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CT 01-09; LA COSTA TOWN SQUARE; HYDROLOGY AND HYDRAULIC STUDY; 2003-01-20
• • • Hydrology and Hydraulic Study for LA COSTA TOWN SQUARE Mass Grading Plan ' Revised November 20, 2003 Revised October 27,2003 January 29, 2003 J.N.: 001025 RECEIVED DEC {1:1 2003 ENG\NEeRlNG DEPAR1"I"iE.NT Prepared by: O'Day Consultants, Inc. 2710 Loker Ave. West, Suite 100 Carlsbad, CA 92008 ~d;07 ~ ~ $Oaf :Y~oll RC;~;~l 3eo /y Registration Expires 12-31-04 Prepared By: K.D. • TABLE OF CONTENTS Introduction and Description Summary Table of Proposed Drainage System Location Map Hydrology Section I -Existing Drainage Study Section II -Proposed Drainage Study Section III -Proposed Desilting Basin Calculations Section IV Basin E -Check Capacity of Graded Swale & Existing Pipe Standpipe & Dewatering Hole Calculations -Check Required Surface Area Appendix -Excerpts from San Diego County Design and Procedure Manual Back pockets Exhibit A ExhibitB Hydrologic areas -Existing conditions Hydrologic areas -Proposed conditions • Introduction & Description • • The purpose of this study is to analyze and quantify runoff for the La Costa Town Square site, both for the existing conditions and for the proposed mass graded development. La Costa Town Square is a proposed residential, commercial and office development, located in the City of Carlsbad (see Figure 1), at the intersection of Rancho Santa Fe Road and La Costa Avenue. The office development is located to the north of the realigned Rancho Santa Fe Road, while the commercial and residential development is located to the south of the realigned Rancho Santa Fe Road. For this study, the main site analyzed was the office site. The over excavation from the office site will be stockpiled onto the eastern side of the commercial site. The grading that will occur on the western side of the commercial development will be further referred to as the borrow site. (See Figure, next page.) Storm drains were added to handle any drainage that will occur in the borrow site. The bQrrow site is essentially serving the function of an over-sized detention and desilting basin. Calculations for the standpipe and dewatering holes can be found in Section 3. Due to the fact that we are using the borrow site as a detention basin, the design of the basin is much larger than it needs to be. Even though we have an onflow of7.61 cfs (Area 1) and 11.15 cfs (Area 3) and a proposed outflow of2.86 cfs (Area 1) and 4.29 cfs (Area 3), the basin will only pond to a depth of 0.45 ft (Area 1) and 0.93 ft (Area 3) since the storage area is so large. Since the basin area is a fixed condition and instead of sizing a standpipe at a 0.45' height above the basin floor, we decided to make the standpipe 4 ft above the basin floor and the size the dewatering holes for 40 hrs. In our calculations, we made the standpipe 4 ft tall and initially assumed a head of 1 ft. We know that since our basin is so large even the 100 yr storm will never reach that depth. The residential portion of the proposed La Costa Town Square was not affected. La Costa Town Square is within the Batiquitos Lagoon watershed. The Batiquitos Lagoon watershed is divided into two major drainage basins known as the San Marcos Creek watershed and the Encinitas Creek watershed, all part of the Carlsbad Watershed lying in the San Diego Hydraulic Region. Presently, the site is predominantly covered with soft wood shrubs, and lies in an area of moderate rolling hills. The underlying soil is of soil type D. (See Appendix.) Existing and proposed drainage patterns of the site are shown on Drainage Maps. (See back pocket.) . • Node Type of Flow Area (acres) 200-201 Initial Area 0.02 200-202 Improved Channel 11.86 200-202 Subarea Flow 6.02 203-204 Stockpile Runoff 4.18 400-401 Overland Flow 6.58 402-403 Overland Flow 9.5 404-405 Overland Flow 6.06 406-407 Overland Flow 1.43 700-702 Initial Area 5.36 702-704 Pipe Flow 5.36 704-704 Confluence 706-706 Initial Area 0.08 706-704 Improved Channel 0.88 704-704 Confluence 6.24 Intel')S!ity (in/hr) • Proposed Drainage System Summary Table (Use with Exhibit B) I Runoff 'Time of Pipe Dia. Coefficient,c Concentration, Tc (min) . (in.) ******BA$IN B****** 4.738 0.45 10.49 3.908 0.45 14.14 3.908 0.45 14.14 3.17 0.45 13.95 **Peak Discharge from existing detention basin** Sum of Peak Discharge ******BASIN D****** 2.57 0.45 27 3.6 0.45 15.89 4.09 0.45 13.19 4.37 0.45 11.9 **Peak Discharge from Existing Street** Sum of Peak Discharge ******BASIN E****** 2.381 0.45 30.47 2.381 0.45 30.58 18 4.087 0.45 13.19 3.582 0.45 16.18 3.582 0.45 30.58 • Peak Discharge ' Red,uced Q100 (cfs) Discharge (cfs) 0.43 20.51 10.59 7.41 9.6 48.53 7.61 2.86 15.39 11.15 4.29 2.81 33.02 58.37 5.74 5.74 0.147 1.29 6.7 I ~ I . I ~.}ap. lor1U~ + + + + + . WJt-w, + + + + + + + + + + .+ / j i+ + • • • Hydro~ogy The San Diego County Hydrology Manual was used in preparing these hydrology studies, and is consistent with current engineering standards and requirements of the City of Carlsbad. In some cases, CivilCadd (a computer program) was used' to compute peak runoff, Q, quantities, while in other cased, hand calculations were performed. In all cases, the 100-year storm was analyzed. In natural watersheds, the time of concentration, T c, was determined by the formula: Tc = (11.9 X L3 / H) 0.385, where Tc = time of concentration, in hours (5 mip.ute minimum) L = horizontally projected length of watershed, in miles H = difference in elevation along effective slope, in feet For developed areas, the time of concentration, Tc, was determined by the formula: Tc = [1.8 (1.1 -C) "D] I Slf3, where C = coefficient of runoff, unitless (see appendix) D = duration, in minutes, equal to the time on concentration S = slope of watershed, as a percent The Rational Method, a model for estimating watershed peak runoff rates, was used to estimate the peak discharge, Q. The relationship between storm rainfall intensity, runoff, drainage area and peak discharge is expressed by the equation: Q=CI~ where Q = discharge, in cubic feet per second C = coefficient of runoff (unitless -based on soil type & l~d use) A = drainage area, in acres The County of San Diego Hydrology Manual was also used to determine rainfall intensities for a given duration and frequency. Rainfall intensity (see appendix) was • • • determined by the formula: 1= 7.44 P6 D-O·64s, where \ I = average rainfall intensity, in inches per hour, for a given frequency and for the duration P6= precipitation for the 6-hour, lOO-year storm, in inches, Determined from isopluvial charts in appendix D = duration, in minutes, equal to the time on concentration The appendix includes the nomographs and charts used in these hydrologic analy~es . SECTION I EXISTING CONDITIONS • • • • San Diego County Rational Hydrology Program CIVILCADD/qIVILDESIGN Engineering Software, (c) 1993 version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 11/20/03 ---------------------------------------------------~-------------------- DRAINAGE STUDY -EXISTING BASIN 'B' LA COSTA TOWN SQUARE J.N. 00-1025 FILE: G:\ACCTS\001025\EXB01 OCTOBER 25, 2003 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SIN 10125 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation (inches) = 2.900 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 2.900 P6/P24 = 55.8% San Diego hydrology manual 'C' values used Runoff coefficients by rational method 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000· **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.450 given for subarea Rainfall intensity (I) = 4.738 for a 100.0 year storm User specified values are as follows: TC = 10.49 min. Rain intensity = 4.74 (In/Hr) Total area = 0.20(AC.) Total runoff = 0.43(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 354.00(Ft.) Downstream point elevation = 258.40(Ft.) Channel length thru subarea 1150.00(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 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.030 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 16.630(CFS) Depth of flow = 0.273(Ft.), Average velocity = Channel flow top width = 11.093(Ft.) 16.630(CFS) 5.770(Ft/S) • Flow Velocity = 5.77(Ft/s) Travel time = 3.32 min. Time of concentration = 13.81 min. Critical depth = 0.430(Ft.) Adding area flow to channel User specified ICI value of 0.450 given for subarea Rainfall intensity = 3.967(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450 Subarea runoff 26.905(CFS) for 15.070(Ac.) Total runoff = 27.335(CFS) Total area = 15.27(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION **** User specified ICI value of 0.450 given for subarea Time of concentration = 13.81 min. Rainfall intensity 3.967(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 11.248(CFS) for 6.300(Ac.) Total runoff = 38.583(CFS) Total area = 21.57(Ac.) End of computations, total study area = 21.57 (Ac.) • .f1.H -ut t l ~kf.., \\ ~S~ ~~MeeVl-;; ) l p ~V' V V R 1'V\tI.1<r f2:!-fP.4- S~ 't-'C.... t0CV+-lA ?\A..ct-~,-J: ~-"L'1"'O' b, • • • .' San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 11/20/03 DRAINAGE STUDY -EXISTING BASIN 'B' LA COSTA TOWN SQUARE - J.N. 00-1025 FILE: G:\ACCTS\001025\EXB01 OCTOBER 25, 2003 -------------------------------------------------------------------~---- ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SIN 10125 Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation (inches) = 1.900 24 hour precipitation(inches) 3.400 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 55.9% San Diego hydrology manual 'c' values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'c' value of 0.450 given for subarea Rainfall intensity (I) = 3.104 for a 10.0 year storm User specified values are as follows: TC = 10.49 min. Rain intensity = 3.10 (In/Hr) Total area = 0.20(Ac.) Total runoff = 0.43(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 354.00(Ft.) Downstream point elevation 258.40(Ft.) Channel length thru subarea 1150.00(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 Estimated mean flow rate at mid~oint of channel Manning'S 'N' = 0.030 Maximum depth of channel = 2.000('Ft.) Flow(q) thru subarea = 16.630(CFS) Depth of flow = 0.273(Ft.), Average velocity = Channel flow top width = 11.093(Ft.) 16.630(CFS) 5.770 (Ft/s) • Flow Velocity = 5.77(Ft/S) Trayel time = 3.32 min. Time of concentration = 13.S1 min. Critical depth = 0.430(Ft.) Adding area flow to channel User specified 'C' value of 0.450 given for subarea Rainfall intensity 2.599(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C -0.450 Subarea runoff 17.62S(CFS) for 15.070(Ac.) Total runoff = lS.05S(CFS) Total area = 15.27(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.450 given for subarea Time 'of concentration = 13.81 min. Rainfall intensity = 2.599 (In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0045'0 Subarea runoff = 7.369(CFS) for 6.300(Ac.) Total runoff = 25.427(CFS) Total area = 21.57(Ac.) End of computations, total study area = 21.57 (AC.) -a5, 43 .\-titO~ • l' 1tU eJ~ • • • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/27/03 DRAINAGE STUDY -EXISTING BASIN 'D' LA COSTA TOWN SQUARE J.N. 00-1025 FILE: G:\ACCTS\001025\EXD01 OCTOBER 27, 2003 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SiN 10125 ---------_._-----------------------------------------------------------~- Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation (inches) = 2.900 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 2.900 P6/P24 = 55.8% San Diego hydrology manual 'C' values used Runoff coefficients by rational method 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/~tation 400.