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Home My WebLink AboutRialto Elementay School #19SITE SPECIFIC HYDROLOGY STUDY FOR RIALTO ELEMENTARY SCHOOL No. 19 RLALTO t'NIFIED SCHOOL DISTRICT David Al. Beckwith FUSCOE ENGINEERING, INC Steven L. Ellis, P.E. FI SLOE ENGINEERING, INC. February 14, 2007 Revised: Allah 1 h, 2007 Revised: Nlarc•h 4, 2008 Revised: Julh 23, 2008 E N G I N E E R I N G TABLE OF CONTENTS Discussion 2 Vicinity Map 4 Partial Duration Series Chart 5 Soil Group Information Map 6 Isohyetals 7 APPENDICES Appendix 1: Rational Method Node Table (Existing) Rational Method: Existing Conditions (Q2 — Q1oo) Rational Method Node Table (Proposed) Rational Method: Proposed Conditions (Q2 — Qioo) Rational Method Node Table (Off -Site) Rational Method: Proposed Off -Site Conditions (Qloo) Appendix 2: Unit Hydrograph: Existing Conditions (Q2 — Q100) Unit Hydrograph: Proposed Conditions (Q2 — Q100) Appendix 3: Sizing Calculations: Basin Sizing Sizing Calculations: Basin Outflow Sizing Calculations: Basin Flood Routing (Q2 — Qioo) Sizing Calculations: Basin Emergency Spillway Sizing Calculations: Street Capacity Sizing Calculations: Energy Dissipation (rip -rap) Appendix 4: Exhibit: Detention Basin Grading Exhibit: Existing Conditions On -Site Hydrology Map Exhibit: Proposed Conditions On -Site Hydrology Map Exhibit: Proposed Conditions Off -Site Hydrology Map RI\I IO( \11'II,1)\( IIOOI 01?IRI( I I RINI Mill \Il \,I \Rl "( 1100L", 1) PURPOSE The purpose of this report is to develop a hydrologic and hydraulic analysis of existing and proposed conditions, to determine the impact of the 100, 25, 10, and 2 -year storm events to the proposed project site and existing downstream facilities. EXISTING SITE DESCRIPTION The project site is located in the northeast portion of the City of Fontana. The project site is bordered by the undeveloped land to the north, east, south, and Sierra Avenue to the west. The existing topography of the site was compiled from an aerial survey with additional watershed information obtained from USGS maps as well as field visits to the surrounding areas. The existing off-site flows are conveyed to the site via sheet flow. The project site is currently undeveloped with primarily relief sloping from north to south. PROPOSED SITE DESCRIPTION The proposed development consists of approximately 10 -acres, dedicated for use by the Rialto Unified School District as an elementary school. Although this project is 10 -acres, it is part of a much larger planned community by Empire Lands. The proposed development will be linked by a network of storm drain conveying run-off to the southerly property boundary and into a detention basin sized for the entire development. Therefore it has been the direction of the City of Fontana to focus solely on mitigating the on-site flows and not the entirety of the flows currently flowing through the site. Consequently, the off-site flows are being directed untreated into the public streets and thence south to rejoin the sheet flow conditions. Unfortunately, the plans for the master development are behind the timeline the Rialto School District has adopted and therefore all of the improvements directly related to the decrease of site run-off from the school are temporary by design. Proposed on-site flow attenuation will be achieved with an above -ground, school district owned and maintained, detention basin. The proposed basin is located in the south-east corner of the project and is accessible from on-site only via the propose maintenance road. The basin has been designed to provide the required detention of the delta run-off of the pre- and post - construction values for the entire project site. It is designed to provide the flow reduction for the 100, 25, 10, and 2 -year events. It will be a multiuse facility with a fenced off low -flow portion that will convey nuisance flows to the 24" RCP basin outlet and allow the upper portion to stay dry and functional. The upper portion of the basin may be used for ball fields, or any number of uses to be determined at a later point. In the occurrence of thel00-year event the basin will fill to approximately 2.5 feet with 1.5 feet of freeboard above the 100 -year high water level at an elevation of 861.5 to assure proper flood safety. In the event of a storm larger than the 100 -year event, the emergency spillway is sized also to convey the fully developed Q1000. RI V 10 1 1 1 UI \ 1 \R\ ,( HOM \n. N HYDROLOGIC METHODOLOGY Peak run-off rates were developed using Bonadamins "CivilD — San Bernardino County" computer program. Methodology and supportive data for the hydrologic calculations may be found in this report, and in the "San Bernardino County Hydrology Manual", dated August 1986. An analysis of the on-site storm drain was prepared and sized using the Rational Method as required per the County's Hydrology Manual. The detention basin, however, was sized and routed according to the County's Manual as well as the modifications outlined in the "Detention Basin Policy and Design Criteria" provided by the City of Fontana. The Synthetic Unit Hydrographs where prepared to aid in the design and determination of the required flow attenuation for the project site. Due to the size of the project (approx 10 -acres) and the intended size of the hydrograph's analysis area (approx 500 -acres) the flow rates produced by the rational analysis and hydrograph analysis differ. Traditionally, the City of Fontana requires a "calibration" of the hydrograph to be preformed to align the flow rates generated by the Rational Method and the Synthetic Unit Hydrograph Method. Unfortunately, during the calibration period of the hydrograph, erroneous answers regarding flow volumes are generated, resulting in basins either too large or worse yet too small. In an effort to correct such errors pre and post construction hydrographs have been generated and it is these flow rates that are used to determine the required flow reduction for the site. In this method calculations from one method are compared and used to analyze the proposed detention basin resulting in a basin that is neither oversized nor undersized. RESULTS AND CONCLUSIONS The pre and post construction flows as calculated by the synthetic unit hydrograph method are as follows: YEAR EVENT EXISTING PEAK FLOW (cfs) 90% PEAK FLOW (cfs) PROPOSED PEAK FLOW (cfs) BASIN OUTFLOW (cfs) 2 8.44 7.60 21.01 6.77 10 16.49 14.84 33.10 13.04 25 19.81 17.83 39.98 16.71 100 24.84 22.36 52.24 19.33 As demonstrated the proposed detention basin meets and exceeds the 90% flow reduction required of this project and adequately mitigates any downstream flooding potential due to this proj ect. Calculations for all analysis may be found in there respective appendices as listed in the Table of Contents. I(1 u. -M I \n I r:n "( Wool. nl\ rlau 1 t m I w I{I 1 )11 \ 1 \R) \( nool. \o. 19 VICINITY MAP -- I'M MIII UI \11r_' �( IUl(1( I .. 1 � ti ; yir.-.r• _-^ ys'i r+' rr s'4. 1 � is iP � Vis. � i... 7"_ i r..t o.. a4/ 1 �f V • c=�� YJ .K%. r. ;'A. 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SCALE I � 4 MILES leo - 100 YEAR 24 HOUR t _..... s..ti. - --slot Kona an A� s, *rs SAN BER NARDINO COUNTY � "so 0* C A '.J.^ t - - - � — I - -� - - Ar►a1cN[o EY P I R RSW - HYDROLOGY MANUAL E.O'tsO��LIN$S PRECIPITATION ilPlV!E91 twi xALf ►" m 1, - r 90! -L-r-aw I WRO^1 f Lot 11 C2« 1A C1/1110ir 0-0 JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: DMB DATE: 2/1312007 CHECKED BY: SLE DATE: 2/141=7 E N G 1 N E E R 1 N G EXISTING 0 RATIONAL METHOD NODE TABLE REMARKS NODE NO. HIGH ELEV. (ft) LOW ELEV. (ft) LENGTH (ft) COVER TYPE AREA (acre) SOIL TYPE INITIAL AREA 1.01 ♦ 1.03 892.00 866.20 825 UNDEV 2.93 A CONFLUENCE 1 of 2 1.03 INITIAL AREA 1.02 1.03 877.80 866.20 1 445 UNDEV 2.20 1 A CONFLUENCE 2 of 2 1.03 IRREGULAR CHANNEL FLOW 1.03 —00, 1.04 866.20 853.50 425 A AREA ADDITION 1.03 1.04 UNDEV 4.51 A INITIAL AREA 2.01 2.02 1 898.00 870.90 760 1 UNDEV 3.92 A OM-.. San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 02/12/07 ------------------------------------------------------------------------ 453.31 RIALTO ELEMENTARY SCHOOL No. 19 Q2 EXISTING HYDROLOGY 02/12/07 DMB 45331Q2EX.OUT Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 2.0 Computed rainfall intensity: Storm year = 2.00 1 hour rainfall = 0.800 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 1 = 47.40 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.840(In/Hr) Initial subarea data: Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 892.000(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 25.800(Ft.) Slope = 0.03127 s(°s)= 3.13 TC = k(0.525)*[(length''3)/(elevation change)]'0.2 Initial area time of concentration = 15.407 min. Rainfall intensity = 1.809(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.482 Subarea runoff = 2.555(CFS) Total initial stream area = 2.930(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.840(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.930(Ac.) Runoff from this stream = 2.555(CFS) Time of concentration = 15.41 min. Rainfall intensity = 1.809(In/Hr) Area averaged loss rate (Fm) = 0.8399(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 1 = 47.40 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 445.000(Ft.) Top (of initial area) elevation = 877.800(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 11.600(Ft.) Slope = 0.02607 s(%)= 2.61 TC = k(0.525)*[(lengthA3)/(elevation change) ]A0.2 Initial area time of concentration = 12.482 min. Rainfall intensity = 2.052(In/Hr) for a 2. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 2.400(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.840(In/Hr) 0.840(In/Hr) 0 year storm is C = 0.532 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.200(Ac.) Runoff from this stream = 2.400(CFS) Time of concentration = 12.48 min. Rainfall intensity = 2.052(In/Hr) Area averaged loss rate (Fm) = 0.8399(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 2.55 2.930 15.41 0.840 1.809 2 2.40 2.200 12.48 0.840 2.052 Qmax(1) _ Total flow rate = 4.990(CFS) Time of concentration = 12.482 min. 1.000 * 1.000 * 2.555) + Study area average soil loss rate(Fm) = 0.840(In/Hr) 0.799 * 1.000 * 2.400) + = 4.473 Qmax(2) _ 1.251 * 0.810 * 2.555) + 1.000 * 1.000 * 2.400) + = 4.990 Total of 2 streams to confluence: Flow rates before confluence point: 2.555 2.400 Maximum flow rates at confluence using above data: 4.473 4.990 Area of streams before confluence: 2.930 2.200 Effective area values after confluence: 5.130 4.574 Results of confluence: Total flow rate = 4.990(CFS) Time of concentration = 12.482 min. Effective stream area after confluence = 4.574(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.840(In/Hr) Study area total (this main stream) = 5.