/QP) (Qa/P) """"""""""""""""""""""""""""""""""- 0.69 0.083 0.195 23.721 1.39 0.167 0.086 2.08 1.000 0.250 0.817 121.341 99.095 0.529 2.78 0.890 0.333 0.200 3.47 0.417 24.327 0.978 4.17 0.036 0.500 4.353 0.013 1.590 0.994 1.000 .................................. .................................. Total soil rain loss = 0.23(In) Total effective runoff = 3.13(In) Total soil-loss volume = Total storm runoff volume = 5.91(fic.Ft) """""""""_""""""""""""""""""""""""" 0.44(Ac.Ft) """""""""""""""""""-""""""""""""""" ......................................................................... 6-HOUR STORM Runoff Hydrograph Hydrograph in 5 Minute intervals (CFS) .................................... ""_"""""""""""""""""""""""""""""""""" Time(h+m) Volume Ac.Ft.P(CFS) 0 15.0 30.0 45.0 60.0 ""_""""""""""""""""""""""""""""""""" o+ 5 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+55 0+50 1+ 0 1+ 5 1+15 1+10 1+25 1+20 1+35 1+30 1+40 1 +45 1+55 1+50 2+ 0 2+ 5 2+10 0.0000 0.0003 0.0000 0.0082 0.0023 0.0185 0.0333 0.0815 0.0545 0.1440 0.1124 0.2201 0.1818 0.3131 0.2642 0.4166 0.3642 0.5272 0.4702 0.5986 0.6821 0.8580 0.7693 0.9476 1.0625 1.3046 0.00 Q 0.04 P 0.00 Q 0.86 P 0.29 P 1.51 VQ 2.15 VP 3.92 V Q 3.07 V Q 4.48 4.88 5.20 5.57 6.39 7.10 7.42 7.62 8.28 7.77 10.37 12.12 12.67 12.87 13.01 16.69 35.15 Q P JQ r'a r'P VP VQ VP VQ VP VP VP VP VP VP V V P Q - 2+15 2+20 2+25 2+30 2+35 2+40 - 2+45 2+50 2+55 3+ 0 3+ 5 3+10 3+15 3+20 3+25 3+30 - 3+35 3+40 3+45 3+50 3+55 4+ 0 4+ 5 i- 4+10 4+15 4+20 - 4+25 4+30 4+35 4+45 4+50 4+55 5+ 0 5+ 5 5+10 5+15 si25 5+20 5+30 5+35 5+40 5+45 5+50 5+55 6+ 0 - 6+ 5 6+10 6+15 6+20 6+25 - - - - i ;- 4+40 1 " ! t- .- - - """_ 2.0284 1.6523 2.4114 2.7976 3.1605 3.3987 3.5348 3.6460 3.7526 3.9611 4.0557 4.1431 4.2288 4.3141 4.3994 4.4822 4.5524 4.6124 4.6699 4.7269 4.7838 4.8917 4.9402 4.9878 5.0353 5.0827 5.1299 5.1763 5.2218 5.2672 5.3125 5.3579 5.4026 5.4446 5.4844 5.5235 5.5626 5.6016 5.6409 5.6816 5.7234 5.7655 5.8077 5.8499 5.9083 5.9130 5.9139 5.9141 3. a577 4. a399 5.8884 """"""_ /5/ HYDRAULIC CALCULATIONB: CURB INLETS .. 2 REV. I CITY OF SAN DlEGO - DESIGN GUIDE I SWT. NO. I NOMOGRAM-CAPACITY ,CURB - INLET AT SAG 15 I SAN DIEGO c3vKn I I MPAR??AENT CF SPECAL SIST?!ICT SEWICES I GUTTEF! AND ROACWAY OISCilMGE-VELOCITY CHART.