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified ,'C' value of 0.850 given for subarea" Rainfall intensity (I) = 3.364 for a 100.0 year storm User specified values are as follows: TC = 17.84 min. Rain intensity = 3.36(In/Hr) Total area = 6.02(Ac.) Total runoff = 32.49(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 400.00D **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.020(AC.) Runoff from this stream 32.490(CFS) Time of concentration = 17.84 min. Rainfall intensity = 3.364(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 400.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea • • • Initial subarea flow distance = 1700.00(Ft.) Highest elevation = 390.00(Ft.) Lowest elevation = 307.00(Ft.) Elevation difference = 83.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 28.44 min. TC = [1.8*(1.1-C)*distanceA .5)/(% slopeA (1/3)] TC = [1.8*(1.1-0.4500)*(1700.00A .5)/( 4.88A (1/3)]= 28.44 Rainfall intensity (I) = 2.490 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 8.483(CFS) Total initial stream area = 7.570(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 400.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.570(Ac.) Runoff from this stream = 8.483(CFS) Time of concentration = 28.44 min. Rainfall intensity = 2.490 (In/Hr) Summary of stream data: Stream No . Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 32.490 17.84 3.364 2 8.483 28.44 2.490 Qmax(l) 1.000 * 1.000 * 32.490) + 1.000 * 0.627 * 8.483) + = 37.812 Qmax(2) = 0.740 * 1.000 * 32.490) + 1.000 * 1.000 * 8.483) + 32.535 Total of 2 streams to confluence: Flow rates before confluence point: 32.490 8.483 . Maximum flow rates at confluence using above data: 37.812 32.535 Area of streams before confluence: 6.020 7.570 Results of confluence: Total flow rate = 37.812 (CFS) Time of concentration = 17.840 min. Effective stream area after confluence 13.590(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 404.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation = 307.00(Ft.) 266.00(Ft.) • • • Channel length thru subarea = 590.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning" s 'N' = 0.015 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 37.812(CFS) Depth of flow = 0.705(Ft.), Average velocity = 15.715(Ft/s) Channel flow top width = 4.822(Ft.) Flow Velocity = 15.71(Ft/s) Tra¥el time = 0.63 min. Time of concentration = 18.47 min. Critical depth = 1.438(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 404.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 13.590(Ac.) Runoff from this stream 37.812(CFS) Time of concentration = 18.47 min. Rainfall intensity = 3.290(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea Initial subarea flow distance = 880.00(Ft.) Highest elevation = 346.00(Ft.) Lowest elevation = 266.00(Ft.) Elevation difference = 80.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 16.63 min. TC = [1.8*(1.1-C)*distanceA .5)/(% slopeA (1/3)] TC = [1.8*(1.1-0.4500)*(880.00A .5)/( 9.09A (l/3)]= 16.63 Rainfall intensity (I) = 3.520 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 21.889(CFS) Total initial stream area = 13.820 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 404.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 13.820(Ac.) Runoff from this stream 21.889(CFS) Time of concentration = Rainfall intensity = Summary of stream data: Stream Flow rate 16.63 min. 3.520 (In/Hr) TC Rainfall Intensity • • • No. (CFS) (min) (InfEr) 1 37.812 18.47 3.290 2 21. 889 16.63 3.520 Qmax(l) 1. 000 * 1. 000 * 37.812) + 0.935 * 1. 000 * 21.889) + = 58.271 Qmax(2) = 1. 000 * 0.901 * 37.812) + 1. 000 * 1.000 * 21.889) + 55.941 Total of 2 streams to confluence: Flow rates before confluence point: 37.812 21.889 Maximum flow rates at confluence using above data: 58.271 55.941 Area of streams before confluence: 13.590 13.820 Results of confluence: Total flow rate = 58.371(CFS) Time of concentration = 18.466 min. Effective stream area after confluence End of computations, total study area = 27 . 410 (Ac . ) 27.41 (Ac.) • • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date,: 02/01/03 DRAINAGE STUDY -EXISTING BASIN 'D' 10 YR STORM EVENT LA COSTA TOWN SQUARE J.N. 00-1025 FILE: G:\ACCTS\001025\EXD10 OCTOBER 27, 2003 ********* Hydrology $tudy Control Information ********** O'Day Consultants, San Deigo, California -SIN 10125 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation (inches) = 1.900 24 hour precipitation(inches) = 3.400 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 55.9% San Diego hydrology manual 'C' values used Runoff coefficients by rational method 10.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 400.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.850 given for 'subarea Rainfall intensity (I) = 2.204 for a 10.0 year storm User specified values are as follows: TC = 17.84 min. Rain intensity = 2.20(In/Hr) Total area = 6.02(Ac.) Total runoff = 21.29(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 400.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.020(Ac.) Runoff from this stream 21.290(CFS) Time of concentration = 17.84 min. Rainfall intensity = 2.204 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 400.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea • • • Initial subarea flow distance 1700.00(Ft.} Highest elevation = 390.00(Ft.} Lowest elevation = 307.00(Ft.) Elevation difference = 83.00(Ft.} Time of concentration calculated by the urban areas overland flow method (App X-C) = 28.44 min. TC = [1.8*(1.1-C}*distance".5}/(% slope"(l/3}] TC = [1.8*(1.1-0.4500}*(1700.00".5}/( 4.88"(1/3)]= 28.44 Rainfall intensity (I) = 1.631 for a 10.0 year storm Effective runoff coefficient used for area {Q=KCIA} is C = 0.450 Subarea runoff = 5.558(CFS} Total initial stream area = 7.570 {Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station. 400.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.570{Ac.} Runoff from this stream = 5.558(CFS} Time of concentration· = 28.44 min. Rainfall .intensity = 1.631(In/Hr} Summary of stream data: Stream No . Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 21.290 17.84 2.204 2 5.558 28.44 1.631 Qmax {1} = 1. 000 * 1.000 * 21.290) + 1. 000 * 0.627 * 5.558) + = 24.777 Qmax(2) 0.740 * 1. 000 * 21. 290) + 1. 000 * 1. 000 * 5.558) + 21. 319 Total of 2 streams to confluence: Flow rates before confluence point: 21.290 5.558 Maximum flow rates at confluence using above data: 24.777 21.319 Area of streams before confluence: 6.020 7.570 Results of confluence: Total flow rate = 24.777(CFS) Time of concentration 17.840 min. Effective stream area after confluence 13.590(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station '404.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation = 307.00(Ft.) 2 6 6 . 00 (Ft. ) • • • Channel length thru subarea 590.00(Ft.) Channel base width = 2.000(Ft.) Slope or IZI of left channel bank = 2.000 Slope or IZI of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 24.777(CFS) Depth of flow = 0.566(Ft.), Average velocity = 13.971(Ft/s) Channel flow top width = 4.265(Ft.) Flow Velocity = 13.97(Ft/s) Travel time = 0.70 min. Time of concentration = 18.54 min. Critical depth = 1.156(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 404.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 13.590(AC.) Runoff from this stream 24.777(CFS) Time of concentration Rainfall intensity = 18.54 min. 2.150 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** User specified ICI value of 0.450 given for subarea Initial subarea flow distance 880.00(Ft.) Highest elevation = 346.00(Ft.) Lowest elevation = 266.00(Ft.) Elevation difference = 80.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 16.63 min. TC = [1.8*(l.1-C)*distanceA .5)/(% slopeA (l/3)] TC = [1.8*(l.1-0.4500)*(880.00A .5)/( 9.09A (l/3)]= 16.63 Rainfall intensity (I) = 2.306 for a 10.0 year storm Effective runoff coefficient used for are~ (Q=KCIA) is C = 0.450 Subarea runoff = 14.341(CFS) Total initial'stream area = 13 .820 (Ac . ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 404.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 13.820(Ac.) Runoff from this stream = 14.341(CFS) Time of concentration = 16.63 min. Rainfall intensity = 2.306(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ., 'I • • 1 • No. (CFS) (min) (In/Hr) 1 24.777 18.54 2.150 2 14.341 16.63 2.306 Qmax(l) = 1. 000 * 1.000 * 24.777) + 0.932 * 1. 000 * 14.341) + = 38.144 Qmax(2) 1. 000 * 0.897 * 24.777) + 1. 000 * 1. 000 * 14.341) + = 36.560 Total of 2 streams to confluence: Flow rates before confluence point: 24.777 14.341 Maximum flow rates at confluence using above data: 38.144 36.560 Area of streams before confluence: 13.590 13.820 Results of confluence: Total flow rate = 38.144(CFS) Time of concentration = 18.544 min. Effective stream area after confluence = End of computations, total study area = EXD10 27.410(AC.) 27.41 (Ac.) • .' • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/27/03 ------------------------------;--------------------------~--------------- DRAINAGE STUDY -EXISTING BASIN 'E' LA COSTA TOWN SQUARE J.N. 00-1025 FILE: G:\ACCTS\001025\EXE01 ()c...~l1b-l."" 27, 2003 -----------------------------------------------------------------------~ ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SiN 10125 -------------------~----------------------------------------------~----~ Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation (inches) = 2.900 24 hour precipitation(inches) 5.200 Adjusted 6 hour precipitation (inches) = 2.900 P6/P24 = 55.8% San Diego hydrology manual 'c' values used Runoff coefficients by rational method 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 502.000 **** INITIAL AREA EVALUATION **** User specified 'c' value of 0.450 given for subarea Initial subarea flow distance 980.00(Ft.) Highest elevation = 396.00(Ft.) Lowest elevation = 327.00(Ft.) Elevation difference = 69.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 19.11 min. TC = [l.8*(1.1-C}*distanceA .5)/(% slopeA (1/3}] TC = [1.8*(1.1-0.4500}*(980.00A .5)/( 7.04A (1/3)]= 19.11 Rainfall intensity (I) = 3.218 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 10.513(CFS} Total initial stream area = 7.260(Ac.) End of computations, total study area = 7.26 (Ac.) 1 • • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/27/03 DRAINAGE STUDY -EXISTING BASIN 'E' LA COSTA TOWN SQUARE J.N. 00-1025 FILE: G:\ACCTS\001025\EXE01 OCTOBER 27, 2003 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SiN 10125 -----------------------------------------------------------------------~ Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation (inches) = 1.900 24 hour precipitation(inches) = 3.400 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 55.9% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 502.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea Initial subarea flow distance = 980.00(Ft.) Highest elevation = 396.00(Ft.) Lowest elevation = 327.00(Ft.) Elevation difference = 69.