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.338(Ft.), Average velocity = 2.616(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.50 2 25.00 0.00 3 50.00 1.50 Manning's 'N' friction factor = 0.030 ----------------------------------------------------------------- Sub-Channel flow = 4.990(CFS) ' ' flow top width = 11.277(Ft.) ' ' velocity= 2.616(Ft/s) ' ' area = 1.908(Sq.Ft) ' ' Froude number = 1.121 Upstream point elevation = 866.200(Ft.) Downstream point elevation = 853.500(Ft.) Flow length = 425.000(Ft.) Travel time = 2.71 min. Time of concentration = 15.19 min. Depth of flow = 0.338(Ft.) Average velocity = 2.616(Ft/s) Total irregular channel flow = 4.990(CFS) Irregular channel normal depth above invert elev. = 0.338(Ft.) Average velocity of channel(s) = 2.616(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 1 = 47.40 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.840(In/Hr) Time of concentration = 15.19 min. Rainfall intensity = 1.824(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.486 Subarea runoff = 3.056(CFS) for 4.510(Ac.) Total runoff = 8.046(CFS) Effective area this stream = 9.08(Ac.) Total Study Area (Main Stream No. 1) = 9.64(Ac.) Area averaged Fm value = 0.840(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 1 = 47.40 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.840(In/Hr) Initial subarea data: Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 898.000(Ft.) Bottom (of initial area) elevation = 870.090(Ft.) Difference in elevation = 27.910(Ft.) Slope = 0.03672 s(%)= 3.67 TC = k(0.525)*[(length"3)/(elevation change) ]A0.2 Initial area time of concentration = 14.438 min. Rainfall intensity = 1.881(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.498 Subarea runoff = 3.671(CFS) Total initial stream area = 3.920(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.840(In/Hr) End of computations, Total Study Area = 13.56 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 02/12/07 ------------------------------------------------------------------------ 453.31 RIALTO ELEMENTARY SCHOOL No. 19 Q10 EXISTING HYDROLOGY 02/12/07 DMB 45331Q10EX.OUT ------------------------------------------------------------------------ Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.800 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 892.000(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 25.800(Ft.) Slope = 0.03127 s M = 3.13 TC = k(0.525)*[(length^3)/(elevation change)]"0.2 Initial area time of concentration = 15.407 min. Rainfall intensity = 1.809(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.612 Subarea runoff = 3.244(CFS) Total initial stream area = 2.930(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.930(Ac.) Runoff from this stream = 3.244(CFS) Time of concentration = 15.41 min. Rainfall intensity = 1.809(In/Hr) Area averaged loss rate (Fm) = 0.5783(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil,group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 445.000(Ft.) Top (of initial area) elevation = 877.800(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 11.600(Ft.) Slope = 0.02607 s(%)= 2.61 TC = k(0.525)*[(length"3)/(elevation change)1^0.2 Initial area time of concentration = 12.482 min. Rainfall intensity = 2.052(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.646 Subarea runoff = 2.918(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.200(Ac.) Runoff from this stream = 2.918(CFS) Time of concentration = 12.48 min. Rainfall intensity = 2.052(In/Hr) Area averaged loss rate (Fm) = 0.5783(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 3.24 2.930 2 2.92 2.200 TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 15.41 0.578 1.809 12.48 0.578 2.052 Qmax (1) 1.000 * 1.000 * 3.244) + 0.835 * 1.000 * 2.918) + = 5.680 Qmax (2 ) = 1.198 * 0.810 * 3.244) + 1.000 * 1.000 * 2.918) + = 6.067 Total of 2 streams to confluence: Flow rates before confluence point: 3.244 2.918 Maximum flow rates at confluence using above data: 5.680 6.067 Area of streams before confluence: 2.930 2.200 Effective area values after confluence: 5.130 4.574 Results of confluence: Total flow rate = 6.067(CFS) Time of concentration = 12.482 min. Effective stream area after confluence = 4.574(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.578(In/Hr) Study area total (this main stream) = 5.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.364(Ft.), Average velocity = 2.747(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.50 2 25.00 0.00 3 50.00 1.50 Manning's 'N' friction factor = 0.030 ----------------------------------------------------------------- Sub-Channel flow = 6.067(CFS) ' flow top width = 12.135(Ft.) ' ' velocity= 2.747(Ft/s) area = 2.209(Sq.Ft) ' I Froude number = 1.135 Upstream point elevation = 866.200(Ft.) Downstream point elevation = 853.500(Ft.) Flow length = 425.000(Ft.) Travel time = 2.58 min. Time of concentration = 15.06 min. Depth of flow = 0.364(Ft.) Average velocity = 2.747(Ft/s) Total irregular channel flow = 6.067(CFS) Irregular channel normal depth above invert elev. = 0.364(Ft.) Average velocity of channel(s) = 2.747(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Time of concentration = 15.06 min. Rainfall intensity = 1.833(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.616 Subarea runoff = 4.194(CFS) for 4.510(Ac.) Total runoff = 10..261(CFS) Effective area this stream = 9.08(Ac.) Total Study Area (Main Stream No. 1) = 9.64(Ac.) Area averaged Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 898.000(Ft.) Bottom (of initial area) elevation = 870.090(Ft.) Difference in elevation = 27.910(Ft.) Slope = 0.03672 s(%)= 3.67 TC = k(0.525)*[(lengthA3)/(elevation change)]'0.2 Initial area time of concentration = 14.438 min. Rainfall intensity = 1.881(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.623 Subarea runoff = 4.594(CFS) Total initial stream area = 3.920(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) End of computations, Total Study Area = 13.56 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 02/12/07 ------------------------------------------------------------------------ 453.31 RIALTO ELEMENTARY SCHOOL No. 19 Q25 EXISTING HYDROLOGY 02/12/07 DMB 45331Q25EX.OUT Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.050 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 892.000(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 25.800(Ft.) Slope = 0.03127 s(%)= 3.13 TC = k(0.525)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.407 min. Rainfall intensity = 2.374(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.681 Subarea runoff = 4.735(CFS) Total initial stream area = 2.930(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 Qmax(1) 1.000 * 1.000 * 4.735) + 0.849 * 1.000 * 4.188) + = 8.290 Qmax(2) _ 1.178 * 0.810 * 4.735) + 1.000 * 1.000 * 4.188) + = 8.707 Total of 2 streams to confluence: Flow rates before confluence point: 4.735 4.188 Maximum flow rates at confluence using above data: 8.290 8.707 Area of streams before confluence: 2.930 2.200 Effective area values after confluence: 5.130 4.574 Results of confluence:. Total flow rate = 8.707(CFS) Time of concentration = 12.482 min. Effective stream area after confluence = 4.574(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.578(In/Hr) Study area total (this main stream) = 5.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.417(Ft.), Average velocity = 3.006(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.50 2 25.00 0.00 3 50.00 1.50 Manning's 'N' friction factor = 0.030 ----------------------------------------------------------------- Sub-Channel flow = 8.707(CFS) ' I flow top width = 13.895(Ft.) velocity= 3.006(Ft/s) ' I area = 2.896(Sq.Ft) ' ' Froude number = 1.161 Upstream point elevation = 866.200(Ft.) Downstream point elevation = 853.500(Ft.) Flow length = 425.000(Ft.) Travel time = 2.36 min. Time of concentration = 14.84 min. Depth of flow = 0.417(Ft.) Average velocity = 3.006(Ft/s) Total irregular channel flow = 8.707(CFS) Irregular channel normal depth above invert elev. = 0.417(Ft.) Average velocity of channel(s) = 3.006(Ft/s) **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.930(Ac.) Runoff from this stream = 4.735(CFS) Time of concentration = 15.41 min. Rainfall intensity = 2.374(In/Hr) Area averaged loss rate (Fm) = 0.5783(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil -group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 445.000(Ft.) Top (of initial area) elevation = 877.800(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 11.600(Ft.) Slope = 0.02607 s(%)= 2.61 TC = k(0.525)*[(length''3)/(elevation change)1^0.2 Initial area time of concentration = 12.482 min. Rainfall intensity = 2.693(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 4.188(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) 0.578(In/Hr) year storm is C = 0.707 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.200(Ac.) Runoff from this stream = 4.188(CFS) Time of concentration = 12.48 min. Rainfall intensity = 2.693(In/Hr) Area averaged loss rate (Fm) = 0.5783(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 4.73 2.930 2 4.19 2.200 TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 15.41 0.578 2.374 12.48 0.578 2.693 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Time of concentration = 14.84 min. Rainfall intensity = 2.428(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.686 Subarea runoff = 6.415(CFS) for 4.510(Ac.) Total runoff = 15..122(CFS) Effective area this stream = 9.08(Ac.) Total Study Area (Main Stream No. 1) = 9.64(Ac.) Area averaged Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 898.000(Ft.) Bottom (of initial area) elevation = 870.090(Ft.) Difference in elevation = 27.910(Ft.) Slope = 0.03672 s(%)= 3.67 TC = k(0.525)*[(length'3)/(e1evation change) ]A0.2 Initial area time of concentration = 14.438 min. Rainfall intensity = 2.468(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.689 Subarea runoff = 6.668(CFS) Total initial stream area = 3.920(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) End of computations, Total Study Area = 13.56 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 02/12/07 ------------------------------------------------------------------------ 453.31 RIALTO ELEMENTARY SCHOOL No. 19 Q100 EXISTING HYDROLOGY 02/12/07 DMB 45331Q100EX.OUT ------------------------------------------------------------------------ Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------- --------=,----------- Rational hydrology study storm event year is100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.230 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2.. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 892.000(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 25.800(Ft.) Slope = 0.03127 s(%)= 3.13 TC = k(0.525)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 15.407 min. Rainfall intensity = 2.781(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.713 Subarea runoff = 5.808(CFS) Total initial stream area = 2.930(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 02/12/07 453.31 RIALTO ELEMENTARY SCHOOL No. 19 Q100 EXISTING HYDROLOGY 02/12/07 DMB 45331Q100EX.OUT ------------------------------------------------------------------------ Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Rational hydrology study storm event year iC1.230 1/_ �►y �� Computed rainfall intensity: Storm year = 100.00 1 hour rainfall =.)Slope used for rainfall intensity curve b =Soil antecedent moisture condition (AMC) = ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 892.000(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 25.800(Ft.) Slope = 0.03127 s(t)= 3.13 TC = k(0.525)*[(lengthA3)/(elevation change)]"0.2 Initial area time of concentration = 15.407 min. Rainfall intensity = 2.781(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 5.808(CFS) Total initial stream area = 2.930(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) 0.578(In/Hr) year storm is C = 0.713 Process from Point/Station 1.010 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.930(Ac.) Runoff from this stream = 5.808(CFS) Time of concentration = 15.41 min. Rainfall intensity = 2.781(In/Hr) Area averaged loss rate (Fm) = 0.5783(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil "group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 445.000(Ft.) Top (of initial area) elevation = 877.800(Ft.) Bottom (of initial area) elevation = 866.200(Ft.) Difference in elevation = 11.600(Ft.) Slope = 0.02607 s(%)= 2.61 TC = k(0.525)*[(lengthA3)/(elevation change) ]A0.2 Initial area time of concentration = 12.482 min. Rainfall intensity = 3.155(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 5.102(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) 0.578(In/Hr) year storm is C = 0.735 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.200(Ac.) Runoff from this stream = 5.102(CFS) Time of concentration = 12.48 min. Rainfall intensity = 3.155(In/Hr) Area averaged loss rate (Fm) = 0.5783(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 5.81 2.930 15.41 0.578 2.781 2 5.10 2.200 12.48 0.578 3.155 Qmax(1) _ 1.000 * 1.000 * 5.808) + 0.855 * 1.000 * 5.102) + = 10.169 Qmax (2 ) _ 1.170 * 0.810 * 5.808) + 1.000 * 1.000 * 5.102) + = 10.607 Total of 2 streams to confluence: Flow rates before confluence point: 5.808 5.102 Maximum flow rates at confluence using above data: 10.169 10.607 Area of streams before confluence: 2.930 2.200 Effective area values after confluence: 5.130 4.574 Results of confluence:. Total flow rate = 10.607(CFS) Time of concentration = 12.482 min. Effective stream area after confluence = 4.574(Ac.) Study area average Pervious fraction(Ap) = 1.000 Study area average soil loss rate(Fm) = 0.578(In/Hr) Study area total (this main stream) = 5.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.449(Ft.), Average velocity = 3.159(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number l : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.50 2 25.00 0.00 3 50.00 1.50 Manning's 'N' friction factor = 0.030 ----------------------------------------------------------------- Sub-Channel flow = 10.607(CFS) flow top width = 14.963(Ft.) ' I velocity= 3.159(Ft/s) ' area = 3.358_(Sq.Ft) ' ' Froude number = 1.175 Upstream point elevation = 866.200(Ft.) Downstream point elevation = 853.500(Ft.) Flow length = 425.000(Ft.) Travel time = 2.24 min. Time of concentration = 14.72 min. Depth of flow = 0.449(Ft.) Average velocity = 3.159(Ft/s) Total irregular channel flow = 10.607(CFS) Irregular channel normal depth above invert elev. = 0.449(Ft.) Average velocity of channel(s) = 3.159(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Time of concentration = 14.72 min. Rainfall intensity = 2.857(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.718 Subarea runoff = 8.025(CFS) for 4.510(Ac.) Total runoff = 18..632 (CFS) Effective area this stream = 9.08(Ac.) Total Study Area (Main Stream No. 1) = 9.64(Ac.) Area averaged Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 898.000(Ft.) Bottom (of initial area) elevation = 870.090(Ft.) Difference in elevation = 27.910(Ft.) Slope = 0.03672 s(%)= 3.67 TC = k(0.525)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 14.438 min. Rainfall intensity = 2.891(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.720 Subarea runoff = 8.160(CFS) Total initial stream area = 3.920(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) End of computations, Total Study Area = 13.56 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: SLE DATE: 7/23/2008 CHECKED BY: SLE DATE: 7/23/2008 E N G 1 N E E R I N G RATIONAL METHOD NODE TABLE DEVELOPED REMARKS NODE NO. HIGH ELEV. (ft) LOW ELEV. (ft) LENGTH (ft) COVER TYPE AREA (acre) SOIL TYPE INITIAL AREA 1.01 -110� 1.03 882.74 878.70 355 SCHOOL 0.38 A CONFLUENCE 1 of 2 1.03 INITIAL AREA 1.02 -* 1.02 879.80 878.70 210 SCHOOL 0.19 A CONFLUENCE 2 of 2 1.03 INLET 1.03 -00- 11.01 878.70 873.20 1 PIPEFLOW 11.01 -* 11.03 873.20 872.13 214 CONFLUENCE 1 of 2 11.03 INITIAL AREA 11.02 ♦ 11.03 877.50 872.13 321 SCHOOL 0.91 A CONFLUENCE 2 of 2 11.03 PIPEFLOW 11.03 -10' 11.05 872.13 871.13 154 CONFLUENCE 1 of 2 11.05 INITIAL AREA 11.04 ♦ 11.05 877.00 871.13 321 SCHOOL 1.24 A CONFLUENCE 2 of 2 11.05 PIPEFLOW 11.05 --00' 11.07 871.13 867.51 433 CONFLUENCE 1 of 2 11.07 INITIAL AREA 11.06 --00' 11.07 877.50 867.51 147 SCHOOL 0.36 A CONFLUENCE 2 of 2 11.07 PIPEFLOW 11.07 --bI 11.09 867.51 866.32 105 CONFLUENCE 1 of 2 11.09 INITIAL AREA 11.08 -110' 11.09 877.50 866.32 227 SCHOOL 0.28 A CONFLUENCE 2 of 2 11.09 PIPEFLOW 11.09 ♦ 12.09 866.32 865.20 75 MAIN CONFLUENCE 1 of 2 12.09 INITIAL AREA 2.01 -11" 2.02 890.67 1 886.67 755 SCHOOL 0.70 A INLET 2.02 -101 12.01 886.67 883.67 1 PIPEFLOW 12.01 -* 12.02 883.67 875.80 19 CONFLUENCE 1 of 2 12.02 INITIAL AREA 2.03 ♦ 2.04 888.12 880.01 135 SCHOOL 0.20 A INLET 2.04 ♦ 12.02 880.01 875.80 1 CONFLUENCE 2 of 2 12.02 PIPEFLOW 12.02 ♦ 12.04 875.80 875.31 47 CONFLUENCE 1 of 2 12.04 INITIAL AREA 12.03 ♦ 12.04 878.00 875.31 285 SCHOOL 0.64 A CONFLUENCE 2 of 2 12.04 PIPEFLOW 12.04 ♦ 12.06 875.31 873.16 211 CONFLUENCE 1 of 2 12.06 INITIAL AREA 112.05 ♦ 12.061 878.50 1 573.16 1 240 SCHOOL 0.56 A JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: SLE DATE: 7/23/2008 CHECKED BY: SLE DATE: 7/23/2008 E N G 1 N E E R 1 N G RATIONAL METHOD NODE TABLE DEVELOPED REMARKS NODE NO. HIGH ELEV. (ft) LOW ELEV. (ft) LENGTH (ft) COVER AREA SOIL TYPE (acre) TYPE CONFLUENCE 2 of 2 12.06 PIPEFLOW 12.06 ♦ 12.08 873.16 872.80 11 CONFLUENCE 1 of 2 12.08 INITIAL AREA 2.05 ♦ 2.06 888.84 880.73 165 SCHOOL 0.17 A INLET 2.06 ♦ 12.07 880.73 874.40 1 PIPEFLOW 12.07 --► 12.08 874.40 872.80 12 CONFLUENCE 2 of 2 12.08 PIPEFLOW 12.08 ♦ 12.09 872.80 865.20 313 MAIN CONFLUENCE 2 of 2 12.09 PIPEFLOW 12.09 -* 12.11 865.20 864.00 102 CONFLUENCE 1 of 2 12.11 INITIAL AREA 2.07 --101 2.08 880.00 871.69 420 SCHOOL 1.11 A INLET 2.08 -10' 12.10 871.69 866.50 1 PIPEFLOW 12.10 ♦ 12.11 866.50 864.00 32 CONFLUENCE 2 of 2 12.11 PIPEFLOW 12.11 --11" 12.12 866.50 860.30 127 MAIN CONFLUENCE 1 of 2 12.12 INITIAL AREA 3.01 3.02 879.80 874.50 550 SCHOOL 0.92 A INLET 3.02 ♦ 13.01 874.50 869.00 1 PIPEFLOW 13.01 13.02 869.00 865.30 317 CONFLUENCE 1 of 2 13.02 INITIAL AREA 3.03 ♦ 3.04 878.94 872.80 280 SCHOOL 0.95 A INLET 3.04 13.02 872.80 865.30 1 CONFLUENCE 2 of 2 13.02 PIPEFLOW 13.03 --10' 12.12 865.30 860.30 55 MAIN CONFLUENCE 2 of 2 12.12 PIPEFLOW 12.12 --101 12.13 860.30 859.00 370 CONFLUENCE 1 of 2 12.13 INITIAL AREA 4.01 --► 4.02 875.00 859.00 500 PARK 3.70 A CONFLUENCE 2 of 2 4.02 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/23/08 ------------------------------------------------------------------------ 453.31 RIALTO ELEMENTARY SCHOOL NO. 19 Q2 DEVELOPED HYDROLOGY 080723 45331Q2DEV Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 2.0 Computed rainfall intensity: Storm year = 2.00 1 hour rainfall = 0.800 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 355.000(Ft.) Top (of initial area) elevation = 882.740(Ft.) Bottom (of initial area) elevation = 878.700(Ft.) Difference in elevation = 4.040(Ft.) Slope = 0.01138 s(%)= 1.14 TC = k(0.412)*[(length'3)/(elevation change)]A0.2 Initial area time of concentration = 10.562 min. Rainfall intensity = 2.268(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.667 Subarea runoff = 0.575(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.380(Ac.) Runoff from this stream = 0.575(CFS) Time of concentration = 10.56 min. Rainfall intensity = 2.268(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 210.000(Ft.) Top (of initial area) elevation = 879.800(Ft.) Bottom (of initial area) elevation = 878.700(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00524 s(%)= 0.52 TC = k(0.412)*[(length'3)/(elevation change)]A0.2 Initial area time of concentration = 9.999 min. Rainfall intensity = 2.344(In/Hr) for a 2. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.301(CFS) Total initial stream area = 0.190(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.675 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.190(Ac.) Runoff from this stream = 0.301(CFS) Time of concentration = 10.00 min. Rainfall intensity = 2.344(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 0.58 0.380 2 0.30 0.190 TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 10.56 0.587 2.268 10.00 0.587 2.344 Qmax(1) 1.000 * 1.000 * 0.575) + 0.957 * 1.000 * 0.301) + = 0.863 Qmax(2) _ 1.045 * 0.947 * 0.575) + 1.000 * 1.000 * 0.301) + = 0.870 Total of 2 streams to confluence: Flow rates before confluence point: 0.575 0.301 Maximum flow rates at confluence using above data: 0.863 0.870 Area of streams before confluence: 0.380 0.190 Effective area values after confluence: 0.570 0.550 Results of confluence: Total flow rate = 0.870(CFS) Time of concentration = 9.999 min. Effective stream area after confluence = 0.550(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.57(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 11.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 878.700(Ft.) Downstream point/station elevation = 873.200(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.870(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.870(CFS) Normal flow depth in pipe = 1.17(In.) Flow top width inside pipe = 2.93(In.) Critical depth could not be calculated. Pipe flow velocity = 48.94(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 873.200(Ft.) Downstream point/station elevation = 872.130(Ft.) Pipe length = 214.