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 19.11 min. TC = [l.8*{1.1-C)*distanceA .5)/{% slopeA {1/3)] TC = [l.8*(1.1-0.4500)*(980.00A .5)/( 7.04A {1/3)]= 19.11 Rainfall intensity (I) = 2.108 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 6.888{CFS) Total initial stream area = 7.260(AC.) End of computations, total study area = 7.26 (Ac.) • '. SECTION II PROPOSEDCONDITIQNS • • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 11/20/03 DRAINAGE STUDY -PROPOSED BASIN 'B' LA COSTA TOWN SQUARE J.N. 00-1025 FILE: G:\ACCTS\001025\EXB01 OCTOBER 25,' 2003 , --------------------------------------------------------------------~--- ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SiN 10125 Rational hydrology study stor~ event year is Map data precipitation entered: 6 hour, precipitation (inches) = 2.900 24 hour precipitation(inches) 5.200 Adjusted 6 hour precipitation (inches) = 2.900 P6/P24 = 55.8% San Diego hydrology manual 'C' values used Runoff coefficients by rational method 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to point/Station 200.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.450 given for subarea Rainfall intensity (I) = 4.738 for a 100.0 year storm User specified values are as follows: TC = 10.49 min. Rain intensity = 4.74 (In/Hr) Total area = 0.20(Ac.) Total runoff = 0.43 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to point/Station 202.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 354.00(Ft.) Downst"ream point elevation 258.40(Ft.) Channel length thru subarea = 1150.00(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 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.030 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 12.965(CFS) Depth of flow = 0.236(Ft.), Average velocity = Channel flow top width = 10.942(Ft.) 12.965(CFS) 5.255(Ft/S) • Flow Velocity = 5.25(Ft/s) Travel time = 3.65 min. Time of concentration = 14.14 min. Crit~cal depth = 0.363(Ft.) Adding area flow to channel User specified 'C' value of 0.450 given for subarea Rainfall intensity = 3.908(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff 20.507(CFS) for 11.660(Ac.) Total runoff = 20.937(CFS) Total area = 11.86(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.450 given for subarea Time of concentration = 14.14 min. Rainfall intensity = 3.908(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 10.587(CFS) for 6.020(Ac.) Total runoff = 31.524(CFS) Total area = 17.88(Ac.) End of computations, total study area = 17.88 (Ac.) -iL\XMoH--'7 ~ . ? kJt~(p'11e..-:: ~Of)e7 '2 ~ --/ 204 .' \to;. ~~ -3vS---::; 1:>1;+-1--: ~:. ~}/w -:: It,l;-t r \~<oLi,l-t,') lL)'/z--:::-l~~L\tl-OAS)( ~)I/z.. ~ ~---------------------L~ ')~/3 / . lit.it) li~ .... {)!Jl.s J:..;: 144 (llnLr?~1~) :. ~tl1 .v1)h~ , ( :... V·4S (($;'It)l4d.b) ~ t(, lR ( ?if J:>"<A..~' lL~w+ +r-Yl-ePi. tlU'ltuv\'eJAo 'I ~l4.b'-* ~-e..-Ncyl.+lt\.. -Pll\ttx....):. ~,~fAA1 rJ l-Lt L~ Ci:)'2 q -0 I b '"'l Do let'tt-,\--1.::.·Vt?(H tb-,5) • • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 11/20/03 ------------------------------------------------------------------------ DRAINAGE STUDY -1>('"0 po-s-e~ BASIN 'B ' LA COSTA TOWN SQUARE J.N. 00-1025 FILE: G:\ACCTS\001025\EXB01 OCTOBER 25, 2003 ,'. ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SIN 10125 -------------------------------------------------------------------~-~-- Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation (inches) = 1.900 24 hour precipitation(inches) 3.400 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 55.9% San Diego, hydrology manual 'C' values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.450 given for subarea Rainfall intensity (I) = 3.104 for a 10.0 year storm User specified values are as follows: TC = 10.49 min. Rain intensity = 3.10 (In/Hr) Total area = 0.20(AC.) Total runoff = 0.43(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 354.00(Ft.) Downstream point elevation = 258.40(Ft.) Channel length thru subarea = 1150.00(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 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.030 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 12.965(CFS) Depth of flow = 0.236(Ft.), Average velocity Channel flow top width = 10.942(Ft.) 12.965(CFS) 5.255(Ft/S) • Flow Velocity = 5.25(Ft/s) Travel time 3.65 min. Time of concentration = 14.14 min. Critical depth = 0.363(Ft.) Adding area flow to channel User specified 'C' value of 0.450 given for subarea Rainfall intensity = 2.561(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450 Subarea runoff 13.435(CFS) for 11.660(Ac.) Total runoff = 13.865(CFS) Total area = 11.86(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.00Q **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.450 given for subarea Time of concentration = 14.14 min. Rainfall intensity 2.561(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 6.937(CFS) for 6.020(Ac.) Total runoff = 20.802(CFS) Total area = 17.88(Ac.) End of computations, total study area 17.88 (Ac.) ~\J\.wH--tt-uvn ~ta~ft\G \jr =--4 t \-~ O-C.- • N{l'i'::.<C.~ 2d3--204 \(, ::. \~,~<) ( ~ \0 O\.,l y ~tcvvv\' UL,l t) .. 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"_.,. ____ H+--=t~L1...o.=..:=.-_5'8J21_f12 ~ ~~1: ~. 0 "= _= _______ _ ----~1H----------------------~----~---------- --e-----il-H-------------.----- -----H+-----'.'_' __ '" '" -.--.. --------.----------.--------.-. ----------.---.... -.. -.-.. ~-.--.----.-----------j --- -------1!+------... -.. ---.. --.. -------.. -.--.-----~------.--.-----_ .. '. • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 version 3.2 Rational met,hod hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 11/20/03 LA COSTA TOWN SQUARE HYDROLOGY STUDY PROPOSED SYSTEM '700' (BASIN E) J.N. 00-1025 FILE:G\ACCTS\001025\PRE01A OCTOBER 22, 2003 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SIN 10125 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation (inches) = 2.900 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 2.900 P6/P24 = 55.8% San Diego hydrology manual 'C' values used Runoff coefficients by rational method 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 700.000 to Point/Station 702.000 **** INITIAL AREA EVALUATION **** , User specified 'C' value of 0.450 given/for subarea Initial subarea flow distance = 880.00(Ft.) Highest elevation = 381.00(Ft.) Lowest elevation = 368.00(Ft.) Elevation difference = 13.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 30.47 min. TC = [1.8*(1.1-C)*distanceA .5)/(% slopeA (1/3)] TC = [l.8*(1.1-0.4500)*(880.00A .5)/( 1.48A (1/3)]= 30.47 Rainfall intensity (I) = 2.381 for a 100.0 year storm Ef~ective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 5.744(CFS) Total initial stream area = 5.360 (Ac.) ++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 704.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 358.00(Ft.) Downstream point/station elevation = 320.00(Ft.) Pipe length 126.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.?44(CFS) • • • Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.744(CFS) Normal flow depth in pipe = 3.84(In.) Flow top width inside pipe = 14.74(In.) Critical Depth = 11.10(In.) Pipe flow velocity = 20.85(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 30.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 704.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.360(Ac.) Runoff from this stream = 5.744(CFS) Time of concentration = 30.58 min. Rainfall intensity = 2.376 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 706.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea Initial subarea flow distance = 290.00(Ft.) Highest elevation = 380.00(Ft.} Lowest elevation = 370.00(Ft.) Elevation difference = 10.00(Ft.} Time of concentration calculated by the urban areas overland flow method (App X-C) = 13.19 min. TC = [1.8*(1.1-C}*distanceA .5)/(% slopeA (1/3}] TC = [1.S*(1.1-0.4500}*(290.00A .5}/( 3.45A (1/3}]= 13.19 Rainfall intensity (I) = 4.087 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Suparea runoff = 0.147(CFS) Total initial stream area = 0.080(AC.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 704.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 370.00(Ft.} Downstream point elevation 336.00(Ft.) Channel length thru subarea = 590.00(Ft.} Channel base width = 5.000(Ft.} Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.883(CFS} Manning's 'N' = 0.015 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.883(CFS) Depth of flow = 0.053(Ft.), Average velocity = 3.285(Ft/s} • • • Channel flow top width = 5.211(Ft.) Flow Velocity = 3.28(Ft/s) Travel time 2.99 min. Time 9f concentration = 16.18 min. Critical depth = 0.098(Ft.) Adding area flow to channel User specified 'C' value of 0.450 given for subarea Rainfall intensity = 3.582 (In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0".450 Subarea runoff = 1.290(CFS) for 0.800(AC.) Total runoff = 1.437(CFS) Total area = 0.88(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 704.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.880(Ac.) Runoff from this stream 1.437(CFS) Time of concentration = 16.18 min. Rainfall intensity = 3.582 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No . (CFS) (min) (In/Hr) 1 5.744 30.58 2.376 2 1.437 16.18 3.582 Qmax(l) = 1.000 * 1.000 * 5.744) + 0.663 * 1.000 * 1.437) + 6.697 Qmax(2) = 1.000 * 0.529 * 5.744) + 1.000 * 1.000 * 1.437) + 4.477 Total of 2 main streams to confluence: Flow rates before confluence point: 5.744 1.437 Maximum flow rates at confluence using above data: 6.697 4.477 Area of streams before confluence: 5.360 0.880 Results of confluence: Total flow rate = 6.697(CFS) Time'of concentration =' 30.575 min. Effective stream area after confluence = End of computations, total study area 6.240(AC.) 6.24 (AC.} • • • \ San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 11/20/03 LA COSTA TOWN SQUARE HYDROLOGY STUDY PROPOSED SYSTEM '700' (BASIN E) J.N. 00-1025 FILE:G\ACCTS\001025\PRE01A OCTOBER 22, 2003 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California -SIN 10125 ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation (inches) = 1.900 24 hour precipitation(inches) 3.400 Adjusted 6 hour precipitation (inches) = 1.900 P6/P24 = 55.9% San Diego hydrology manual 'C' values used Runoff coefficients by rational method , , ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 702.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea Initial subarea flow distance 880.00(Ft.) Highest elevation = 381.00(Ft.) Lowest elevation = 368.00(Ft.) Elevation difference = 13.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 30.47 min. TC = [1.8*(l.1-C)*distanceA .5)/(% slopeA (l/3)] TC = [1.8*(l.1-0.4500)*(880.00A .5)/( 1.48A (1/3)]= 30.47 Rainfall intensity (I) = 1.560 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 3.763(CFS) Total initial stream area = 5.360 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to 'point/Station 704.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 358.00(Ft.) Downstream point/station elevation 320.00(Ft.) Pipe length 126.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.763(CFS) • • • Given pipe size = 18.00{In.) Calculated individual pipe flow = 3.763{CFS) Normal flow depth in pipe = 3.11{In.) Flow top width inside pipe = 13.62{In.) Critical Depth = 8.90{In.) Pipe flow velocity = 18.41{Ft/s) Travel time through ,pipe = 0.11 min. Time of concentration (TC) = 30.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 704.000 to Point/Station 704.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.360(Ac.) Runoff from this stream = 3.763 (CFS) Tim~ of concentration = 30.59 min. Rainfall intensity = 1.556 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 706.000 to Point/Station 706.000 **** 'INITIAL AREA EVALUATION **** User specified 'C' value of 0.450 given for subarea Initial subarea flow distance = 290.00{Ft.) Highest elevation = 380.00(Ft.) Lowest elevation = 370.00(Ft.) Elevation difference = 10.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 13.19 min. TC = [1.8*(1.1-C)*distanceA .5)/(% slopeA (1/3)] ~C = [1.8*(1.1-0.4500)*{290.00A .5)/( 3.45A (1/3)]= 13.19 Rainfall intensity (I) = 2.678 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 0.096(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 706.000 to Point/Station 704.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 370.00{Ft.) Downstream point elevation 336.00{Ft.) Channel length thru subarea = 590.00{Ft.) Channel base width 5.000{Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 1.000{Ft.) Flow{q) thru subarea = 0.578{CFS) Depth of flow = 0.041{Ft.), Average velocity = 0.578{CFS) 2.785{Ft/s) • • • Channel flow top width = 5.163(Ft.) Flow Velocity = 2.78(Ft/s) Travel time 3.53 min. Time of concentration = 16.72 min. Critical depth = 0.074(Ft.) Adding area flow to channel User specified 'C' value of 0.450 given for subarea Rainfall intensity 2.298(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff 0.827(CFS) for 0.800(Ac.) Total runoff = 0.924(CFS) Total area = 0.88(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 704.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.880(Ac.) Runoff from this stream 0.924(CFS) Time of concentration = 16.72 min. Rainfall intensity = 2.298(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No . (CFS) (min) (In/Er) 1 3.763 30.59 1.556 2 0.924 16.72 2.298 Qmax(l) = 1.000 * 1. 000 * 3.763) + 0.677 * 1. 000 * 0.924) + 4.389 Qmax (2) 1. 000 * 0.547 * 3.763) + 1. 000 * 1. 000 * 0.924) + = 2.981 Total of 2 main streams to confluence: Flow rates before confluence point: 3.763 0.924 Maximum flow rates at confluence using above data: 4.389 2.981 Area of streams before confluence: 5.360 0.880 Results of confluence: Total flow rate = 4.389(CFS) Time of concentration = 30.589 min. Effective stream area after confluence = End of computations, total study area = 6.240(Ac.) 6.24 (AC.) • SECTION III PROPOSED DE SILTATION BASIN CALCULATIONS • ~~W\\V\e. J:k I?C;l ~f'lt:\ I~ "Be;) .Ek1,O lAd V1 -...... ~ .. ----!"J/ & ~tt±.l~ ~clD~ " -\{t~ 'iL~'Is'I~ "~--~~V;:;. Q....,..UL..'+-L-lt.h.~ .., - -.Jl~ JJ_~~ ~ (L<WZ1-~1~~~Vl'\ -- tzlkVbvlt... "? Ge.. - -... - ~c.t.bN\ D-'fW~-ffi -- Q.\.fO< ]. l(2\ \,~ 16-~ J1-Mikt..L e,.-..-Q/I-5" ~~.gat:._ J<t--C£!L.---L1L't.'L-S..~ ~ ~L1 - I ::: '1. 44[lti}.L?:1) -. U?4S--:. lUt; /vt I h\/ , -~lJ5_(lU!c.oC)~t--k.~~) ~ -4,tjQ tJ-:!l -- ----" --. ~, tG---G1lq4J -~~~ k+2 ~ u/J.d.. "'_. t,_O~CQ2.1 ___ \41, 31'5" ~}Z-~ 'D:eS,f,5 tA.,. • (J~-( v -. [S.lt'-~.h Y\& 'ff.U:).e..,), - --..... ....... -~~I) --~ .... ' .. --~ -tw~JLle:;~ ~-;-13,/1 llla.M. to .;..-o,4~ I{h ~- ~/. -l~ ..... -~~~ -- h-=-1.4-:LlllDL %?I\?[) .... ZLm~ - _. _. ~~~ f.!?JJ-lli -. . ' --...-.,,-... v.t~~ \.2 U2P ') -_3~/5li Nt,. ~ le.t4-tl .. -- I () 0 o?-~ __________ a31 a 611 -flF ~ Dl:;,.~vl · f)v • '--ie-'= .. -.~---.-____ . ____ . ___ L'.2e.~_~l)~~ . ---.~ ... --------~ 1--_ ... _--------.. -__ .' '._~r_. __ .• --.~-' .. ' ------~----.... ---.------_ ....... __ ....... -- -----_._-_--..-----... __ ...----.-------[ -_._------.. -_7 --_._----j -------"~' -._...,._--------------- '''-'----~/ ---- • :" • J ,~-------- .---,,..-----.--.-------..... -~---. . -------~:-'--~---.,-----:.---~ .. _- 1 ..... -._-,,-----_... . .... -_ .. _----_. __ ._---._-_ .. _ ..... _ .. _-,._. __ ._ ..... -·----------·--· .. ·-·---·------·~·-···---.. ---·-----I . j. ----,---........ --~.,,---.--~ ........... -.--.. ,. .... -.--.. -..----.--..------..----.----~-.. ~ .. -.----.. --...... --.. -.. --.. -... --~-...... ---"---. i " !=t~-==--===-=~------~--===--====--j IiI . ·-_ .... -· __ ·---· ................ ·1#-···_ ............... ---............................ -_ .. -.... -_ ........ --.--.. -..... -...... " .... -.... -...... -... --,-.............. -.-.. ---.. -.-.... , ..... -.-.-.. --.... ------.-.--..... -----c-l----------~------------------------------------------------- . . ~t31t<?fVl '/1" ••.. ~.. -. n.,~ .. , "De.Lu OA'6v1 .... ~ ..... '~ ..... ~ \.~,--",-",~,-:'." .. ~-.. " . \A"o l ~ &:'\J,L\'LtO . .i-V'(;:~~ I I . I I· --.. --------.-4~-.--------------"--------------.--.---------------.--------~------------~---"--~~~----. . , I • • • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2001 Study date: 11/19/03 Basin D-~-(~0 O'Day Consultants, Carlsbad, California -SIN 768 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: basinb.rte ********************** Hydrograph Information ************************ From manual input hydrograph ****************************HYDROGRAPH DATA**************************** Number of intervals = 128 Time interval = 1 . a (Min.) Maximum/Peak flow rate = 7.610 (CFS) . Total vo:j.ume = 0.379 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 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 ******************************************************************~**** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-out flow-storage data Total number of inflow hydrograph intervals = 128 Hydrograph time uni t = 1 . ,0 a a (Min.) Initial depth in storage basin = O.OO(Ft.) Initial basin depth = Initial basin storage = Initial basin outflow = O. 00 (Ft.) 0.00 (Ac.Ft) 0.00 (CFS) -------------------------------------~------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth storage Outflow (S-O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) 0.000 0.000 0 .. 000 0.000 (S+O*dt/2) (AC. Ft) 0.000 • 2.000 1.452 2.857 1.450 1.454 4.000 2.904 2.858 2.902 2.906 6:000 4.356 2.859 4.354 4.358 8.000 5.810 2.8G:O 5.808 5.812 --------------------------------------------------------------------Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ae. Ft) .0 1.9 3.81 5.71 7.61 (Ft. ) 0.017 0.00 0.00 0.000 0 1 1 1 1 0.'00 0.033 0.08 0.00 0.000 0 1 I I I 0.00 0.050 0.17 0.00 0.000 0 1 .1 1 1 0.00 0.067 0.29 0.00 0.001 OI I· I I , I 0.00 0.083 0.48 0.00 0.001 o I I I I I 0.00 0.100 0.68 0.00 0.002 0 I I I I I 0.00 0.117 0.91 0.01 0.003 0 I 1 1 I I 0.00 0.133 1.17 0.01 0.004 0 I I I I I 0.01 0.150 1.42 0.01 0.006 0 I 1 1 I 1 0.01 0.167 1. 75 0.02 0.008 0 II I I I 0.01 0.183 2.09 0.02 0.011 0 I I I I 0.02 0.200 2.45 0.03 0.014 0 I I I I I 0.02 0.217 2.90 0.03 0.018 0 I I 1 I I 0.02 0.233 3.35 0.04 0.022 0 I I I I I 0.03 0.2~0 3.84 0.05 0.027 0 1 I I I 0.04 • 0.267 4.38 0.06 0.032 0 I I I I I 0.04 0.283 4.92 0.08 0.039 0 1 1 I 1 I 0,.05 0.300 5.38 0.09 0.046 0 I I I I I 0.06' 0.317 5.83 0.10 0.053 0 I I I I 0.07 0.333 6.27 0.12 0.061 0 I I I I I 0.08 0.350 6.58 0.14 0.070 0 1 I I I I 0.10 0.367 6.89 0.16 0.079 0 I 1 I I I 0.11 0.383 7.14 0.17 0.089 0 I I I ·I I 0.12 0.400 7.31 0.19 0.098 0 I I I ,I I 0.14 0.417 7.48 0.21 0.108 0 1 I I II 0.15 0.433 7.55 0.23 0.118 0 I I I II 0.16 0.450 7.58 0.25 0.128 10 I I I II 0.18 0.467 7.61 0.27 0.138 10 I I I I 0.19 0.483 7.58 0.29 0.149 10 1 I I II 0.20 0.500 7.55 0.31 0.159 10 I I I II 0.22 0.517-7.48 0.33 0.168 10 I I I II 0 .. 23 0.533 7.31 0.35 0.178 10 I -I I I I 0.25 0.550-7.14 0.37 0.188 10 I I I I I 0.26 0.567 6.96 0.39 0.197 10 I I I I I 0.27 0.583 6.76 0.40 0.206 10 1 I I I I 0.28 0.600 6.56 0.42 0.214 10 I I I I I 0.30 0.617 6.34 0.44 0.223 10 I I I I I 0.31 0.633 6.12 0.45 0.231 10 I I II I 0.32 0.650 5.88 0.47 0.238 10 I I I I 0.33 0.667 5.60 0.48 0.245 I 0 1 I. II I 0.34 0.683 5.32 0.50 0.252 I 0 I I I I I 0.35 0.700 5.01 0.51 0.259 I 0 I I I I 1 0.36 • 0.717 4.67 0.52 0.265 I 0 I 1 I I I 0.36 0.733 4.33 0.53 0.270 I 0 I I I I I 0.37 0.750 4.04 0.54 0.275 1 0 I I I I 0.38 • 0.767 3.75 0.55 0.280 I 0 I II I I 0.39 0.783 3.48 0.56 0.284 I 0 I I I I I 0.39 0.800 3.28 0.57 0.288 I 0 I I I I I 0.40 0.817 3.09 0.57 0.291 I 0 I I I I I 0.40 0.833 2.90 0.58 0.295 I 0 I I .1 I I 0.41 0.850 2.73 0.59 0.298 I 0 I I I I I 0.41 0.867 2.56 0.59 0.301 I 0 I I I I I 0.41 0.883 2.41 0.60 0.303 I 0 I I I I I 0.42 0.900 2.27 0.60 0.306 I 0 II I I I 0.42 0.917 2.13 0.61 0.308 I 0 I I I I 0.42 0.933 2.03 0.61 0.310 I 0 I I I I 0.43 0.950 1.93 0.61 0.312 I 0 I I I I 0.43 0.967 1.83 0.62 0.314 I 0 II I I I 0.43 0.983 1. 74 0.62 0.315 I 0 II I I I 0.43 1.000 1.64 0.62 0.317 I 0 I I I I I 0.44 1.017 1.55 0.63 0.318 I 0 I I I I I 0.44 1.033 1.46 0.63 0.319 I 0 I I I r I 0.44 1. 050 1.38 0.63 0.320 I 0 I I I I I 0.44 1.067 1.29 0.63 0.321 I 0 I I I I I 0.44 1.083 1.21 0.63 0.322 I 0 I I I I I 0.~4 1.100 1.13 0.64 0.323 I o I I I I I 0.44 1.117 1.07 0.64 0.323 I o I I I I I 0.45 1.133 1.02 0.64 0.324 I o I I I I I 0.45 1.150 0.96 0.64 0.325 I o I I I I I 0.45 1.167 0.90 0.64 0.325 I OI I I I I 0.45 1.183 0.85 0.64 0.325 I OI I I I I 0.45 1.200 0.80 0.64 0.326 I OI I I I I 0.45 • 1.217 0.76 0.64 0.326 I OI I I I I 0.45 1.233 0.72 0.64 0.326 I OI. I I I ,I 0.45 1.250 0.68 0.64 0.326 I O' I I I I 0.45 1.267 0.63 0.64 0.326 I 0 I I I I 0.45 1.283 0.59 0.64 0.326 I O· ~ I I I I 0.45 1. 300 0.56 0.64 0.326 I 0' I I I I 0.45 I 1.317 0.52 0.64 0.326 I 0' I I I I 0.45 1.333 0.49 0.64 0.325 -I O~ I I I I 0.45 l\l\£d,( 1.350 0.45 0.64 0.325 IIO I I I I ~:;~( ~V~V 1.367 0.42 0.64 0.325 IIO I I I I 1.383 0.40 0.64 0.325 IIO I I I I 1.400 0.38 0.64 0.324 IIO I I I I' 0.45 1.417 0.36 0.64 0.324 IIO I I I I 0.45 1.433 0.33 0,.64 0.324 IIO I I I I 0.45 1.450 0.31 0.64 0.323 I IO I I I I 0.45 1.467 0.30 0.63 0.323 IIO I I I I 0.44 1.483 0.28 0.63 0.322 IIO I I I I 0.44 1.500 0.26 0.63 0.322 IIO I I I I 0.44 1.517 0.25 0.63 0.321 I IO I I I I 0.44 1.533 0.23 0.63 0.321 I 0 I I I I 0.44 1.550 0.22 0.63 0.320 I 0 I I I I 0.44 1.567 0.21 0.63 0.319 I 0 I I I I 0.44 1.583 0.20 0.63 0.319 I 0 I I I I 0.44 1.600 0.18 0.63 0.318 I 0 I I I I 0.44 1.617 0.17 0.63 0.318 I 0 I I I I 0.44 1.633 0.16 0.62 0.317 I 0 I I I I 0.44 :)..650 0.15 0.62 0.316 I 0 I 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1 1 1 1 0.19 6.833 0.00 0.27 0.138 IO 1 1 1 1 0,19 6.850 0.00 0.27 0.137 IO 1 1 1 1 0.19 6.867 0.00 0.27 0.137 IO 1 1 1 1 0.19 6.883 0.00 0.27 0.136 IO 1 1 1 1 0.19 6.900 0.00 0.27 0.136 IO 1 1 1 1 0.19 • 6.917 0.00 0.27 0.136 IO 1 1 1 1 0.19 6.9,33 0.00 0.27 0.135 IO 1 1 1 1 0.19 6.950 0.00 0.27 0.135 IO 1 1 1 1 0.19 6.967 0.00 0.26 0.135 IO 1 1 1 1 0.19 6.983 0.00 0.26 0.134 IO 1 1 1 1 . 0,18 7.000 0.00 0.26 0.134 IO 1 1 1 1 0.18 7.017 0.00 0.26 0.134 IO 1 1 1 1 0.18 7.033 0.00 0.26 0.133 IO 1 1 1 1 0.18 7.050 O~OO 0.26 0.133 IO 1 1 1 1 0.18 7.067 0.00 0.26 0.132 IO 1 1 1 I 0.18 7.083 0.00 0.26 0.132 IO 1 1 1 1 0.18 7.100 0.00 0.26 0.132 IO 1 1 I 1 0.18 7.117 0.00 0.26 0.131 IO I 1 1 1 0.18' 7.133 0.00 0.26 0.131 IO I 1 1 I 0.18 7.150 0.00 . 0.26 0.131 IO 1 1 -I 1 0.,18 7.167 0.00 0.26 0.130 IO 1 1 1 1 0.18 7.183 0.00 0.26 0.130 IO 1 1 1 1 0.18 7.200 0.00 0.26 0.130 IO 1 1 1 I 0.18 7.217 0.00 0.25 0.129 IO 1 1 1 I 0.18 7.233 0.00 0.25 0.129 IO I I I I 0.18 7.250 0.00 0.25 0.129 IO 1 1 1 I 0.18 7.267 0.00 0.25 0.128 IO I I I I 0.18 7.283 0.00 0.25 0.128 IO I 1 1 1 0.18 7.300 0.00 0.25 0.128 IO I I I I 0.18 7.317 0.00 0.25 0.127 IO I 1 1 I 0.18 7.333 0.00 0.25 0.127 IO I I 1 I 0.17 7.350 0.00 0.25 0.126 IO I I I I 0.17 • 7.367 0.00 0.25 0.126 IO 1 1 1 1 0.17 7.3-83 0.00 0.25 0.126 IO I 1 I 1 0.17 7.400 0.00 0.25 0.125 IO 1 I 1 I 0.17 • 7.417 0.00 0.25 0.125 10 1 1 1 1 0.17 7.433 0.00 0.25 0.125 10 1 1 1 1 0.17 7.450 0.00 0.24 0.124 10 1 1 1 1 0.17 7.467 0.00 0.24 0.124 10 1 1 1 1 0.17 7.483 0.00 0.24 0.124 10 1 1 1 1 0.17 7.500 0.00 0.24 0.123 10 1 1 1 1 0.17 7.517 0.00 0.24 0.123 10 1 1 1 1 0.17 7.533 0.00 0.24 0.123 10 1 1 1 1 0.1.7 7.550 0.00 0.24 0.122 10 -1 1 1 I 0.17 7.567 0.00 0.24 0.122 10 I 1 1 1 0.17 7.583 0.00 0.24 0.122 10 1 I I I ,0.17 7.600 0.00 0.24 0.121 10 1 1 1 1 0.17 7.617 0.00 0.24 0.121 10 1 1 1 I 0.17 7.633 0.00 0.24 0.121 0 1 1 1 1 0.17 7.650 0.00 0.24 0.120 0 1 1 I I 0.17 7.667 0.00 0.24 0.120 0 1 1 1 1 0.17 7.683 0.00 0.24 0.120 0 I I I I 0.17 7.700 0.00 0.24 0.119 0 1 1 1 I· 0.16 7.717 0.00 0.23 0.119 0 1 1 1 1 0.16 7.733 0.00 0.23 0.119 0 1 1 I I 0.16 7.750 0.00 0.23 0.119 0 1 1 I 1 0.16 7.767 0.00 0.23 0.118 0 1 I I I 0.16 7.783 0.00 0.23 0.118 0 1 1 1 1 0.16 7.800 0.00 0.23 0.118 0 1 1 1 1 0.16 7.817 0.00 0.23 0.117 0 I 1 1 I 0.16 7.833 0.00 0.23 0.117 0 1 1 1 1 0.16' 7.850 0.00 0.23 0.117 0 1 I I 1 0.16 • 7.867 0.00 0.23 0.116 0 1 1 1 1 0.16 7.883 0.00 0.23 0.116 0 1 1 I 1 0.16 7.900 0.00 0.23 0.116 0 1 I 1 1 0.16 7.917 0.00 0.23 0.115 0 1 I 1 I . 