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.870(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.870(CFS) Normal flow depth in pipe = 4.88(In.) Flow top width inside pipe = 8.97(In.) Critical Depth = 5.11(In.) Pipe flow velocity = 3.56(Ft/s) Travel time through pipe = 1.00 min. Time of concentration (TC) = 11.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.550(Ac.) Runoff from this stream = 0.870(CFS) Time of concentration = 11.00 min. Rainfall intensity = 2.214(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 321.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 872.130(Ft.) Difference in elevation = 5.370(Ft.) Slope = 0.01673 s(%)= 1.67 TC = k(0.412)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 9.393 min. Rainfall intensity = 2.434(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.683 Subarea runoff = 1.513(CFS) Total initial stream area = 0.910(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.910(Ac.) Runoff from this stream = 1.513(CFS) Time of concentration = 9.39 min. Rainfall intensity = 2.434(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 0.87 2 1.51 Qmax(1) _ 1.000 * 0.881 * Qmax(2) _ 1.135 * 1.000 * 0.550 0.910 TC Fm (min) (In/Hr) 11.00 0.587 9.39 0.587 1.000 * 0.870) + 1.000 * 1.513) + _ 0.854 * 0.870) + 1.000 * 1.513) + _ Total of 2 streams to confluence: Flow rates before confluence point: Rainfall Intensity (In/Hr) 2.214 2.434 2.202 2.356 0.870 1.513 Maximum flow rates at confluence using above data: 2.202 2.356 Area of streams before confluence: 0.550 0.910 Effective area values after confluence: 1.460 1.379 Results of confluence: Total flow rate = 2.356(CFS) Time of concentration = 9.393 min. Effective stream area after confluence = 1.379(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.46(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.130(Ft.) Downstream point/station elevation = 871.130(Ft.) Pipe length = 154.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.356(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.356(CFS) Normal flow depth in pipe = 6.91(In.) Flow top width inside pipe = 11.86(In.) Critical Depth = 7.88(In.) Pipe flow velocity = 5.02(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 9.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.379(Ac.) Runoff from this stream = 2.356(CFS) Time of concentration = 9.90 min. Rainfall intensity = 2.358(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 321.000(Ft.) Top (of initial area) elevation = 877.000(Ft.) Bottom (of initial area) elevation = 871.130(Ft.) Difference in elevation = 5.870(Ft.) Slope = 0.01829 s(%)= 1.83 TC = k(0.412)*[(length'3)/(elevation change) .2 Initial area time of concentration = 9.227 min. Rainfall intensity = 2.460(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.685 Subarea runoff = 2.091(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.240(Ac.) Runoff from this stream = 2.091(CFS) Time of concentration = 9.23 min. Rainfall intensity = 2.460(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 2.36 1.379 9.90 0.587 2.358 2 2.09 1.240 9.23 0.587 2.460 Qmax(1) _ 1.000 * 1.000 * 2.356) + 0.945 * 1.000 * 2.091) + = 4.332 Qmax(2) _ 1.058 * 0.932 * 2.356) + 1.000 * 1.000 * 2.091) + = 4.412 Total of 2 streams to confluence: Flow rates before confluence point: 2.356 2.091 Maximum flow rates at confluence using above data: 4.332 4.412 Area of streams before confluence: 1.379 1.240 Effective area values after confluence: 2.619 2.525 Results of confluence: Total flow rate = 4.412(CFS) Time of concentration = 9.227 min. Effective stream area after confluence = 2.525(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.62(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.050 to Point/Station 11.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 871.130(Ft.) Downstream point/station elevation = 867.510(Ft.) Pipe length = 433.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.412(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.412(CFS) Normal flow depth in pipe = 8.16(In.) Flow top width inside pipe = 14.94(In.) Critical Depth = 10.21(In.) Pipe flow velocity = 6.47(Ft/s) Travel time through pipe = 1.11 min. Time of concentration (TC) = 10.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.050 to Point/Station 11.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.525(Ac.) Runoff from this stream = 4.412(CFS) Time of concentration = 10.34 min. Rainfall intensity = 2.297(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.060 to Point/Station 11.070 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 147.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 867.510(Ft.) Difference in elevation = 9.990(Ft.) Slope = 0.06796 s(%)= 6.80 TC = k(0.412)*((length'3)/(elevation change)]'0.2 Initial area time of concentration = 5.192 min. Rainfall intensity = 3.473(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.748 Subarea runoff = 0.935(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.060 to Point/Station 11.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 0.935(CFS) Time of concentration = 5.19 min. Rainfall intensity = 3.473(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 4.41 2 0.94 Qmax(1) _ 1.000 0.593 Qmax(2) _ 1.688 1.000 2.525 0.360 TC Fm (min) (In/Hr) 10.34 0.587 5.19 0.587 1.000 * 4.412) + 1.000 * 0.935) + _ 0.502 * 4.412) + 1.000 * 0.935) + _ Rainfall Intensity (In/Hr) 2.297 3.473 4.966 4.674 Total of 2 streams to confluence: Flow rates before confluence point: 4.412 0.935 Maximum flow rates at confluence using above data: 4.966 4.674 Area of streams before confluence: 2.525 0.360 Effective area values after confluence: 2.885 1.628 Results of confluence: Total flow rate = 4.966(CFS) Time of concentration = 10.342 min. Effective stream area after confluence = 2.885(Ac. Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.89(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.070 to Point/Station 11.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 867.510(Ft.) Downstream point/station elevation = 866.320(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.966(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.966(CFS) Normal flow depth in pipe = 7.99(In.) Flow top width inside pipe = 14.97(In.) Critical Depth = 10.84(In.) Pipe flow velocity = 7.48(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 10.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.070 to Point/Station 11.090 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.885(Ac.) Runoff from this stream = 4.966(CFS) Time of concentration = 10.58 min. Rainfall intensity = 2.267(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.080 to Point/Station 11.090 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 227.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 866.320(Ft.) Difference in elevation = 11.180(Ft.) Slope = 0.04925 s(%)= 4.93 TC = k(0.412)*[(length'3)/(elevation change)]^0.2 Initial area time of concentration = 6.589 min. Rainfall intensity = 3.011(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.725 Subarea runoff = 0.611(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.080 to Point/Station 11.090 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.611(CFS) Time of concentration = 6.59 min. Rainfall intensity = 3.011(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 4.97 2.885 10.58 0.587 2.267 2 0.61 0.280 6.59 0.587 3.011 Qmax (1) _ = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.000 * 1.000 * 4.966) + 0.693 * 1.000 * 0.611) + = 5.390 Qmax (2 ) _ 1.443 * 0.623 * 4.966) + 1.000 * 1.000 * 0.611) + = 5.076 Total of 2 streams to confluence: Flow rates before confluence point: 4.966 0.611 Maximum flow rates at confluence using above data: 5.390 5.076 Area of streams before confluence: 2.885 0.280 Effective area values after confluence: 3.165 2.077 Results of confluence: Total flow rate = 5.390(CFS) Time of concentration = 10.576 min. Effective stream area after confluence = 3.165(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 3.17(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.090 to Point/Station 12.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 866.320(Ft.) Downstream point/station elevation = 865.200(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 5.390(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.390(CFS) Normal flow depth in pipe = 9.35(In.) Flow top width inside pipe = 9.95(In.) Critical Depth = 11.22(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 10.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.090 to Point/Station 12.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.165(Ac.) Runoff from this stream = 5.390(CFS) Time of concentration = 10.73 min. Rainfall intensity = 2.247(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 430.000(Ft.) Top (of initial area) elevation = 890.670(Ft.) Bottom (of initial area) elevation = 886.670(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00930 s(%)= 0.93 TC = k(0.412)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 11.873 min. Rainfall intensity = 2.115(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.650 Subarea runoff = 0.289(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 12.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 886.670(Ft.) Downstream point/station elevation = 883.670(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.289(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.289(CFS) Normal flow depth in pipe = 0.77(In.) Flow top width inside pipe = 2.62(In.) Critical depth could not be calculated. Pipe flow velocity = 28.88(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 11.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.010 to Point/Station 12.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 883.670(Ft.) Downstream point/station elevation = 875.800(Ft.) Pipe length = 19.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.289(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.289(CFS) Normal flow depth in pipe = 1.30(In.) Flow top width inside pipe = 2.97(In.) Critical depth could not be calculated. Pipe flow velocity = 14.12(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.010 to Point/Station 12.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.210(Ac.) Runoff from this stream = 0.289(CFS) Time of concentration = 11.90 min. Rainfall intensity = 2.112(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 888.120(Ft.) Bottom (of initial area) elevation = 880.010(Ft.) Difference in elevation = 8.110(Ft.) Slope = 0.06007 s(%)= 6.01 TC = k(0.412)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 5.144 min. Rainfall intensity = 3.493(In/Hr) for a 2. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.523(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.749 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 12.