0.16 7.933 0.00 0.23 0.115 0 1 1 1 1 0.16 7.950 0.00 0.23 0.115 0 1 1 I 1 0.16 7.967 0.00 0.23 0.114 0 1 1 1 I 0.16 7.983 0.00 0.22 0.114 0 I I 1 I 0.16 8.000 0.00 0.22 0.114 0 1 1 I 1 0.16 8.017 0.00 0.22 0.113 0 1 I I I 0.16 8.033 0.00 0.22 0.113 0 1 1 1 1 '0.16 8.050 0.00 0.22 0.113 0 1 1 I I 0.16 8'.067 0.00 0.22 0.113 0 I 1 1 1 0.16 8.083 0.00 0.22 0.112 0 I I I I 0.15 8.100 0.00 0.22 0.112 0 1 1 I I 0.15 8.117 0.00 0.22 0.112 0 1 1 1 1 0.15 8.13'3 0.00 0.22 0.111 0 1 1 I I· 0.,15 8.150 0.00 0.22 0.111 0 1 I 1 1 0.15 8.167 0.00 0.22 0.111 0 I I I I 0.15 8.183 0.00 0.22 0.110 0 I I I 1 0.15 8.200 0.00 0.22 0.110 0 I I 1 1 0.15 8.217 0.00 0.22 0.110 0 1 1 1 1 0.15 8.233 0.00 0.22 0.110 0 1 I I I 0.15 8.250 0.00 0.21 0.109 0 1 1 1 1 .0.15 8.267 0.00 0.21 0.109 0 1 1 1 I 0.15 8.283 0.00 0.21 0.109 0 1 I I I 0.15 8.300 0.00 0.21 0.108 0 I 1 I 1 0.15 • 8.317 0.00 0.21 0.108 0 I I I I 0.15 8.333 0.00 0.21 0.108 0 I 1 I I 0.15 8.350 0.00 " 0.21 0.108 0 1 1 1 1 0.15 • 8.367 0.00 0.21 0.107 0 I I 1 0.15 8.383 0.00 0.21 0.107 0 1 I I 0.15 8.400 0.00 0.21 0.107 0 I 1 1 0.15 8.417 0.00 0.21 0.106 0 1 1 I 0.15 8.433 0.00 0.21 0.106 0 1 1 I 0.15 8.450 0.00 0.21 0.106 0 I I I 0.15 8.467 0.00 0.21 0.105 0 1 I 1 0.15 8.483 0.00 0.21 0.105 0 I I I 0.14 8.500 0.00 0.21 0.105 0 I I I 0.14 8.517 0.00 0.21 0.105 0 I 1 I 0.14 8.533 0.00 0.21 0.104 0 I I I 0.14 8.550 0.00 0.20 0.104 0 I I I 0.14 8.567 0.00 0.20 0.104 0 I I I 0.14 8.583 0.00 0.20 0.103 0 I I I 0.14 8.600 0.00 0.20 0.103 0 I I I 0.14 8.617 0.00 0.20 0.103 0 1 I I 0.14 8.633 0.00 0.20 0.103 0 I I I 0.14 8.650 0.00 0.20 0.102 0 I I I 0.14 8.667 0.00 0.20 0.102 0 1 1 I 0.14 8.683 0.00 0.20 0.102 0 I I I 0.14 '8.700 0.00 0.20 0.102 0 I I I 0.14 8.717 0.00 0.20 0.101 0 I I I 0.14 8.733 0.00 0.20 0.101 0 I I I 0.14 8.750 0.00 0.20 0.101 0 I I I I 0.14 8.767 0.00 0.20 0.100 0 I I I I 0.14 8.783 0.00 0.20 0.100 0 I I I I 0.14 8.800 0.00 0.20 0.100 0 I I I I 0.14 • 8.817 0..00 0.20 0.100 0 I I I I 0.14 8.833 0.00 0.20 0.099 0 I I I I 0.14 8.850 0.00 0.20 0.099 0 I I I I '0.14 8.867 0.00 0.19 0.099 0 I. I I I 0.14 8.883 0.00 0.19 0.099 0 I I I I 0.14 8.900 0.00 0.19 0.098 0 I I I I 0.14 8.917 0.00 0.19 0.098 0 I I I I 0.14 8.933 0.00 0.19 0.098 0 I I I I 0.13 8.950 0.00 0.19 0.098 0 I I I I 0.13 8.967 0.00 0.19 0.097 0 I I I I 0.13 8.983 0.00 0.19 0.097 0 I I I I 0.13 9.000 0.00 0.19 O. 097 0 I I I I 0.13 9.017 0.00 0.19 0.096 0 I I I I 0.13 9.033 0.00 0.19 0.096 0 I I I I 0.13 9.050 0.00 0.19 0.096 0 I I I I 0.13 9.067 0.00 0.19 0.096 0 I I I I 0.13 9.083 0.00 0.19 0.095 0 I I I I 0.13 9.1,00 0.00 0.19 0.095 0 I I I I 0.13 9.117 0.00 0.19 0.095 0 I I I I 0.13 9.133 0.00 0.19 0.095 0 I I I I 0.13 9.150 0.00 0.19 0.094 0 I I I I 0.13 9.167 0.00 0.19 0.094 0 I I I I 0,13 9.183 0.00 0.18 0.094 0 I I I I Q.13 9.200 0.00 0.18 0.094 0 I I I I 0.13 9.217 0.00 0.18 0.093 0 I I I I 0.13 9.233 0.00 0.18 0.093 0 I I I I 0.13 9.250 0.00 0.18 0.093 0 I I I I 0.13 • 9.267 0.00 0.18 0.093 0 I I I I 0.13 9.283 0.00 0.18 0.092 0 I I I I O. i.3 9.300 0.00 0.18 0.092 0 I I I I 0.13 • 9.317 0.00 0.18 0.092 0 I I I 0.13 9.333 0.00 0.18 0.092 0 I I I 0.13 9.350 0.00 0.18 0.091 0 I I I 0.13 9.367 0.00 0.18 0.091 0 I I I 0.13 9.383 0 .. 00 0.18 0.091 0 I I I 0.13 9.400 0.00 0.18 0.091 0 I I I 0.12 9.417 0.00 0.18 0.090 0 I I I 0.:1,.2 9.433 0.00 0.18 0.090 0 I I I 0.12 9.450 0.00 0.18 0.090 0 I I I 0.12 9.467 0.00 0.18 0.090 0 I I I 0.12 9.483 0.00 0.18 0.089 0 I I I 0.12 9.500 0.00 0.18 0.089 0 I I I 0.12 9.517 0.00 0.17 0.089 0 I I I 0.12 9.533 0.00 0.17 0.089 0 I I I 0.12 9.550 0.00 0.17 0.088 -0 I I I 0.12 9.567 0.00 0.17 0.088 0 I I I 0.12 9.583 0.00 0.17 0.088 0 I I I 0.12 9.600 0.00 0.17 0.088 0 I I I 0.12 9.617 0.00 0.17 0.087 0 I I I 0.12 9.633 0.00 0.17 0.087 0 I I I 0.12 9.650 0.00 0.17 0.087 0 I I I 0.12 9.667 0.00 0.17 0.087 0 I I I 0.12 9.683 0.00 0.17 0.087 0 I I I I 0.12 9.700 0.00 0.17 0.086 0 I I I I 0.12 9.717 0.00 0.17 0.086 0 I I I I 0.12 9.733 0.00 0.17 0.086 0 I I I I 0.12 9.750 0.00 0.17 0.086 0 I I I I 0.12 • 9.767· 0.00 0.17 0.085 0 I I I I 0.12 9.783 0.00 0.17 0.085 0 I I I I 0.12 9.800 0.00 0.17 0.085 0 I I I I 0.12 9.817 0.00 0.17 0.085 0 I I I I 0.12 9.833 0.00 0.17 0.084 0 I I I I 0.12 9.850 0.00 0.17 0.084 0 I I I I 0.12 9.867 0.00 0.17 0.084 0 I I I I 0.12 9.883 0.00 0.16 0 .. 084 0 I I I I 0.12 . 9.900 0.00 0.16 0.084 0 I I I I 0.12 9.917 0.00 0.16 0.083 0 I I I I 0.11 9.933 0.00 0.16 0.083 0 I I I I 0.11 9.950 0.00 0.16 0.083 0 I I I I 0.11 9.967 0.00 0.16 0.083 0 I I I I 0.11 9.983 0.00 0.16 0.082 0 I I I 0.11 10.000 0.00 0.16 0.082 0 I I I 0.11 10.017 0.00 0.16 0.082 0 I I I 0.11 10.033 0.00 0.16 0.082 0 I I I 0.11 10.050 0.00 0.16 0.082 0 I I I 0.11 10.067 0.00 0.16 0.081 0 I I I 0.11 10.083 0.00 0.16 0.081 0 I I I 0.11 10.100 0.00 0.16 0.081 0 I I I 0.11 10.117 0.00 0.16 0.081 0 I I I 0.11 10.133 0.00 0.16 0.080 0 I I I 0.11 10.150 0.00 0.16 0.080 0 I I I 0.11 10.167 0.00 0.16 0.080 0 I I I 0.11 10.183 0.00 0.16 0.080 Q I I I 0.1J, 10.200 0.-00 0.16 0.080 0 I I I 0.11 • 10.217 0.00 0.16 0.079 0 I I I 0.11 10.233 0.00 0.16 0.079 0 I I I 0.11 10.250 0.00 0.16 0.079 0 I I I 0.11 • 10.267 0.00 0.15 0.079 0 I I I I 0.11 10.28;3 0.00 0.15 0.079 0 I I I I 0.11 10.300 0.00 0.15 0.078 0 I I I I 0;11 10.317 0.00 0.15 0.078 0 I I I I 0.11 10.333 0.00 0.15 0.078 0 I I I I 0.11 10.350 0.00 0.15 0.078 0 I I I I . 0.1;1- 10.367 0.00 0.15 0.077 0 I I I I 0.11 10.383 0.00 0.15 0.077 0 I I I I 0.11 10.400 0.00 0.15 0.077 0 I I I I 0.11 10.417 0.00 0.15 0.077 0 I I I I 0.11 10.433 0.00 0.15 0.077 0 I I I I 0.11 10.450 0.00 0.15 0.076 0 I I I I 0.11 10.467 0.00 0.15 0.076 0 I I I I 0.10 10.483 0.00 0.15 0.076 0 I I I I 0.10 10.500 0.00 0.15 0.076 0 I I I I 0.10 10.517 0.00 0.15 0.076 0 I I I I 0.10 10.533 0.00 0.15 0.075 0 I I I I 0.10 . 10.550 0.00 0.15 0.075 b I I I I 0.10 10.567 0.00 0.15 0.075 0 I I I I 0.10 10.583 0.00 0.15 0.075 0 I I I I 0.10 10.600 0.00 0.15 0.075 0 I I I I· 0.10 10.617 0.00 0.15 0.074 0 I I I I 0.10 10.633 0.00 0.15 0.074 0 I I I I 0.10 10.650 0.00 0.15 0.074 0 I I I I 0.10 10.667 0.00 0.15 0.074 0 I I I . I 0.10 10.683 0.00 0.14 0.074 0 I I I I 0.10 10.700 0.00 0.14 0.073 0 I I I I 0.10 • 10.717 0.00 0.14 0.073 0 I I I I 0.10 10.733 0.00 0.14 0.073 0 I I I I 0.10 10.750 0.00 0.14 0.073 0 I I I I 0.10 10.767 0.00 0.14 0.073 0 I I I I 0.10 10.783 0.00 0.14 0.072 0 I I I I 0.10 10.800 0.00 0.14 0.072 0 I I I I 0 .. 10 10.817 0.00 0.14 0.072 0 I I I I 0.10 10.833 0.00 0.14 0.072 0 I I I I 0.10 10.850 0.00 0.14 0.072 0 I I I I 0.10 10.867 0.00 0.14 0.071 0 I 1 I I 0.10 L 10.883 0.00 0.14 0.071 0 1 I I I 0.10 10.900 0.00 0.14 0.071 0 I 1 1 1 0.10 10.917 0.00 0.14 0.071 0 1 1 1 1 0.10 10.933 0.00 0.14 0.071 0 1 1 1 1 0.10 10.950 0.00 0.14 0.070 0 1 I I 1 0.10 10.967 0.00 0.14 0.070 0 1 I 1 I. 0.10 10.983 0.00 0.14 0.070 0 1 I 1 1 0.10· 11.000 0.00 0.14 0.070 0 1 1 1 I 0.10 11. 017 0.00 0.14 0.070 0 1 I 1 1 0.10 11.033 0.00 0.14 0.069 0 1 I I I 0.10 11.050 0.00 0.14 0.069 0 I 1 I 1 0.10 11.067 0.00 0.14 0.069 0 1 1 I I 0.10 11. 083 0.00 0.14 0.069 0 '1 1 1 1 0·.09 11.100 0.00 0.14 0.069 0 I 1 1 1 0.09 11.117 0.00 0.13 0.069 0 I I 1 '1 0.09 11.133 0.00 0.13 0.068 0 1 1 1 I 0.09 11.150 0.00 0.13 0.068 0 I 1 I I 0.09 • 11.167 0.00 0.13 0.068 0 I I 1 I 0.09 11.183 0.00 0.13 0.068 0 I I I I 0.09 11.200 0.00 0.13 0.068 0 I I I I 0.09 • 12.167 0.00 0.11 0.058 0 I I I I 0.08 12.183 0.00 0.11 0.058 0 I I I I 0.08 12.200 0.00 0.11 0.057 0 I I I I 0.08 12.217 0.00 0.11 0.057 0 I I I I 0.08 12.233 0.00 0.11 0.057 0 I I I I 0.08 :L2.250 0.00 0.11 0.057 0 I I I I 0.08 12.267 0.00 0.11 0.057 0 I I I I 0,08 12.283 0.00 0.11 0.057 0 I I I I 0.08 12.300 0.00 0.11 0.057 0 I I I I 0.08 12.317 0.00 0.11 0.056 0 I I I I 0.08 12.333 0.00 0.11 0.056 0 I I I I 0.08 12.350 0.00 0.11 0.056 0 I I I I 0.08 12.367 0.00 0.11 0.056 0 I I I I 0.,08 12.383 0.00 0.11 0.056 0 I I I I 0.08 12.400 0.00 0.11 0.056 0 I I I I 0.08 12.417 0.00 0.11 0.055 0 I I I I 0.08 12.433 0.00 0.11 0.055 0 I I I -I 0.08 12.450 0.00 0.11 0.055 0 I I I I 0.08 12.467 0.00 0.11 0.055 0 I I I I 0.08 12.483 0.00 0.11 0.055 0 I I I I 0.08 12.500 0.00 0.11 0.055 0 I I I I 0.08 12.,517 0.00 0.11 0.055 0 I I I I 0.08 12.533 0.00 0.11 0.054 0 I I I I 0.07 12.550 0.00 0.11 0.054 0 I I I I 0.07 12.567 0.00 0.11 0.054 0 I I I I 0.07 12.583 0.00 0.11 0.054 0 I I I I 0.07 12.600 0.00 0.11 0.054 0 I I I I 0.07 • 12.61,7 0.00 0.11 0.054 0 I I I I 0.07 12.633 0.00 0.11 0.054 0 I I I I 0.07 12.650 0.00 0.11 0.053 0 I I I I 0.07 12.667 0.00 0.10 0.053 0 I I I I 0.07 12.683 0.00 0.10 0.053 0 I I I I 0.07 12.700 0.00 0.10 0.053 0 I I I I '0.07 12.717 0.00 0.10 0.053 0 I I I I 0.07 12.733 0.00 0.10 0.053 0 I I I I 0.07 12.750 0.00 0.10 0.053 0 I I I I 0.07 12.767, 0.00 0.10 0.052 0 I I I I 0.07 12.783 0.00 0.10 0.052 0 I I I I 0.07 12.800 0.00 0.10 0.052 0 I I I I 0.07 12.817 0.00 0.10 0.052 0 I I I I 0.07 12.833 0.00 0.10 0.052 0 I I I I 0.07 12.850 0.00 0.10 0.052 0 I I I I 0.07 12.867 0.00 0.10 0.052 0 I I I I 0.0.7 12.883 0.'00 0.10 0.051 0 I I I I 0.07 12.900 0.00 0.10 0.051 0 I I I I 0.07 12.917 0.00 0.10 0.051 0 I I, I I 0.07 12.933 0.00 0.10 0.051 0 I I I I 0.07 12.950 0.00 0.10 0.051 0 I I I I 0.07 12.967 0.00 0.10 0.051 0 I I I I 0.07 Remaining water in basin = 0.05 (Ac.Ft) • ****************************HYDROGRAPH DATA**************************** Number of intervals = 778 Time interval = 1.0 (Min. ) , , • • • ,Maximum/Peak flow rate = 0.641 (CFS) Total volume = 0.328 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 o.oao Peak (CFS) Vol (Ac.Ft) *********************************************************************** -------------------------------------------------------------------- ~--:-:---, .!; 1~YEARHYDROGRAPH ~LD~~~ I~- ltltp 271qp= '.61 Iq calc) lQ!qp 2.71 0.22831 IqL J<!2 111 112 !q 0.11 .0.031 2.71 0.22831 5.41 0.7611 / 0.2283/ 0/ ° 2.71 0.001 0.22831 01 2.~ 02\ 0.1\ 5.4\ 0.761\ 8.11 1.4459\ --~- 0.8 0.93 21.6 7.5339 0.9 0.99 24.3 7.61 27 7.5339 1.11 0.991 29.71 7.53391 32.41 7.07731 1.445L2.35911 8.11 lMI 2.09 1.41 0.781 37.81 5.93581 40.51 5.1748'--2.35911 3.57671 10.8\ 13.51 3:35 2: 2.4 2:61 2J 3 3.2 3.4 3.6 3.i 4:6 "5 0.39 48.6 2.9679 51.3 2.5113 -18 --5.0226 6.2402r-16.2 -18.9~ 0.33 51.3 2.5113 54 2.130B 19 62402 7.0773 18.9 21.6 6.27 0.28 54 2.1308 59.4 1.5981 20 6.2402 7.0773 18.9 21.6 6.58 0.21 59.4 1.5981 64.8 1.1415 21 6.2402 7.0773 18.9 21.6 6.89 0.15 64.8 ~ 70.2 0.8371 22 7.0773 7.5339 21.6 24.3 7.14 75.6 81/ 1 0.6088/ -I -231 -7.01731 7.5~~r-:::21.6f 24.3! 7.31 1 1 1 24.31 271 7.581 ~ ~::;.j.._""';='=I1---:~=;+-_";::;J..~0'c;:15;:9;:;811 27 7.61 7.5339 27 29.7 7.61. 0.11411 om= ~ _13~1 ___ or_l~gEF3 --I-31 1 7.53391 7.07731 29.71~32.41 _Z-.31'.' 