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 880.010(Ft.) Downstream point/station elevation = 875.800(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.523(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.523(CFS) Normal flow depth in pipe = 0.96(In.) Flow top width inside pipe = 2.80(In.) Critical depth could not be calculated. Pipe flow velocity = 38.59(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 12.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.523(CFS) Time of concentration = 5.14 min. Rainfall intensity = 3.493(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 0.29 0.210 2 0.52 0.200 Qmax(1) _ TC Fm (min) (In/Hr) 11.90 0.587 5.14 0.587 1.000 * 1.000 * 0.525 * 1.000 * Rainfall Intensity (In/Hr) 2.112 3.493 0.289) + 0.523) + = 0.563 Qmax(2) _ 1.905 * 0.432 * 0.289) + 1.000 * 1.000 * 0.523) + = 0.761 Total of 2 streams to confluence: Flow rates before confluence point: 0.289 0.523 Maximum flow rates at confluence using above data: 0.563 0.761 Area of streams before confluence: 0.210 0.200 Effective area values after confluence: 0.410 0.291 Results of confluence: Total flow rate = 0.761(CFS) Time of concentration = 5.144 min. Effective stream area after confluence = 0.291(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.41(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.020 to Point/Station 12.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 875.800(Ft.) Downstream point/station elevation = 875.310(Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.761(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.761(CFS) Normal flow depth in pipe = 3.66(In.) Flow top width inside pipe = 8.84(In.) Critical Depth = 4.77(In.) Pipe flow velocity = 4.52(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.020 to Point/Station 12.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.291(Ac.) Runoff from this stream = 0.761(CFS) Time of concentration = 5.32 min. Rainfall intensity = 3.424(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.030 to Point/Station 12.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 285.000(Ft.) Top (of initial area) elevation = 878.000(Ft.) Bottom (of initial area) elevation = 875.310(Ft.) Difference in elevation = 2.690(Ft.) Slope = 0.00944 s(%)= 0.94 TC = k(0.412)*[(length''3)/(elevation change)]^0.2 Initial area time of concentration = 10.043 min. Rainfall intensity = 2.338(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.674 Subarea runoff = 1.009(CFS) Total initial stream area = 0.640(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.030 to Point/Station 12.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.640(Ac.) Runoff from this stream = 1.009(CFS) Time of concentration = 10.04 min. Rainfall intensity = 2.338(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 0.76 0.291 5.32 0.587 3.424 2 1.01 0.640 10.04 0.587 2.338 Qmax (1) _ 1.000 * 1.000 * 0.761) + 1.620 * 0.530 * 1.009) + = 1.626 Qmax (2 ) _ 0.617 * 1.000 * 0.761) + 1.000 * 1.000 * 1.009) + = 1.479 Total of 2 streams to confluence: Flow rates before confluence point: 0.761 1.009 Maximum flow rates at confluence using above data: 1.626 1.479 Area of streams before confluence: 0.291 0.640 Effective area values after confluence: 0.630 0.931 Results of confluence: Total flow rate = 1.626(CFS) Time of concentration = 5.318 min. Effective stream area after confluence = 0.630(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.93(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.040 to Point/Station 12.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 875.310(Ft.) Downstream point/station elevation = 873.160(Ft.) Pipe length = 211.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.626(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.626(CFS) Normal flow depth in pipe = 5.81(In.) Flow top width inside pipe = 8.61(In.) Critical Depth = 7.04(In.) Pipe flow velocity = 5.39(Ft/s) Travel time through pipe = 0.65 min. Time of concentration (TC) = 5.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.040 to Point/Station 12.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.630(Ac.) Runoff from this stream = 1.626(CFS) Time of concentration = 5.97 min. Rainfall intensity = 3.194(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.050 to Point/Station 12.060 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 878.500(Ft.) Bottom (of initial area) elevation = 873.160(Ft.) Difference in elevation = 5.340(Ft.) Slope = 0.02225 s(%)= 2.23 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 7.898 min. Rainfall intensity = 2.701(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.704 Subarea runoff = 1.065(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.050 to Point/Station 12.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.560(Ac.) Runoff from this stream = 1.065(CFS) Time of concentration = 7.90 min. Rainfall intensity = 2.701(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 1.63 0.630 5.97 0.587 3.194 2 1.07 0.560 7.90 0.587 2.701 Qmax(1) _ 1.000 * 1.000 * 1.626) + 1.234 * 0.756 * 1.065) + = 2.620 Qmax(2) _ 0.811 * 1.000 * 1.626) + 1.000 * 1.000 * 1.065) + = 2.384 Total of 2 streams to confluence: Flow rates before confluence point: 1.626 1.065 Maximum flow rates at confluence using above data: 2.620 2.384 Area of streams before confluence: 0.630 0.560 Effective area values after confluence: 1.053 1.190 Results of confluence: Total flow rate = 2.620(CFS) Time of concentration = 5.970 min. Effective stream area after confluence = 1.053(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.19(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.060 to Point/Station 12.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 873.160(Ft.) Downstream point/station elevation = 872.800(Ft.) Pipe length = 11.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.620(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.620(CFS) Normal flow depth in pipe = 5.41(In.) Flow top width inside pipe = 8.81(In.) Critical Depth = 8.41(In.) Pipe flow velocity = 9.45(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.060 to Point/Station 12.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.053(Ac.) Runoff from this stream = 2.620(CFS) Time of concentration = 5.99 min. Rainfall intensity = 3.188(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.060 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 165.000(Ft.) Top (of initial area) elevation = 888.840(Ft.) Bottom (of initial area) elevation = 880.730(Ft.) Difference in elevation = 8.110(Ft.) Slope = 0.04915 s(%)= 4.92 TC = k(0.412)*((length'3)/(elevation change)]'0.2 Initial area time of concentration = 5.802 min. Rainfall intensity = 3.250(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.738 Subarea runoff = 0.407(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.060 to Point/Station 12.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 880.730(Ft.) Downstream point/station elevation = 874.400(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.407(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.407(CFS) Normal flow depth in pipe = 0.76(In.) Flow top width inside pipe = 2.61(In.) Critical depth could not be calculated. Pipe flow velocity = 41.59(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.070 to Point/Station 12.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 874.400(Ft.) Downstream point/station elevation = 872.800(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.407(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.407(CFS) Normal flow depth in pipe = 2.38(In.) Flow top width inside pipe = 2.42(In.) Critical depth could not be calculated. Pipe flow velocity = 9.74(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.070 to Point/Station 12.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.407(CFS) Time of concentration = 5.82 min. Rainfall intensity = 3.243(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 2.62 1.053 2 0.41 0.170 Qmax(1) _ TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 5.99 0.587 5.82 0.587 3.188 3.243 1.000 * 1.000 * 2.620) + 0.980 * 1.000 * 0.407) + = 3.019 Qmax(2) _ 1.021 * 0.972 * 2.620) + 1.000 * 1.000 * 0.407) + = 3.008 Total of 2 streams to confluence: Flow rates before confluence point: 2.620 0.407 Maximum flow rates at confluence using above data: 3.019 3.008 Area of streams before confluence: 1.053 0.170 Effective area values after confluence: 1.223 1.194 Results of confluence: Total flow rate = 3.019(CFS) Time of concentration = 5.989 min. Effective stream area after confluence = 1.223(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.080 to Point/Station 12.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.800(Ft.) Downstream point/station elevation = 865.200(Ft.) Pipe length = 313.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 3.019(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.019(CFS) Normal flow depth in pipe = 6.68(In.) Flow top width inside pipe = 7.87(In.) Critical depth could not be calculated. Pipe flow velocity = 8.59(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 6.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.080 to Point/Station 12.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.223(Ac.) Runoff from this stream = 3.019(CFS) Time of concentration = 6.60 min. Rainfall intensity = 3.009(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 5.39 3.165 10.73 0.587 2.247 2 3.02 1.223 6.60 0.587 3.009 Qmax(1) _ 1.000 * 1.000 * 5.390) + 0.686 * 1.000 * 3.019) + = 7.460 Qmax(2) _ 1.459 * 0.615 * 5.390) + 1.000 * 1.000 * 3.019) + = 7.853 Total of 2 main streams to confluence: Flow rates before confluence point: 6.390 4.019 Maximum flow rates at confluence using above data: 7.460 7.853 Area of streams before confluence: 3.165 1.223 Effective area values after confluence: 4.388 3.169 Results of confluence: Total flow rate = 7.853(CFS) Time of concentration = 6.597 min. Effective stream area after confluence = 3.169(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 4.39(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.090 to Point/Station 12.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 865.200(Ft.) Downstream point/station elevation = 864.000(Ft.) Pipe length = 102.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 7.853(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.853(CFS) Normal flow depth in pipe = 10.73(In.) Flow top width inside pipe = 13.53(In.) Critical Depth = 13.30(In.) Pipe flow velocity = 8.35(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 6.