321 7.53391 7.07731 29.71 32.41-7.14 331 7.07731 6.54461 32.41 35.11 6.96 3tl-_6.~L-5.93581 35.1 381 5.93581 5.17481 37.1 5.93581 5.17481 37.1 S:§3581---s:17481-37.8 5.1748 4.2616 4(] 5.17481 426161 _40.1 5.1748 4.2616 40. 4.2616 3.5006 43. 45.[ 42616 3.5006 43.~ 46-L 3.5006 2.9679 45.! 3.5006 2.9679 45.1 53 54 55 56 57 58 59 60 61 62 63 3.5006 2.9679 45.9 2.9679 2.5113 48.' -2J~6791 2.51131 _4!l.t 2.96791 2,5113\ 48.1 -2.51131-2.13081 51. -2:5113l 2.13081 51. 2.5113\ 2:1308\ 51 2.13081 1.59811 54 2.1308 54 2.1308 54 2.1308 54 .1.59811 1.14151 59.4 37-KI 40.51 5.88' r 40.51 -s.BO.- 43.2 4.33 45.9 4.04 45.9 3.75 48.6 3.48 48.6 328 48.6 3.09 51.3 2.9C 513\--2.7: 51.31 2.56 •• -2.411 ~ 2.271- 2.1o:Jl ... 59.41 2.0~. ~ 59.4 59.4 59.4 59.4 64.8 64.8 64.8 64.81 1.291 ' • • ~ 01·1022THEBlUFFS fut-°lw.J \ l.-t1 d V () 7 ;/VA'1 • f< 1G-YEAR HYDROGRAPH "& 6i ~ 1.5981 1.1415 59.4 64.8 1.21 1.1415 0.8371 64.8. 70.2 1.13 1.1415 0.8371. .64.8 70.2 1.07 1.1415 0.8371 64.8 '70.2 1.02 . 1.1415 0.8371 64.8 70.2 0.96 1.1415 0.8371 64.8 70.2 0.90 1.1415 . 0.837.1 64.8 70.2 0.85 0.8371 0.6088 70.2 75.6 0.80 0.83711 0.60881 70.21 ~ --:75~61-0;7_ 1 75.6 0.7~-8371 I J 74 0.8371 0.6088 70.2 75.6 0 :s • . 75 0.8371 0.6088 70.2 75.6 0.63 -...l. J.. 76 0.6088 0.41855 75.6 81 0.59 - 77 0.6088 0.41855 75.6 81 0.56 78 0.6088 0.41855 75.6 81 0.52 79 0.6088 0.41855 75.6 81 0.49 - 60 0.6088 0.41855 75.6 81 Ok 81 0.41855 0.3044 81 86.4 0.42 - R2 0.41855 0.3044 81 86.4 0.40 - 0.30441 811 86.41 o.:;<RI·~ 0.3044 81 86.4 0.36) 0.3044 81 86.4 0.33 -0: 0.3044 81 ·86.4 0.31 0.22069 86.4 91.8 0.3QJ 0.22069 86.4 91.8 0.: n 0.22069 86.4 91.8 0.: 90 0.3044 0.22069 B6~ 1-91 0.3044 0.22069 81 9gt 0.22069 0.15981]. l!1 17.: 10 To To Tc To 1i 1-1- 0.22069 0.1591 0.22069 0.1591 0.22069 0.159811 91.81 97~ n 22M!!1 0.159811 91. 0.22069 97. 0.15981 102.6 0.15981 102.1 0.15981 102-, 0.159811 0.114151 97.21 102.E o '''AA' 0.11415 97.2 102, 14151 0.083711 102.61 108 10E 124.: 124.: '.08371 0.03805 108 124. 1.08371 0.03805 108 124; 1.03371 0.03805 108 124.: 1371 0.03805 108 124.2 ~371 0.03805 108 124.2 0.03805 108 124.2 0.03805 108 124.2 0.03805 108' 124.2 n.08371 0.03805 108 124.gj, .08371 0.03805 108 124. .08371 0.03805 108 124. 121 0.08371 0.03805 108 124. .23 ~. .22- 0.21.- 0.20 ._ 0.18·" o:1'i •• o::;s 0.121-0.11 " 0.11 - 0.10 .v 0.09 - 0.09 ~ 0.08 .- Ms 0.08 ~ 0.08 ~ 0.07 - 0.07 - 0.07 -0.06 ~ 0.06 - 0.06 ~ 0.06- 0.05 ~ 0.05 - 0.05 - 122 0.08371 0.03805 108 124.2 0. ).( 123 0.08371 0.03805 108 124.2 I U . 124 0.08371 0.03805 108 124.2 . 0:04 125 0.03805 0 124.2 135 0.04 0.03805 0 124.2 135 O.O~ n MRO" 0 124.2 135 0.03, " • 01·'022THEBLUFFS l t '(; ,', \ \.. t.. t,v II \ s.. • '~ 'l I .. ' : I l . ! :1' b~ J~ ! tJ~ ~ ·1 ':; _~~~ __ ~.L 1,4 ~+ ~llil" ------,.. -+~ ---------.;;:----,---------+ . lif -+~ 0 ,. -~--g...-~-------....,.__-.--. _..J ~-=-.~~_-. ~t-=-' ----.--=-,-0 I :. 'f-:"~------=---'T-:-1--.. -~-'-----~' ---_._--_.-----_ .. _---------_._--- ........ --: -----'-----_. -( .. , 'I'. ----.-----~ .1 -.----------------.-, ... -------:-------------'---:---. ' ___ '1 . ____ .. --+H--J1 .. --------------,-----------.--_._--. ·-----.:--1 q:! i -.~--.--,.;~l~._-~.----_-.. ----.. -.-.:.~--.-.--.----~--' ----=.--~1 _________ .. _. ___ . J _____ ._._. ______ .... __ .... _ ... __ .,,_._._. __ .. __ .,,_._. ______ .. _ .... ________ . __ . ___ .... _. __ .... ____ • _____ .... _. __ ..... _ .. ____ .. ,. ___ ._ .. ___ ~ __ ... _. __ I~ . . . . ----:.---------.--.-~.-!t~ .... ,---. ---._--" .. --... -------.. _. .. .... , ---...... _.--.. --.............. -.... -----.-----.. , ... _ .... ------._ ..... ----.----.----......... --.. -.. -.. ~---.. --.... -... -.,..;. '!.l : "-'-'-'-. -.. -.. : ... :~·-.... -·~t---··--·--. ..--....... ----.----.. _ .... --... -~ ......... -...... ----.. :.---.-.. ~-.--.-----... -.-.. -.-~ .. -.:-.-.. -.--..... ~ ......... :~~~=~=-~.~~:--.-.~.-~~~=~= .--=i. ~--. \ .\' \ • • • FLOOD HYDRO GRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2001 Study date: 11/19/03 Basin D -{1v {(;"-~ 11-19-03 \..3J O'Day Consultants, Carlsbad, California -SIN 768 --~----------------------------------------------------------------- ***********~********* HYDRO GRAPH INFORMATION ********************** From study/file name: basind.rte ********************** Hydrograph Information ************************ From manual input hydrograph ****************************HYDROGRAPH DATA**************************** Number of intervals = 67 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 11.130 (CFS) Total volume = 0.271 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) Vol (Ac. Ft) 0.000 0.000 0.000 o~ooo 0.000 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-out flow-storage data Total number of inflow hydrograph intervals = 67 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = O.OO(Ft.) Initial basin depth = Initial basin storage = Initial basin outflow = 0.00 (Ft.) 0.00 (Ac.Ft) 0.00 (CFS) Depth vs. Storage "and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (Ft.) (Ac. Ft) (CFS) (Ac. Ft) (S+O*dt/2) (Ac .Ft) -----------------------------------------------------------------~--- 0.000 0.000 0.000 0.000 0.000 • 2.000 0.440 4.28~ 0.437 0.443 4.000 0.880 4.288 ) 0.877 0.883 6.000 1.320 4.289.' 1.317 1.323 8.000 1. 770 '--.r,290 1.767 1.773 --------------------------------------------------------------------Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: '1'= unit inflow; 'O'=outflow at time shown ---------------------------------------------------------------------Time Inflow Outflow Storage Deptli (Hours) (CFS) (CFS) (Ac. Ft) .0 2.8 5.57 8.35 11.13 (Ft. ) 0.017 0.00 • 0.00 0.000 0 I I I I 0.00 0.033 0.25 0.00 0.000 0 I I I I 0.00 0.050 0.74 0.01 0.001 o I I I I I 0.00 0.067 1.39 0.02 0.002 0 I I I I I 0.01 0.083 2.16 0.05 0.005 0 I I I I I 0.02 0.1·00 3.18 0.08 0.008 0 II I I I 0.04 0.117 4.44 0.13 0.013 0 I I I I I 0.06 0.133 5.89 0.20 0.020 0 I I I I 0.09 0.150 7.48 0.28 0.029 0 I I I I I 0.13 0.167 8.83 0.39 0.040 10 I I II I 0.18 0.183 9.86 0.51 0.052 10 I I I I I 0 .. 24 0.200 10.60 0.64 0.065 10 I I I I I 0 .. 30 0.217 11.05 0.77 0.079 I 0 I I I II 0.36 0.233 11.13 0.91 0.094 I 0 I I I I 0.43 0.250 11.08 LOS 0.107 I 0 I I I II 0.49 • 0.267 10.79 1.18 0.121 I 0 I I I II 0.55 0.283 10.27 1.30 0.134 I 0 I I I I I 0.61 0.300 9.68 1.42 0.146 I 0 I I I I I 0.66 0.317 9.01 1. 52 0.157 I 0 I I II I 0.71 0.333 8.25 1.62 0.166 I 0 I I II I 0 .. 76 0.350 7.36 1. 70 0.175 I 0 I I I I I 0.79 0.367 6.35 1.77 0.182 I 0 I I I I I 0.83 0.383 5.49 1.83 0.187 I 0 I II I I 0.85 0.400 4.79 1. 87 0.192 I 0 I I I I I 0.87 0.417 4.22 1.91 0.196 I 0 I I I I I Q.89 0.433 3.71 1. 93 0.198 I 0 I I I I I 0.90 0.450 3.28 1. 95 0.201 I 0 II I I I 0.91 0.467 2.94 1. 97 0.202 I 0 I I I I 0.92 0.483 2.64 1. 98 0.203 I o II I I I 0.92 0.500 2.35 1.99 0.204 I 01 I I I I 0.93 0.517 2.09 1. 99 0.204 I 01 I I I I O. 93 fV'U~ 0.533 1. 84 1.99 0.204; I 0 I I I I 0.93~ '- 0.550 1.61 1. 99 0.204 I 10 I I I I 0.93 (D' :1-( '\ 0.567 1.45 1. 98 0.203 I 10 I I I I 0.92 0.583 1.28 1. 97 0.202 I I 0 I I I I 0.92 0.600 1.14 1.96 0.201 I I 0 I I I I 0.92 0.617 1. 01 1.95 0.200 I I 0 I I I I 0.91· 0.633 0.88 1. 94 0.199 I I 0 I I I I 0.90 0.650 0.78 1. 92 0.197 I I 0 I I I I 0.90 0.667 0.67 1. 91 0.196 II 0 I I I I 0.89 0.683 0.59 1.89 0.194 IJ: 0 I I I I 0.88 0.700 0.52 1.87 0.192 II 0 I I I I 0.87 • 0.717 0.46 1. 85 0.190 II 0 I I I I 0.86 0.733 0.41 1.83 0.188 II 0 I I I I 0.86 0.750 0.36 1.81 0.186 II 0 I I I I 0.85 ,~. 0.767 0.32 1. 79 0.184 I 0 I I I I 0.84 0.783 0.28 1.77 0.182 I 0 I I I I 0.83 0.800 0.25 1. 75 0.180 I 0 I I I I 0.82 0.817 0.22 1.73 0.178 I 0 I I I I 0.81 0.833 0.20 1.71 0.176 I 0 I I I I 0.80 0.850 0.17 1. 69 0.174 I 0 I I I I 0.79 0.867 0.15 1.67 0.172 I 0 I I I I 0.78 0.883 0.14 1.65 0.170 I 0 I I I I 0.77 0.900 0.12 1.63 0.168 I 0 I I I I 0.76· 0.917 0.11 1.61 0.165 I 0 I I I I 0.75 0.933 0.10 1.59 0.163 I 0 I I I I 0'.74 0.950 0.10 1.57 0.161 I 0 I I I I 0.73 0.967 0.09 1.55 0.159 I 0 I I I I 0.72 0.983 0.08 1.53 0.157 I 0 I I I I 0.72 1.000 0.07 1.51 0.155 I 0 I I I I 0.71 1.017 0.06 1.49 0.153 I 0 I I I I 0.70 1.033 0.05 1.48 0.151 I 0 I I I I 0.69 1.050 0.04 1.46 0.149 I 0 I I I I 0.68 1.067 0.03 1.44 0.148 I 0 I I I I 0.67 1. 083 0.02 1.42 0.146 I 0 I I I I 0.66 1.100 0.01 1.40 0.144 I 0 I I I I 0.65 1.117 0.00 1.38 0.142 I 0 I I I I 0.64 1.133 0.00 1.36 0.140 I 0 I I I I 0.64 1.150 0.00 1.34 0.138 I 0 I I I I 0.63 1.167 0.00 1.33 0.136 I 0 I I I I 0.62 1.+83 0.00 1.31 0.134 I 0 I I I I 0.61 1.200 0.00 1.29 0.133 I 0 I I I I 0.60 • 1.217 0.00 1.27 0.131 I 0 I I I I 0.59 1.233 0.00 1.26 0.129 I 0 I I I I 0.59 1.250 0.00 1.24 0.127 I 0 I I I I 0.58 1.267 0.00 1.22 0.126 I 0 I I I I 0.57 1.283 0.00 1.21 0.124 I 0 I I I I 0.56 1.300 0.00 1.19 0.122 I 0 I I I I 0.56 1.317 0.00 1.18 0.121 I 0 I I I ' I 0.55 1.333 0.00 1.16 0.119 I 0 I I I I 0.54 1.350 0,.00 1.14 0.117 I 0 I I I I 0.53 1.367 0.00 1.13 0.116 I 0 I I I I 0.53 1.383 0.00 1.11 0.114 I 0 I I I I 0.52 1.400 0.00 1.10 0.113 I 0 I I I I 0.51 1.417 0.00 1.08 0.111 I 0 I I I I 0.51 1.433 0.00 1. 07 0.110 I 0 I I I I 0.50 1.450 0.00 1. 06 0.108 I 0 I I I I 0.49 1.467 0.00 1.04 0.107 I 0 I I I I 0.49 1.483 0.00 1. 03 0.106 I 0 I I I I 0.48 1.500 0.00 1.01 0.104 I 0 I I I I 0.47 1.517 0.00 1.00 0.103 I 0 I I I I 0:47 1.533 0.00 0.99 0.101 I 0 I I I I 0.46 1.550 0.00 0.97 0.100 I 0 I I I I 0.45 1.567 0.00 0.96 0.099 I 0 I I I I 0.45 1.583 0.00 0.95 0.097 I 0 I I I I 0.44 1.600 0.00 0.94 0.096 I 0 I I I I 0.44 1.617 0.00 0.92 0.095 I 0 I I I I 0.43 1.633 0.00 0.91 0.094 J; 0 I I I I 0.43 1.650 0.00 0.90 0.092 I 0 I I I I 0.42 • 1.667 0.00 0.89 0.091 I 0 I I I I 0.41 1.683 0.00 0.88 0.090 I 0 I I I I 0.41 1. 700 0.00 0.86 0.089 I 0 I I I I 0.40 • 1.717 0.00 0.85 0.087 I 0 I I I I 0.40 1. 733 0.00 0.84 0.086 I 0 I I I I 0.39 1.750 0.00 0.83 0.085 I 0 I I I I 0.39 1.767 0.00 0.82 0.084 I 0 I I I I 0.38 1. 783 0.00 0.81 0.083 I 0 I I I I 0.38 1.800 0.00 0.80 0.082 I 0 I I I I 0.37 1.817 0.00 0.79 0.081 I 0 I I I I 0.37 1.833 0.00 0.78 0.080 I 0 I I I I 0.36 1.850 0.00 0.77 0.079 I 0 I I I I 0.36 1.867 0.00 0.75 0.077 I 0 I I I I 0.35 1. 883 0.00 0.74 0.076 I 0 I I I I 0.35 1. 900 0.00 0.73 0.075 I 0 I I I I 0.34 1.917 0.00 0.73 0.074 I 0 I I I I 0.34 1.933 0.00 0.72 0.073 I 0 I I I I 0.33 1.950 0.00 0.71 0.072 I 0 I I I I 0.33 1.967 0.00 0.70 0.071 I 0 I I I I 0.32 1. 983 0.00 0.69 0.071 IO I I I I 0.32 2.000 0.00 0.68 0.070 IO I I I I 0,32 2.017 0.00 0.67 0.069 IO I I I I 0.31 2.033 0.00 0.66 0.068 IO I I I I 0.31 2.050 0.00 0.65 0.067 IO I I I I 0.30 2.067 0.00 0.64 0.066 IO I I I I 0.30 2.083 0.00 0.63 0.065 IO I I I I 0.30 2.100 0.00 0.63 0.064 IO I I I I 0.29 2.117 0.00 0.62 0.063 IO I I I I 0.29 2.133 0.00 0.61 0.063 IO I I I I 0.28 2.150 0.00 0.60 0.062 IO I I I I 0.28 • 2.167 0.00 0.59 0.061 IO I I I I 0.28 2.183 0.00 0.59 0.060 IO I I I I 0.27 2.200 0.00 0.58 0.059 IO I I I I 0.27 2.217 0.00 0.57 0.058 IO I I I I 0.2·7 2.233 0.00 0.56 0.058 IO I I I I 0.26 2.250 0.00 0.55 0.057 IO I I I I 0.26 2.267 0.00 0.55 0.056 IO I I I I 0.26 2.283 0.00 0.54 0.055 IO I I I I 0.25 2.300 0.00 0.53 0.055 IO I I I I 0.25 2.317 0.00 0.53 0.054 IO I I I I 0.25 2.333 0.00 0.52 0.053 IO I I I I 0.24 2.350 0.00 0.51 0.053 IO I I I I 0.24 2.367 0.00 0.50 0.052 IO I I I I 0.24 2.383 0.00 0.50 0.051 IO I I I I 0.23 2.400 0.00 0.49 0.050 IO I I I I 0.23 2.417 0.00 0.48 0.050 IO I I I I 0.23 2.433 0.00 0.48 0.049 IO I I I I 0.22 2.450 0.00 0.47 0.048 IO I I I I 0.22 2.467 0.00 0.47 0.048 IO I I I I 0.22 2.483 0.00 0.46 0.047 IO I I I I 0.21 2.500 0.00 0.45 0.047 IO I I I I 0.21 2.517 0.00 0.45 0.046 IO I I I I 0.21 2.533 0.00 0.44 0.045 IO I I I I 0.21 2.550 0.00 0.44 0.045 IO I I I I 0.20 2.567 0.00 0.43 0.044 IO I I I I 0.20 2.583 0.00 0.42 0.044 IO I I I I 0.20 2.600 0.00 0.42 0.043 IO I I I I 0.20 • 2.617 0.00 0.41 0.042 IO I I I I 0.19 2.633 0.00 0.41 0.042 IO I I I I 0.19 2.650 0.00 0.40 0.041 IO I I I I 0.19 • 2.667 0.00 0.40 0.041 IO I I I I 0.18 2.683 0.00 0.39 0.040 IO I I I I 0.18 2.700 0.00 0.39 0.040 IO I I I I 0.18 2.717 0.00 0.38 0.039 IO I I I I 0.18 2.733 0.00 0.38 0.039 IO I I I I 0.18 2.750 0.00 0.37 0.038 IO I I I I 0.17 2.767 0.00 0.37 0.038 IO I I I I 0.17 2.783 0.00 0.36 0.037 IO I I I I 0.17 2.800 0.00 0.36 0.037 IO I I I I 0.17 2.817 0.00 0.35 0.036 IO I I I I 0.16 2.833 0.00 0.35 0.036 0 I I I I 0 .. 