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.090 to Point/Station 12.110 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.169(Ac.) Runoff from this stream = 7.853(CFS) Time of concentration = 6.80 min. Rainfall intensity = 2.954(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.070 to Point/Station 2.080 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 880.000(Ft.) Bottom (of initial area) elevation = 871.690(Ft.) Difference in elevation = 8.310(Ft.) Slope = 0.01979 s(%)= 1.98 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 10.114 min. Rainfall intensity = 2.328(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.673 Subarea runoff = 1.740(CFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.080 to Point/Station 13.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 871.690(Ft.) Downstream point/station elevation = 866.500(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.740(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.740(CFS) Normal flow depth in pipe = 1.79(In.) Flow top width inside pipe = 2.94(In.) Critical depth could not be calculated. Pipe flow velocity = 57.04(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 866.500(Ft.) Downstream point/station elevation = 864.000(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.740(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.740(CFS) Normal flow depth in pipe = 4.26(In.) Flow top width inside pipe = 5.45(In.) Critical depth could not be calculated. Pipe flow velocity = 11.66(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.110 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.110(Ac.) Runoff from this stream = 1.740(CFS) Time of concentration = 10.16 min. Rainfall intensity = 2.322(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 7.85 2 1.74 Qmax(1) _ rate(Fm) = 1.000 * Study 1.364 * Qmax (2 ) _ 0.733 * 1.000 * 3.169 1.110 TC Fm (min) (In/Hr) 6.80 0.587 10.16 0.587 1.000 * 7.853) + 0.669 * 1.740) + _ 1.000 * 7.853) + 1.000 * 1.740) + _ Rainfall Intensity (In/Hr) 2.954 2.322 9.442 7.495 Total of 2 streams to confluence: Flow rates before confluence point: 7.853 1.740 Maximum flow rates at confluence using above data: 9.442 7.495 Area of streams before confluence: 3.169 1.110 Effective area values after confluence: 3.912 4.279 Results of confluence: Total flow rate = 9.442(CFS) Time of concentration = 6.801 min. Effective stream area after confluence = 3.912(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 4.28(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.110 to Point/Station 12.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 864.000(Ft.) Downstream point/station elevation = 860.300(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 9.442(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.442(CFS) Normal flow depth in pipe = 8.88(In.) Flow top width inside pipe = 14.74(In.) Critical Depth = 14.03(In.) Pipe flow velocity = 12.47(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.110 to Point/Station 12.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.912(Ac.) Runoff from this stream = 9.442(CFS) Time of concentration = 6.97 min. Rainfall intensity = 2.911(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 879.800(Ft.) Bottom (of initial area) elevation = 874.500(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.00964 s(%)= 0.96 TC = k(0.412)*[(length'3)/(elevation change)]A0.2 Initial area time of concentration = 13.009 min. Rainfall intensity = 2.002(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.636 Subarea runoff = 1.172(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 13.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 874.500(Ft.) Downstream point/station elevation = 869.000(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.172(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.172(CFS) Normal flow depth in pipe = 1.38(In.) Flow top width inside pipe = 2.99(In•) Critical depth could not be calculated. Pipe flow velocity = 52.96(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 13.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.010 to Point/Station 13.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 869.000(Ft.) Downstream point/station elevation = 865.300(Ft.) Pipe length = 317.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.172(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.172(CFS) Normal flow depth in pipe = 4.52(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 5.98(In.) Pipe flow velocity = 5.27(Ft/s) Travel time through pipe = 1.00 min. Time of concentration (TC) = 14.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.010 to Point/Station 13.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.920(Ac.) Runoff from this stream = 1.172(CFS) Time of concentration = 14.01 min. Rainfall intensity = 1.915(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587 (In/Hr) Initial subarea data: Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 878.940(Ft.) Bottom (of initial area) elevation = 872.800(Ft.) Difference in elevation = 6.140(Ft.) Slope = 0.02193 s(%)= 2.19 TC = k(0.412)*((lengthA3)/(elevation change) ]A0.2 Initial area time of concentration = 8.425 min. Rainfall intensity = 2.598(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.697 Subarea runoff = 1.720(CFS) Total initial stream area = 0.950(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 13.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.800(Ft.) Downstream point/station elevation = 865.300(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.720(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.720(CFS) Normal flow depth in pipe = 1.58(In.) Flow top width inside pipe = 3.00(In.) Critical depth could not be calculated. Pipe flow velocity = 65.52(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 8.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 13.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.950(Ac.) Runoff from this stream = 1.720(CFS) Time of concentration = 8.43 min. Rainfall intensity = 2.598(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (AP) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 1.17 0.920 2 1.72 0.950 Qmax(1) _ TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 14.01 0.587 1.915 8.43 0.587 2.598 1.000 * 1.000 * 1.172) + 0.660 * 1.000 * 1.720) + = 2.307 Qmax(2) _ 1.515 * 0.601 * 1.172) + 1.000 * 1.000 * 1.720) + = 2.787 Total of 2 streams to confluence: Flow rates before confluence point: 1.172 1.720 Maximum flow rates at confluence using above data: 2.307 2.787 Area of streams before confluence: 0.920 0.950 Effective area values after confluence: 1.870 1.503 Results of confluence: Total flow rate = 2.787(CFS) Time of concentration = 8.425 min. Effective stream area after confluence = 1.503(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.87(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.020 to Point/Station 12.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 865.300(Ft.) Downstream point/station elevation = 860.300(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.787(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.787(CFS) Normal flow depth in pipe = 4.12(In.) Flow top width inside pipe = 8.97(In.) Critical Depth = 8.53(In.) Pipe flow velocity = 14.12(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.020 to Point/Station 12.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.503(Ac.) Runoff from this stream = 2.787(CFS) Time of concentration = 8.49 min. Rainfall intensity = 2.586(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 9.44 3.912 6.97 0.587 2.911 2 2.79 1.503 8.49 0.587 2.586 Qmax (1) _ 1.000 * 1.000 * 9.442) + 1.162 * 0.821 * 2.787) + = 12.101 Qmax (2 ) _ 0.860 * 1.000 * 9.442) + 1.000 * 1.000 * 2.787) + = 10.909 Total of 2 main streams to confluence: Flow rates before confluence point: 10.442 3.787 Maximum flow rates at confluence using above data: 12.101 10.909 Area of streams before confluence: 3.912 1.503 Effective area values after confluence: 5.146 5.415 Results of confluence: Total flow rate = 12.101(CFS) Time of concentration = 6.970 min. Effective stream area after confluence = 5.146(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 5.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.120 to Point/Station 12.130 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 860.300(Ft.) Downstream point/station elevation = 855.000(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 12.101(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 12.101(CFS) Normal flow depth in pipe = 11.53(In.) Flow top width inside pipe = 17.27(In.) Critical Depth = 15.82(In.) Pipe flow velocity = 10.12(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 7.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.120 to Point/Station 12.130 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.146(Ac.) Runoff from this stream = 12.101(CFS) Time of concentration = 7.58 min. Rainfall intensity = 2.768(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** INITIAL AREA EVALUATION **** PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 875.000(Ft.) Bottom (of initial area) elevation = 855.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.04000 s(%)= 4.00 TC = k(0.483)*[(length''3)/(elevation change) ]A0.2 Initial area time of concentration = 11.044 min. Rainfall intensity = 2.209(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.561 Subarea runoff = 4.587(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 0.850 Initial area Fm value = 0.831(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.700(Ac.) Runoff from this stream = 4.587(CFS) Time of concentration = 11.04 min. Rainfall intensity = 2.209(In/Hr) Area averaged loss rate (Fm) = 0.8311(In/Hr) Area averaged Pervious ratio (Ap) = 0.8500 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 12.10 5.146 7.58 0.587 2.768 2 4.59 3.700 11.04 0.831 2.209 Qmax(1) _ 1.000 * 1.000 * 12.101) + 1.406 * 0.686 * 4.587) + = 16.528 Qmax(2) _ 0.743 * 1.000 * 12.101) + 1.000 * 1.000 * 4.587) + = 13.584 Total of 2 streams to confluence: Flow rates before confluence point: 12.101 4.587 Maximum flow rates at confluence using above data: 16.528 13.584 Area of streams before confluence: 5.146 3.700 Effective area values after confluence: 7.686 8.846 Results of confluence: Total flow rate = 16.528(CFS) Time of concentration = 7.579 min. Effective stream area after confluence = 7.686(Ac.) Study area average Pervious fraction(Ap) = 0.705 Study area average soil loss rate(Fm) = 0.689(In/Hr) Study area total (this main stream) = 8.85(Ac.) End of computations, Total Study Area = 11.82 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.678 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/23/08 ------------------------------------------------------------------------ 453.31 RIALTO ELEMENTARY SCHOOL NO.19 Q10 DEVELOPED HYDROLOGY 080723 45331Q10DEV Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 1.050 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 355.000(Ft.) Top (of initial area) elevation = 882.740(Ft.) Bottom (of initial area) elevation = 878.700(Ft.) Difference in elevation = 4.040(Ft.) Slope = 0.01138 s(%)= 1.14 TC = k(0.412)*[(length'3)/(elevation change)]A0.2 Initial area time of concentration = 10.562 min. Rainfall intensity = 2.977(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.723 Subarea runoff = 0.818(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.380(Ac.) Runoff from this stream = 0.818(CFS) Time of concentration = 10.56 min. Rainfall intensity = 2.977(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 210.000(Ft.) Top (of initial area) elevation = 879.800(Ft.) Bottom (of initial area) elevation = 878.700(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00524 s(%)= 0.52 TC = k(0.412)*[(length''3)/(elevation change)]'0.2 Initial area time of concentration = 9.999 min. Rainfall intensity = 3.077(In/Hr) for a 10.