16 2.850 0.00 0.34 0.035 0 I I I I 0.16 2.867 0.00 0.34 0.035 0 I I I I 0 .. 16 2.883 0.00 0.33 0.034 0 I I I I 0.16 2.900 0.00 0.33 0.034 0 I I I I 0.15 2.917 0.00 0.32 0.033 0 I I I I 0 .. 15 2.933 0.00 0.32 0.033 0 I I I I 0.15 2.950 0.00 0.32 0.032 0 I I I I 0.15 2.967 0.00 0.31 0.032 0 I I I I 0.15 2.983 0.00 0.31 0.032 0 I I I I 0.14 3.000 0.00 0.30 0.031 0 I I I I 0.14 3.017 0.00 0.30 0.031 0 I I I I 0.14 3.033 0.00 0.30 0.030 0 I I I I I 0.14 3.050 0.00 0.29 0.030 0 I I I I 0.14 3.067 0.00 0.29 0.029 0 I I I I 0.13 3.083 0.00 0.28 0.029 0 I I I I 0.13 3.100 0.00 0.28 0.029 0 I I I I 0.13 • 3.117 0.00 0.28 0.028 0 I I I I 0.13 3.133 0.00 0.27 0.028 0 I ' I I I 0.13 3.150 0.00 0.27 0.028 0 I I I I 0.13 3.167 0.00 0.27 0.027 0 I I I I 0.12 3.183 0.00 0.26 0.027 0 I I I I 0.12 3.200 0.00 0.26 0.026 0 I I I I 0.12 3.217 0.00 0.25 0.026 0 I I I I 0.12 3.233 0.00 0.25 0.026 0 I I I I 0.12 3.250 0.00 0.25 0.025 0 I I I I 0.12. 3.267 0.00 0.24 0.025 0 I I I I 0.11 3.283 0.00 0.24 0.025 0 I I I I 0.11 3.300 0.00 0.24 0.024 0 I I I I 0.11 3.317 0.00 0.23 0.024 0 I I I I 0.11 3.333 0.00 0.23 0.024 0 I I I I 0.11 3.350 0.00 0.23 0.023 0 I I I I 0.11 3.367 0.00 0.23 0.023 0 I I I I 0.11 3.383 0.00 0.22 0.023 0 I I I I 0.10 3.400 0.00 0.22 0.023 0 I I I I 0.10 3.417 0.00 0.22 0.022 0 I I I I 0.10 3.433 0.00 0.21 0.022 0 I I I I 0.10 3.450 0.00 0.21 0.022 0 I I I I 0.10 3.467 0.00 0.21 0.021 0 I I I I 0.10 3.483 0.00 0.21 0.021 0 I I I I 0.10 3.500 0.00 0.20 0.021 0 I I I I 0.09 3.517 0.00 0.20 0.021 0 I I I I 0.09 3.533 0.00 0.20 0.020 0 I I I I 0.09 3.550 0.00 0.19 0.020 0 I I I I 0.09 • 3.567 0.00 0.19 0.020 0 I I I I 0.09 3.583 0.00 0.19 0.019 0 I I I I 0.09 3.600 0.00 0.19 0.019 0 I I I I 0.09 • 3.617 0.00 0.18 0.019 0 I I I I 0.09 3.633 0.00 0.18 0.019 0 I I I I 0.08 3.650 0.00 0.18 0.018 0 I I I I 0.08 3.667 0.00 0.18 0.018 0 I I I I 0.08 3.683 0.00 0.17 0.018 0 I I I I 0.08 3.700 0.00 0.17 0.018 0 I I I I 0.08 3.717 0.00 0.17 0.017 0 I I I I 0.08 3.733 0.00 0.17 0.017 0 I I I I 0.08 3.750 0.00 0.17 0.017 0 I I I I 0.0.8 3.767 0.00 0.16 0.017 0 I I I I 0.08 3.783 0".00 0.16 0.017 0 I I I I 0.08 3.800 0.00 0.16 0.016 0 I I I I 0.07 3.817 0.00 0.16 0.016 0 I I I I 0.07 3.833 0.00 0.15 0.016 0 I I I I 0.07 3.850 0.00 0.15 0.016 0 I I I I 0.07 3.867 0.00 0.15 0.015 0 I I I I 0.07 3.883 0.00 0.15 0.015 0 I I I I 0.07 3.900 0.00 0.15 0.015 0 I I I I 0.07 3.917 0.00 0.14 0.015 0 I I I I 0.07 3.933 0.00 0.14 0.015 0 I I I I 0.07 3.950 0.00 0.14 0.014 0 I I I I 0.07 3.967 0.0.0 0.14 0.014 0 I I I I 0.06 3.983 0.00 0.14 0.014 0 I I I I 0.06 4.000 0.00 0.14 0.014 0 I I I I 0.06 4.017 0.00 0.13 0.014 0 I I I I 0.06 4.033 0.00 0.13 0.014 0 I I I I 0.06' 4.050 0.00 0.13 0.013 0 I I I I 0 .. 06 • 4.067 0.00 0.13 0.013 0 I I I I 0.06 4.083 0.00 0.13 0.013 0 I I I I 0.06 4.100 0.00 0.12 0.013 0 I I I I 0.06 4.117 0.00 0.12 0.013 0 I I I I 0.06 4.133 0.00 0.12 0.012 0 I I I I 0.06 4.150 0.00 0.12 0.012 0 I I I I 0.06 4.167 0.00 0.12 0.012 0 I I I I 0.06 4.183 0.00 0.12 0.012 0 I I I I 0.05 4.200 0.00 0.12 0.012 0 I I I I 0.05 4.217 0.00 0.11 0.012 0 I I I I 0'. as 4.233 0.00 0.11 0.012 0 I I I I 0.05 4.250 0.00 0.11 0.011 0 I I I I 0.05 4.267 0.00 0.11 0.011 0 I I I I 0,05 4.283 0.00 0.11 0.011 0 I I I I 0.05 4.300 0.00 0.11 0.011 0 I I I I 0.95 4.317 0.00 0.10 0.011 0 I I I I 0.05 4.333 0.00 0.10 0.011 0 I I I I 0.05 4.350 0.00 0.10 0.010 0 I I I I 0.05 4.367 0.00 0.10 0.010 0 I I' I I 0,.05 4.383 0.00 0.10 0.010 0 I I I I 0.05 Remaining water in basin = 0.01 (AC. Ft) **********************~*****HYDROGRAPH DA~A**************************** Number of intervals = 263 • Time interval = 1.0 (Min. ) Maximum/Peak flow rate = 1.990 (CFS) Total volume = 0.261 (Ac. Ft) • • • Status of hydrographs being held in storage Peak (CFS) Vol (Ac.Ft) Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 *********************************************************************** . . 1O-YEAR HYDROGRAPH ~lAD~iW(R6> fiij;'" I!IIP 13.19IQp= 11:15 I calc) IQ/QP fQ IQ2 112 3 o.o:!!: 1.319 0.3345 2.638 1.115 1 0 0.3345 0 1.319 0.25r""1 2.638 1.115 3.957 2.1185 2 0.3345 1.115 1.319 2.638 0.74Y. 3.957 2.1185 5.276 3.45653 1.115 2.1185 2.638 3.957· 1.39c""" v... 0.31 5.276 3.4565 6.595 5.2405' 4 2.1185 3.4565 3.957 5.276 2.161- n ~ 0.471 6.595 5.2405 7.914 7.3591 5 2.1185 3.4565 3.957' ·5.276 3.18f--- 0.8 0.9 l.66 ).82 13.19 --11~15 14.509 1T.038s~ ---~-10 .9.143 10.3695 "9.233 10.552 9.86 0.99 14.509 11.0385 15.828. 10.3695 11 10.3695 ,11.0385 10.552 11.871 10.60 1.<: 0.93 15.828 10.3695 17.147 9.569 1211.0385 11.15 .11.871 13.19 11.05 I 1.af 0.86 17.147 9.589 '18.466 8.697 13 11.0385 11.15 11.871 13.19 1M3 • • 0.7~ 18.466 8.697 19.785 7.582 14 11.15 11.038513.19 .14.509 11.08 19:785'----7.582 21.104 -----e.244 . 15 11.0385 10.3695 14.509 -15.828 10.79 21.104 6.244 22.423 5.129 16 10.3695 9.589 15.828 17.147 10.27 22.423 5.129 23.742 4.3485 17 10.3695 9.589 '15.828 17.147 9.68 23.742 4.3485 25.061 3.6795 18 9.589 8.697 17.147 18.466 9.01 25.061 3.6795 26.38 3.122 19 8.697 7.582 18.466 19.785 8.25 0.28 26.38 ' 3.122 29.018 2.3415 20 ,7.582 6.244 19.785 21.104 7.36 -2.2 0.21 29.018 2.3415 31.656 1.6725 21 7.582 6.244 19.785 21.104 6.35 2.4 0.15 31:656 1.6725 34.294 1.2265 22 6.244 5.129 21.104 22.423 5.49 2.6 0.11 34.294 1.2265 36.932 0.892 23 5.129 4.3485 22.423 23.742 4.79 2.8 0.08 36.932 . 0.892 39.57 0.61325 24 4.3485 3.6795 23.742 25.061 4.22 3 0.055 39.57 0.61325 42.208 0.448 25 4.3485 3.6795 23.742 25.061 3.71 3.2 0.04 42.208 0.448 44.846 0.32335 26 3.6795 3.122 25.061 26.38 3.28 3.4 0.029 44.848 0.32335 47.484 0.23415 27 3.122 2.3415 26.38 29.018 2.94 3.6 0.021 47.484 0.23415 50.122 0.16725 28 3.122 2.3415 26.38 29.018 2.64 3.8 0.015 50.122 0.16725 52.78 0.12265 29 3.122 2.3415 26.38 29.018 2.35 . 4 0.011 52.76 0.12265 60.674 0.05575 . 30 2.3415 1.6725 29.018 31.656 n ftft 4.6 0.005 60.674 0.05575 65.95 0 31 2.3415 1.6725 29.018 31.656 I 5 0 65.95 0 0 0 32 1.6725 1.2265 31.656 34.294 33 1.6725 1.2265 31.656 34.294 1.40 34 1.6725 1.2265 31.656 34.294 1.28 35 1.2265 0.692 34.294 36.932 1.14 38 1.2265 0.892 34.294 36.932 1.01 0.61325 36.932 39.57 0.88 0.61325 36.932 39.57 0.78 0.61325 36.932 39.57 0.67 0.61325 0.448 39.57 42.208 0.59 0.61325 0.448 39.57 42.208 0.52 -42 0.61325 0.448 39.57 42.208 0.48 43 0.448 0.32335 42.208 44.846 0.41 44 0.448 0.32335 42.208 44.846 0.36 45 0.32335 0.23415 44.846 47.484 0.32 46 0.32335 0.23415 44.846 47.484 0.28 47 0.32335 0.23415 44.846 47.484 0.25 48 0.23415 0.16725 47.484 50.122 0.22 ...- 49 0.23415 0.16725 47.484 50.122 0.20 50 0.23415 0.16725 47.484 50.122 0.17 51 0.16725 0.12265 50.122 52.76 0.15 I I ' .LL J. 52 0.16725 0.12265 50.122 52.76 0.14 53 0.12265 0.05575 52.76 60.674 0.12 54 0.12265 0.05575 52.76 60.674 0.11 55. 0.12265 O.O~,--~jl().~· n.n 561 0.122651 0.055751 52.761 60.674 631 0.055751 .01 60.6741 65.951 0.03 • • ~ ~~l(V" O,·'022THE BLUFFS • 1G-YEAR HYDROGRAPH 01-1022THEBLUFFS 64 0-05575 . 0, 60.674 65.95 0.02 65 .0.05575 0 60.674 65.95 0.01 66 0 0 65.95 0 0.00 • .-' 67 0 0 '65.95 0 0.00 _68 0 0 '65.95 0 0.00 69 0 0 65.95 0 . 0.00 70 0 0 65.95 0 0.00 71 0 0 65.95 0 0.00 72 0 0, 65.95 0 0.00 73 0 0 65.95 0 0.00 74 0 0 65.95 0 0.00 75 0 0 65.95 0 0.00 76 0 0 65.95 0 0.00 77 0 0 65.95 0 .0.00 78 0 0 65.95 0 0.00 79 0 0 65.95 0 0.00 SO 0 0 65.95 0 0.00 81 0 0 65.95 0 0.00 82 0 0 65.95 0 0.00 83 0 0 65.95 0 0.00 84 0 0 65.95 0 0.00 85 0 0 65.95 0 0.00 86 0 0 65.95 0 0.00 87 0 0 65.95 0 0.00 88 0 0 65.95 0 0.00 89 0 0 65.95 0 0.00 90 0 0 65.95 0 0.00 91 0 0 65.95 0 0.00 92 0 0 65.95 0 0.00 93 0 0 65.95 0 0.00 94 0 0 65.95 0 0.00 95 0 0 65.95 0 0.00 96 0 0 65.95 0 0.00 97 0 0 65.95 0 0.00 98 0 0 65.95 0 0.00 99 0 0 65.95 0 0.00 100 0 0 65.95 0 0.00 101 0 0 65.95 0 0.00 102 0 0 65.95 0 0.00 103 0 0 65.95 0 0.00 104 0 0 65.95 0 0.00 105 0 0 65.95 0 0.00 106 0 0 65.95 0 0.00 107 0 0 65.95 0 0.00 108 0 0 65.95 0 0.00 109 0 0 65.95 0 0.00 110 0 0 65.95 0 0.00 111 0 0 65.95 0 0.00 112 0 0 65.95 0 0.00 113 0 0 65.95 0 0.00 114 0 0 65.95 0 0.00 115 0 0 65.95 0 0.00 116 0 0 65.95 0 0.00 117 0 0 65.95 0 0.00 118 0 0 65.95 0 0.00 119 0 0 65.95 0 0.00 120 0 0 65.95 0 0.00 121 0 0 65.95 0 0.00 122 0 0 65.95 0 0.00 123 0 0 65.95 0 0.00 124 0 0 65.95 0 0.00 125 0 0 65.95 0 0.00 126 0 0 65.95 0 0.00 127 0 0 65.95 0 0.00 • • • · ,:'-... ::': ',,~ :' ,-" '':: ',,~ \ '. ':-----.Ht----------------.-----._------------------_ . ..,.....-- -~----.~---~----------------------------.:--.-.--.---. --..... ~ .. ---.... " " ..... :.: ..... !,. ".:. ~~~~ ...... .. ,. · .. :1?<!;!~(: .. ;. .. :'" \;" ; .... . :, ... :~, ';' , .... • ,~." >'. ':. " .,1 .... -•• ,..---.-.-44.1------.... ---.-.-.-.-.---.-.... ----------------- '.';',' }' ~ ,', .. \ , .. ~'''. ~ " . :." ... 1"-, .' .. '{ ., ~. : ',. "-'\ ;, \ " '\\ \ \ ,.11 , -~ SECTION IV • • • • ****** *** O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ****** *** 5t-vdA"<-Ql;v Bus~ -r: *** *** *** - *** 1 <------{ ***AAAAAW.S. *** *** *** *** *** *** 3.97')------->1 *** ( 0.99,)AAAAA*** *** *** *** *** *** ****** ** Triangular Channel Flowrate ................. . Velocity ................. . Depth of Flow ............ . Critical Depth ........... . Freeboard' ................ . Total Depth .............. . Width at Water Surface ... . Top Width ................ . Slope of Channel ......... . Left Side Slope .......... . Right Side Slope ......... . X-Sectional Area ......... . Wetted Perimeter ......... . ARA (2/3) ................. . Mannings ' n ' ............. . ... , 5.700 'CFS 2.885 fps-=1 0.994 feet 0.872 feet 0.000 feet 0.994 feet 3.975 feet 3.975 feet 1. 000 % 2.000 : 1 2.000 : 1 1. 975 sq. ft. 4.444 feet 1.150 0.030 \ \I{\(}Ct'J OL) Ovt.vU ,tpS D eMO~i\lG 'It\U(''i\:J ( '';) te.. 'P-t Ifl/V\-b~ ,"\> l-e.. VUJh: ... \ "Hi,~ iV\ "'\ ('uv\'C-1 \'V\ ~~(Jj,wtn,,,,") • • • ........ O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ~r6W1r * f-tliS-tfVlfr < \8'? i p? Inside Diameter 18.00 in.) L SCl71li\....-t;;) * * * * * * * AAAAAAAAAAAAAAAAAAAAA-- -A * Water * * * * * * * * * 5.33 in.) 0.445 ft.) I I * v --------- Circular Channel Section Flowrate ................. . 6.700 CFS Veloc,ity ................. . 15.296 fps Pipe Diameter ............ . 18.000 inches Depth of Flow ............ . 5.334 inches Depth of Flow ............ . 0.445 feet Critical Depth ........... . 1.000 feet Depth/Diameter (D/d) .... . 0.296 Slope of Pipe ............ . 11.140 % x-sectional Area ......... . 0.438 sq. ft. Wetted Perimeter ......... . 1. 727 feet ARA (2/3) ................. . 0.176 Mannings ' n ' ............. . 0.013 Min. Fric. Slope, 18 inch Pipe Flowing Full ..... . 0.407 % • __ ~ • .J __ ~: ___ -; ___ _ APPENDIX • • CITY OF' OCEANSIDE 78 • SITE PACIFIC VICINITY MAP NO SCALE '. CmE2 . B o 30 o I I ~W~ I Ex G .c.