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.426(CFS) Total initial stream area = 0.190(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.728 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.190(Ac.) Runoff from this stream = 0.426(CFS) Time of concentration = 10.00 min. Rainfall intensity = 3.077(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 0.82 0.380 2 0.43 0.190 TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 10.56 0.587 2.977 10.00 0.587 3.077 Qmax(1) 1.000 * 1.000 * 0.818) + 0.960 * 1.000 * 0.426) + = 1.226 Qmax(2) _ 1.042 * 0.947 * 0.818) + 1.000 * 1.000 * 0.426) + = 1.232 Total of 2 streams to confluence: Flow rates before confluence point: 0.818 0.426 Maximum flow rates at confluence using above data: 1.226 1.232 Area of streams before confluence: 0.380 0.190 Effective area values after confluence: 0.570 0.550 Results of confluence: Total flow rate = 1.232(CFS) Time of concentration = 9.999 min. Effective stream area after confluence = 0.550(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.57(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 11.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 878.700(Ft.) Downstream point/station elevation = 873.200(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.232(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.232(CFS) Normal flow depth in pipe = 1.42(In.) Flow top width inside pipe = 3.00(In.) Critical depth could not be calculated. Pipe flow velocity = 53.66(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 873.200(Ft.) Downstream point/station elevation = 872.130(Ft.) Pipe length = 214.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.232(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.232(CFS) Normal flow depth in pipe = 6.15(In.) Flow top width inside pipe = 8.38(In.) Critical Depth = 6.13(In.) Pipe flow velocity = 3.83(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 10.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.550(Ac.) Runoff from this stream = 1.232(CFS) Time of concentration = 10.93 min. Rainfall intensity = 2.917(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 321.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 872.130(Ft.) Difference in elevation = 5.370(Ft.) Slope = 0.01673 s(%)= 1.67 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 9.393 min. Rainfall intensity = 3.194(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.735 Subarea runoff = 2.136(CFS) Total initial stream area = 0.910(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.910(Ac.) Runoff from this stream = 2.136(CFS) Time of concentration = 9.39 min. Rainfall intensity = 3.194(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 1.23 2 2.14 Qmax(1) _ 1.000 * 0.894 * Qmax(2) _ 1.119 * 1.000 * 0.550 0.910 TC Fm (min) (In/Hr) 10.93 0.587 9.39 0.587 1.000 * 1.232) + 1.000 * 2.136) + _ 0.859 * 1.232) + 1.000 * 2.136) + _ Rainfall Intensity (In/Hr) 2.917 3.194 3.140 3.321 Total of 2 streams to confluence: Flow rates before confluence point: 1.232 2.136 Maximum flow rates at confluence using above data: 3.140 3.321 Area of streams before confluence: 0.550 0.910 Effective area values after confluence: 1.460 1.382 Results of confluence: Total flow rate = 3.321(CFS) Time of concentration = 9.393 min. Effective stream area after confluence = 1.382(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.46(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.130(Ft.) Downstream point/station elevation = 871.130(Ft.) Pipe length = 154.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 3.321(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.321(CFS) Normal flow depth in pipe = 8.81(In.) Flow top width inside pipe = 10.60(In.) Critical Depth = 9.36(In.) Pipe flow velocity = 5.37(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 9.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.382(Ac.) Runoff from this stream = 3.321(CFS) Time of concentration = 9.87 min. Rainfall intensity = 3.101(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 321.000(Ft.) Top (of initial area) elevation = 877.000(Ft.) Bottom (of initial area) elevation = 871.130(Ft.) Difference in elevation = 5.870(Ft.) Slope = 0.01829 s(%)= 1.83 TC = k(0.412)*[(length''3)/(elevation change)]"0.2 Initial area time of concentration = 9.227 min. Rainfall intensity = 3.229(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.736 Subarea runoff = 2.949(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.240(Ac.) Runoff from this stream = 2.949(CFS) Time of concentration = 9.23 min. Rainfall intensity = 3.229(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 3.32 1.382 9.87 0.587 3.101 2 2.95 1.240 9.23 0.587 3.229 Qmax(1) _ 1.000 * 1.000 * 3.321) + 0.952 * 1.000 * 2.949) + = 6.126 Qmax (2 ) _ 1.051 * 0.935 * 3.321) + 1.000 * 1.000 * 2.949) + = 6.211 Total of 2 streams to confluence: Flow rates before confluence point: 3.321 2.949 M imum flow rates at confluence using above data: ax 6.126 6.211 Area of streams before confluence: 1.382 1.240 Effective area values after confluence: 2.622 2.532 Results of confluence: Total flow rate = 6.211(CFS) Time of concentration = 9.227 min. Effective stream area after confluence = 2.532(Ac. Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.62(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.050 to Point/Station 11.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 871.130(Ft.) Downstream point/station elevation = 867.510(Ft.) Pipe length = 433.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 6.211(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.211(CFS) Normal flow depth in pipe = 10.23(In.) Flow top width inside pipe = 13.97(In.) Critical Depth = 12.08(In.) Pipe flow velocity = 6.97(Ft/s) Travel time through pipe = 1.04 min. Time of concentration (TC) = 10.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.050 to Point/Station 11.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.532(Ac.) Runoff from this stream = 6.211(CFS) Time of concentration = 10.26 min. Rainfall intensity = 3.029(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.060 to Point/Station 11.070 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 147.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 867.510(Ft.) Difference in elevation = 9.990(Ft.) Slope = 0.06796 s(%)= 6.80 TC = k(0.412)*[(length'3)/(elevation change)]"0.2 Initial area time of concentration = 5.192 min. Rainfall intensity = 4.559(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.784 Subarea runoff = 1.287(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.060 to Point/Station 11.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 1.287(CFS) Time of concentration = 5.19 min. Rainfall intensity = 4.559(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 6.21 2 1.29 Qmax(1) _ 1.000 0.615 Qmax(2) _ 1.626 1.000 2.532 0.360 TC Fm (min) (In/Hr) 10.26 0.587 5.19 0.587 1.000 * 6.211) + 1.000 * 1.287) + _ 0.506 * 6.211) + 1.000 * 1.287) + _ Rainfall Intensity (In/Hr) 3.029 4.559 7.002 6.397 Total of 2 streams to confluence: Flow rates before confluence point: 6.211 1.287 Maximum flow rates at confluence using above data: 7.002 6.397 Area of streams before confluence: 2.532 0.360 Effective area values after confluence: 2.892 1.641 Results of confluence: Total flow rate = 7.002(CFS) Time of concentration = 10.263 min. Effective stream area after confluence = 2.892(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.89(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.070 to Point/Station 11.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 867.510(Ft.) Downstream point/station elevation = 866.320(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 7.002(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.002(CFS) Normal flow depth in pipe = 10.00(In.) Flow top width inside pipe = 14.14(In.) Critical Depth = 12.71(In.) Pipe flow velocity = 8.06(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 10.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.070 to Point/Station 11.090 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.892(Ac.) Runoff from this stream = 7.002(CFS) Time of concentration = 10.48 min. Rainfall intensity = 2.991(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.080 to Point/Station 11.090 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 227.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 866.320(Ft.) Difference in elevation = 11.180(Ft.) Slope = 0.04925 s(%)= 4.93 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.589 min. Rainfall intensity = 3.952(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.766 Subarea runoff = 0.848(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.080 to Point/Station 11.090 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.848(CFS) Time of concentration = 6.59 min. Rainfall intensity = 3.952(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 7.00 2 0.85 Qmax(1) _ 1.000 * 0.715 * Qmax(2) _ 1.399 1.000 2.892 0.280 TC Fm (min) (In/Hr) 10.48 0.587 6.59 0.587 1.000 * 7.002) + 1.000 * 0.848) + _ 0.629 * 7.002) + 1.000 * 0.848) + _ Rainfall Intensity (In/Hr) 2.991 3.952 7.608 7.009 Total of 2 streams to confluence: Flow rates before confluence point: 7.002 0.848 Maximum flow rates at confluence using above data: 7.608 7.009 Area of streams before confluence: 2.892 0.280 Effective area values after confluence: 3.172 2.098 Results of confluence: Total flow rate = 7.608(CFS) Time of concentration = 10.480 min. Effective stream area after confluence = 3.172(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 3.17(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.090 to Point/Station 12.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 866.320(Ft.) Downstream point/station elevation = 865.200(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 7.608(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.608(CFS) Normal flow depth in pipe = 9.61(In.) Flow top width inside pipe = 14.39(In.) Critical Depth = 13.14(In.) Pipe flow velocity = 9.15(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 10.