£~ R. C o SnG I I I I I I I .• I I I I I I RU~OFF COEFFICIENTS (RATIONAL METHOD) LA.l'lD USE Un.cleve loped Residential: Rural Single Family Multi-Units Mobile Homes (2) Commercial (2) 80% Impervious Industrial (2) 90% Impervious NOTES: Coefficient, C Soil Group (1) A B C ~ .30 .35 .40 .30 .35 .40 .40 .45 .50 .45 .50 .6Q .45 .50 .55 .70 . 75 .80 .80 .85 .90 '0 G .43 .55 .70· .65 S ... •. ::> .95 (1) Obtain soil group from maps on file with the Department of Sanitation and Flood Control. . (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values'given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Cons~<.ler commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = ~ X 0.85 = 0.53 APPENDIX IX 81G-10 .12.1988 1000 800 I-W W LI. Z , -.. 600 W 0 Z < I-0 -• 0 400 ..J W > xi' < 0::: I- 0 200 Z < ..J 0::: W > ~ e 0 ~ • ~~ HIGHWAY DESIGN MANUAL ;. Figure Si6.6A Overland Time of Concentration Curves II ... IJ ~ 1/ I" ' ..... 00:'. ;w_ 1ft. r .. it' "L -~ 'r ~l 7"1 v ~Il~ io.~~ ~ 1/ .... ~ "'" 100-.... 1-1""' OJ .. \ ~ ~, """ ~ .... ) ..... ~Io- ~~I;o ~-m Il 80 80 4 o 1';1 l' o 0 .J w > < 0:::' .... LI. e w :E t= o z < ..J a: w > o • t _ 1.8(1.1-C) (L) 1/2 o -[S(100~1/3 Where: C = Runoff Coefficient L = Overland Travel Distance in feet S = Slope in ft./ft. To = Time in minutes ----. ,---., ,---. ~ ~ ....---....... • e:, .' COUNTY OF SAN DIEGO , DEPARTMENT OF SANITATION & FLOOD CONTROL 10-YEAR 6-HOUR PRECIPITATIO~l 45' 30' IS' ,--1' ! OtfC- 33° 45' '1 .--.. _------------------..-. l~----+_----_r,,--~~J ..... ,,..,. , :to , +'" P"p&(r*d by U.S. DEPARTMENT OF COMMERCE NATIonAL OCEANIC MID Al'~:OSPIlER1C ADMINISTRATION ' Sl"ECIAL STUDIES BRANCH. OFFICI:; OF IlYO'ROLOGY. ,NATIONAL WEATHER SERViCE 30' I I .---. J 18° 45' 30' 15 1 II 7° 45' 30' IS' J 16- e ~. COUNTY OF SAN DIEGO , DEPARTl'tENT OF SANITATIon So FLOOD CONTROL I I . \10-YEAR 24~nOUIR PRECIPITATION. '-'20../ ISOPLUVIAlS OF 10-YEAR 24 .. HOUR 45 1 I=> !'lj)Ll:lj~ ... -< -_ 'to. .~ 30' 'I' \-~ ., .. < 15·'1 ____ ~ __ ~ __ --~ 330 45' l I u,s~ DE'PARTME T OF COMMERCE NATIOl'lAL OCEANIC AND AT ,IOSI'IIF.:'RIC ADMINISTRATION Pte,pi,ed by '1 SPECIAL STUDIES DRAl'lCII, o ..... leF: 01' I ·PI~OLOGY. NI\TIONI\L WEATHER SERVICE I ... ~ I > to o 30 " 1 ' , I I 1180 45' 30' IS' 1170 1.5 ' 30' e-, 1.5' 1160 .. .. .. .U;ITY OF SAN D I~GO DEPARTMENT OF SANITATION & FLOOD CONTROL 45 ' \. I'J,,,!~,,,,,,,;:,, ( -'.. j 330 45' I I . __ / ".i. "ilL.. ,.. ~ -£ ,----.--~ ._------_ ... --' ....... ---. Pr~p"+.·d b)' u.s. DEPARTMENrr OF COMMERCE . N ... TJON· ... L OCE"'~JC AND A']~~OSPJlERIC ADMINISTR ... TJON SPI!:CJAL STUDIES DRANCH, OFFICt OF 'If.~)R'OLOC;Y. NATIONAL WEATHER SERvr~E .~ 30' -l 1..1 I, ,~U . "vfv--v~uu vr. f, , ' lJBI 45 1 30 J IS' 117° l.5' 3D' 15' 116° -..... ---COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FlOOO CONTROL 1.5 1 3D' 15 I 100-YEJ\R~4-~lOllR pm~CIPITATIO~j r20../ISOPLUVIAlS OF 100 -YEAR 24~HOUR pnECIPITATION If·) i-Ef4TIIS OF AfJ INCH .33 0 ~ \~ ,-1- 45' Prcp"oj.·.j by u.s. DEPARTMENfr OF COMMERCE ~ATION'AL OC"M>lC AND .... i::.\O!iI'IIEIUC AOMltWnRATION SPItCJAL STUDIES 8NASCII.O·fl'ICJ:: OF "10'~OLOG:V. NATIONAL \YEATIIER SERVICE t-t 30 I -f ,.' . . I I H ~~11fl" 'IS' )0' I'i I ' ll]O 'I ~i I )0' '. .. I r. I t 16- .• - COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION ~ fLOOD CONTROL • 2-YEAR 6~HOUR PRECIPITATIOt~ '.--10-:--ISOPL.UVIALS OF 2-YEAR 6-t'lOUR 45' I &\J~IJr.'1\'-' .,~ 30' I 'l 15' I \ , \ 7 33°' l-----+--~~.J~.---1 45 I ", P,ep~"'d by U.s. DEPARntENT OF COMMERCE NATIONAL OCEANIC A:i'D ATMoSPHERIC ADMINIST.RI\~ON SPECIAL STUDIES BRAl"ClI, OFFICE OF HYDROLOGY. NATIONAl, WEATHER SERVICE . 30' -l-I 1 .... .... . , » I N 1I8~ 1.5' $0' I 151 1110 45' 30' -~---'-"-----•• I? • 1160 'ji » I I" N • COUNTY OF SAN DIEGO, DEPARTMENT OF SANITATION AND FLOOD CONTROL HYDROLOGY; SOLUTION OF RUNOFF EQUATION 8 mml rnl ill III I . .:.:;~; '.:' ;'':'~I H·H I+HlrH i n·m n tl.lJ I-J In lin! j-Il/'ltnu 1I117l/.ll!Yi 11,17. -:£1,:7. I 7. '17 I, :II 71"1T! III un (f) 6 W ::t: 0 Z -I I I I I I I I I,. ••• I I I I I I I I I I I I I I I I I I' "1 I • I , .... I I , I lIf • I I I ~ , I I , ..... I I I I ,., 1'1 I 1_. I I I ,.,.._ ••••• ~ 1_. z 5111TIIIII i I ! 1111 J n r Jill r 1-11111 r I n ITll i I r 1"1 I_oj 1 1)1 , : r bI: ; Lo\..l"i : I ! 1-(" II f :,(1 I ' I' J1 t i ! Ilr . Ii' ')1' I I '1 L...:J--,--," V' . I .... I. 0 lL lL " 0 4 Z ::> a: I-0 3 w a: 0 RAINFALL (P) IN INCHES RUERENC£ STANDARD IlWG. NO Mockul, Victor; Eltimating direct runoff amounts from .torm rainfall: U.8. DEPAlITWEHI' or AGRlCUL'ItJU SOIL CONSERVATION SERVICE E5-1001 Centrol Technical Unit, October 1955 IbIaUfUllJHO IlWMIQfC -IIY'*'JL(MlY UAtIf. -rt (.Q c ., I'll ..... I » I - • • • RUNOFF CURVE NUMBERS FOR HYDROLOGIC SOIL-COVER COMPLEXES (CN) TABLE I-A-I land Use Water Surfaces (duri ng floods) Urban Cover Treatment or Pract i ce3 Commercial-industrial High den$ity residential Medium density residential low density residential Barren Fa 1lqw Straight row AMC 2 Ia = 0 .• 25 HydroJogie Cond it ion' A 97 89 75 73 70 78 76 Hydro log Ic Soil Groups B C 98 90 82 80 78 86 85 9.9 99 91 92 88 90 86 88 84 87 91 eD. 90 92 Vineyards (see accompanying land-use description) Roads 5 (hard surface) (dirt) Row crops Narrowleaf chaparral disked annual grass or legume cover Straight row Contoured Poor Fa ir Good. Poor Good Poor Good Poor Fa i r .76 65 50 38 74 72 72 67. 70 65 71 55 85 78 69 61 84 82 81 78 79 75 82 72 90 85 19 .74 90 87 88 85 84 82 88 81 92 :89 84 80 92 89 91 89 88 86 91 86 I-A-5 t-i H t-i :1:- I \11' • en CD . 100 3.5 IJftt:~ .. ffi.· -: ~t· :;f" .. .~t :rt·: illl i tl-+1UHf -l.-t-:r . IT _. . _. -'.-1-" . - . -... J.. 1--I' r-I r ii, T"""'-'--" .... -.-.' M~ .. . .... .. r' . -t-.... '-1-" -... ,J. -!.. "'j . ~ ~-I. --k· tt . -t . -r ttl t I j f r (.1, I ff··: I' -:-."-.~-~:-:: ":'.::-~:.-~ --:' .. ~~·.~1·-: =~r-~ .. '.1 . ·i····r.~-.. I .! 1 I 30 I I • IU t\--,-' - . -1 -_. . . '~ " ' • llJ1ff ' ! ' I~ 95 . I" "I Ij !! I I ! . I l .... . II 1" - -:' ,,-j-'-: _. i I I, I' .1'1 1 I • .. ... .. ~ .... -" '~i: I I IJ t I. -... I _...... . • __ ,_ "'_ _ .... _. ._ -1-. ': i I . -... -. ". • ..... -~ .. -•.. _ .. 1· i t~ RUNOFF E~UATION --' '!' --"." --... -........... -. "" .. T"; I'~~ ~ ! j'. -.":''', I 'j I ~ .j l" ...... Wi' ! I j j lH1 .. --I '. ; ....... _. : ... '. '.' ... : . -.. , -... - . -.. - . -. .. t '. '-T'-" r' ; . ~ . -... ---. .•. . L _. . ILHFf-l rlr1.·. -t:: i:::····· ::{-.. '.:." ::-tl)t..llhrt· II· rl·11 j . ,'" ,-T, . -I' .. -. , ';, ; -I [J{1190 25 .1 . .4. .', __ ... J 1 ...... _,. .. _. I 'Iii [:1--I Itlt: -~: ::!: "r "" -1:-:~: fJf -: : :r~r ~ WItill' ~l l' , .----_"'-. --'.-~-=~-." .... ~~-~~ ·~·::'I-l -I.-I---t+=" 1-' ..::. ti-. -=--::. -·1 ''': ~ ~~ '"1' I i L t.- .s::: I . . g 2.0 ; 1"+' .- .5 i5 c: :::J 0:: 1.5 13 ~ o 8·\JJ 1.0 . 1 .... - -1-: !r_ 1- ...... -.L!JflWi11t~~:.: :~I:=I~j .. l· tlml.f-1+ ~-.:~.:~ .JW"'!'! ·"I·~"I·I·-r !~-I--f:.I.W; -1 I 1-/'" --... ! -, . --"-.. -I r"l--·· -I"" .. .. I'j" I' '1 l·t ~ 80 . I" ''-'' .. +. -.' --"" -"" n+' T -I j" -. t V I 3.0 3p UI\i Precipitation in inches • eN '-r'I .-to C "'l ~ t-4 t-i t-4 I » I N COUNTY OF SAN DIEGO DEPARTMENT OF SANItATION AND. FLOOD CONTROL '. '. ...... -.,J ...... _-.... -J ......... ---0" ....................... -..,. , ...... -, .. , the values of f can' be converted to' values of n for Manning equation by means of Eg. (7-32). - Itceptionally'long canals or canals with UDllonventional r!'l being designed, every effort should be made to find from closely related situations. Recent investiga- late that when r >-10, values of n should be increased dmately ;1.0 p~ cent over those given'in the tabie. , ion of 269 detern$.ations of n for diffeJ;"e;nt c.hannels ~ted in the fourth edition of this Handbook. ding Velocities. Fortier and SCCib~y~ pointed out is no sharp :una of'demarcation between the velocities no longer mailitaiD. E\i1t ,in movement and, those that a canal bed,:, It is believ~d tha.t there is a broad belt ies between these tWQ ~'critical" velocities within already loosened or brought in through a hel1d gate in in suspenSion while the, bed will not ,be scoured. ., old and'well-seasoned can$ wm stand muchliigher than'new. ones. : '.('his is true particularly if the ,ca~al ae ~ilt, qbnyey~d ;by the streaxq contains colloidal Colloids, ;as' '~pplieil: '~o soils~ give the prbperties of cohesion, toughness when wet, and hardJ:!.ess When Lre ei:!sential'to an erosion-resisting soil. ' ~ - .ble ,on page _ 7-19" con.tains ,'canal velocities 'tha!_ lmended.! The co~cl~ions ~f 1!oiiier' and' Scobey laws of hydraulics governing th!'l movement o~ loose etritus in'open channels are only distantly related to governing the ,scouring of a canal bed and are not pplicable. . ;' E. Horton, Some Better Kutter'8 Formula Coefficients, 1!!ng. 24, May 4, 1916. ' ' Fortier and F • .c. Scobey, Permissible Caruil Velocities, final he Specis.l Committee on Irrigation Hydraulics on this subject, 'B, vol. 89, 1926. • becoming bedded or that have been raveled off by higher veloci- ties tha,n the bed would stand: ' 4. Colloids in either the material of the canal bed or the water cc;>nveyed by it, or in both, tend to cement particles of clay, silt, sand, and gravel in such, a way as to resist erosive effilCts., 5. The grading of material running from fine to coarse, 'coupled with the adhesion between particles brought about by colloids, makes possible high'mean velocities without any appreciable scouring effect. _6. Irrigation canals may be designed for the velocity that is permissible when' seasoned by age, as the demand for water , grows with the age of the canal and the maximum mean velocity grows with the supply necessary to satisfy this demand. Permissible Canal Velocities after Aging Recommended in 1926 by Special Committee on IrriKation ResearQh, MOE , I ' ........ Water trlUl8-Clear tr&ll8-po~non- 0riKinal material excavated water, ' porting cono~dal silts, no &&nelS. gravels, detritus conoideJ. orrock _ 'silts fragments 1.50 2.50 1.50 1.75 2.50 2.00 ••••••• • ••••• 1 2.00 3;00 2~00 2.00 3.50 2.00 2.00 3.50 2.25 2.50 3.50 2.00 2.50' 5.00 3.75 3.75 '5.00 3.00 3.75 5.00 5.00 3.75 5.00 3.00 4. OJ) 5.50 5.00 4.00 6.00 ' 6.50 ...... ········1 5.00 5:50, 6.50' . ............. 6.00 6.00 5.00 --- ! I 0' 25' ...... o ''> ". 100' \ , , so' SCAlE: l' = 100' ©2003 O'Day Consultants, Inc. , , / 200' + SHEET 2 Of 2 S I ----- - EXHIBIT B C~/~TS DESIGNED BY: K.D. DATE: ocroBER 2DOJ DRAWN BY: C.F. SCALE: ft.S SHOWN PROJECT MGR.· T.C. JOB NO.: 00-1017 2710 Loker Avenue West Civil Engineenng ENGINEER OF WORK: Suite 100 Planning Carlsbad, CQlifQmiQ 92008 Processing 760-931-7700 Surveying Fax: 760-931-8680 DATE: TIM01HY D. CARROU.., JR. RCE: 55381 I:\OO1017\1017DS02,DW'G 10/27/2003 11:07:09 AM PST XREFS' 1017TP01; 1017MAP; 1017PLAN; 1017DS; 10177UTL; 1017agrd • 0' 25' lOa' ----200' 50' SCALE: 1· = IDa' ©2003 O'Day Consultants, Inc. , I \ , • , \ , , SHEET 1 OF' 2 SHEETS ----------- + "-(, +'O. +"" +'1-" EXHIBIT A 2710 Loker Avenue West SUite 100 Carlsbad, Callforma 92008 760-931-nOO Fox: 760-931-8680 Civil Englneenng Planning Processing SurveYing r,\001017\1017DS01.D'vIG 10/27/2003 10,42,30 AM PST XREFS: 1017TP01; 1017MAP; 1017PLAN; 1017D5; 10177UTL DESIGNED BY: --"K.""D.,--_ DATE: OCTOBER 2003 DRAWN BY: C.r. SCALE: /IS SHOWN PROJECT MGR: T.C. JOB NO.: 00-1017 ENGINEER OF WORK: DATE: TlMOlHY 0, CARROLL. JR. RCE; 55381