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.090 to Point/Station 12.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.172(Ac.) Runoff from this stream = 7.608(CFS) Time of concentration = 10.62 min. Rainfall intensity = 2.968(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 430.000(Ft.) Top (of initial area) elevation = 890.670(Ft.) Bottom (of initial area) elevation = 886.670(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00930 s(%)= 0.93 TC = k(0.412)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 11.873 min. Rainfall intensity = 2.775(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.414(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 12.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 886.670(Ft.) Downstream point/station elevation = 883.670(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.414(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.414(CFS) Normal flow depth in pipe = 0.93(In.) Flow top width inside pipe = 2.77(In.) Critical depth could not be calculated. Pipe flow velocity = 31.98(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 11.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.010 to Point/Station 12.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 883.670(Ft.) Downstream point/station elevation = 875.800(Ft.) Pipe length = 19.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.414(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.414(CFS) Normal flow depth in pipe = 1.60(In.) Flow top width inside pipe = 2.99(In.) Critical depth could not be calculated. Pipe flow velocity = 15.48(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.010 to Point/Station 12.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.210(Ac.) Runoff from this stream = 0.414(CFS) Time of concentration = 11.89 min. Rainfall intensity = 2.773(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 888.120(Ft.) Bottom (of initial area) elevation = 880.010(Ft.) Difference in elevation = 8.110(Ft.) Slope = 0.06007 s(%)= 6.01 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 5.144 min. Rainfall intensity = 4.585(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.785 Subarea runoff = 0.720(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 12.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 880.010(Ft.) Downstream point/station elevation = 875.800(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.720(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.720(CFS) Normal flow depth in pipe = 1.14(In.) Flow top width inside pipe = 2.91(In.) Critical depth could not be calculated. Pipe flow velocity = 42.17(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 12.020 **** CONFLUENCE OF MINOR STREAMS **** AlMain Stream number: 2 in normal stream number 2 ong Stream flow area = 0.200(Ac.) Runoff from this stream = 0.720(CFS) Time of concentration = 5.14 min. Rainfall intensity = 4.584(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 0.41 0.210 2 0.72 0.200 Qmax (1) _ 1.000 * 1.000 0.547 * 1.000 TC Fm (min) (In/Hr) 11.89 0.587 5.14 0.587 Rainfall Intensity (In/Hr) 2.773 4.584 0.414) + 0.720) + = 0.807 Qmax (2 ) _ 1.829 * 0.433 * 0.414) + 1.000 * 1.000 * 0.720) + = 1.047 Total of 2 streams to confluence: Flow rates before confluence point: 0.414 0.720 Maximum flow rates at confluence using above data: 0.807 1.047 Area of streams before confluence: 0.210 0.200 Effective area values after confluence: 0.410 0.291 Results of confluence: Total flow rate = 1.047(CFS) Time of concentration = 5.144 min. Effective stream area after confluence = 0.291(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.41(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.020 to Point/Station 12.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 875.800(Ft.) Downstream point/station elevation = 875.310(Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.047(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.047(CFS) Normal flow depth in pipe = 4.38(In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 5.63(In.) Pipe flow velocity = 4.91(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 5.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.020 to Point/Station 12.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.291(Ac.) Runoff from this stream = 1.047(CFS) Time of concentration = 5.30 min. Rainfall intensity = 4.501(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.030 to Point/Station 12.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 285.000(Ft.) Top (of initial area) elevation = 878.000(Ft.) Bottom (of initial area) elevation = 875.310(Ft.) Difference in elevation = 2.690(Ft.) Slope = 0.00944 s(%)= 0.94 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 10.043 min. Rainfall intensity = 3.069(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.728 Subarea runoff = 1.430(CFS) Total initial stream area = 0.640(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.030 to Point/Station 12.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.640(Ac.) Runoff from this stream = 1.430(CFS) Time of concentration = 10.04 min. Rainfall intensity = 3.069(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 1.05 2 1.43 Qmax(1) _ 1.000 1.577 Qmax(2) _ 0.634 1.000 0.291 0.640 TC Fm (min) (In/Hr) 5.30 0.587 10.04 0.587 1.000 * 1.047) + 0.528 * 1.430) + _ 1.000 * 1.047) + 1.000 * 1.430) + _ Rainfall Intensity (In/Hr) 4.501 3.069 2.238 2.093 Total of 2 streams to confluence: Flow rates before confluence point: 1.047 1.430 Maximum flow rates at confluence using above data: 2.238 2.093 Area of streams before confluence: 0.291 0.640 Effective area values after confluence: 0.629 0.931 Results of confluence: Total flow rate = 2.238(CFS) Time of concentration = 5.304 min. Effective stream area after confluence = 0.629(Ac. Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.93(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.040 to Point/Station 12.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 875.310(Ft.) Downstream point/station elevation = 873.160(Ft.) Pipe length = 211.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.238(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.238(CFS) Normal flow depth in pipe = 5.85(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 7.68(In.) Pipe flow velocity = 5.89(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 5.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.040 to Point/Station 12.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.629(Ac.) Runoff from this stream = 2.238(CFS) Time of concentration = 5.90 min. Rainfall intensity = 4.222(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.050 to Point/Station 12.060 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 878.500(Ft.) Bottom (of initial area) elevation = 873.160(Ft.) Difference in elevation = 5.340(Ft.) Slope = 0.02225 s(%)= 2.23 TC = k(0.412)*[(length'3)/(elevation change))^0.2 Initial area time of concentration = 7.898 min. Rainfall intensity = 3.545(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.751 Subarea runoff = 1.491(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.050 to Point/Station 12.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.560(Ac.) Runoff from this stream = 1.491(CFS) Time of concentration = 7.90 min. Rainfall intensity = 3.545(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 2.24 0.629 5.90 0.587 4.222 2 1.49 0.560 7.90 0.587 3.545 Qmax (1) _ = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.000 * 1.000 * 2.238) + 1.229 * 0.747 * 1.491) + = 3.607 Qmax(2) _ 0.814 * 1.000 * 2.238) + 1.000 * 1.000 * 1.491) + = 3.311 Total of 2 streams to confluence: Flow rates before confluence point: 2.238 1.491 Maximum flow rates at confluence using above data: 3.607 3.311 Area of streams before confluence: 0.629 0.560 Effective area values after confluence: 1.047 1.189 Results of confluence: Total flow rate = 3.607(CFS) Time of concentration = 5.901 min. Effective stream area after confluence = 1.047(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.19(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.060 to Point/Station 12.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 873.160(Ft.) Downstream point/station elevation = 872.800(Ft.) Pipe length = 11.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 3.607(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.607(CFS) Normal flow depth in pipe = 6.84(In.) Flow top width inside pipe = 7.68(In.) Critical depth could not be calculated. Pipe flow velocity = 10.00(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.060 to Point/Station 12.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.047(Ac.) Runoff from this stream = 3.607(CFS) Time of concentration = 5.92 min. Rainfall intensity = 4.214(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.060 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 165.000(Ft.) Top (of initial area) elevation = 888.840(Ft.) Bottom (of initial area) elevation = 880.730(Ft.) Difference in elevation = 8.110(Ft.) Slope = 0.04915 s(%)= 4.92 TC = k(0.412)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 5.802 min. Rainfall intensity = 4.265(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.776 Subarea runoff = 0.563(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.060 to Point/Station 12.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 880.730(Ft.) Downstream point/station elevation = 874.400(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.563(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.563(CFS) Normal flow depth in pipe = 0.90(In.) Flow top width inside pipe = 2.75(In.) Critical depth could not be calculated. Pipe flow velocity = 45.61(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.070 to Point/Station 12.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 874.400(Ft.) Downstream point/station elevation = 872.800(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.563(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.563(CFS) Normal flow depth in pipe = 1.87(In.) Flow top width inside pipe = 5.56(In.) Critical Depth = 4.59(In.) Pipe flow velocity = 10.76(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.070 to Point/Station 12.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.563(CFS) Time of concentration = 5.82 min. Rainfall intensity = 4.257(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 3.61 1.047 2 0.56 0.170 Qmax (1) _ 1.000 * 1.000 * 0.988 * 1.000 * TC Fm (min) (In/Hr) 5.92 0.587 5.82 0.587 3.607) + 0.563) + _ Rainfall Intensity (In/Hr) 4.214 4.257 4.163 Qmax (2 ) _ 1.012 * 0.983 * 3.607) + 1.000 * 1.000 * 0.563) + = 4.151 Total of 2 streams to confluence: Flow rates before confluence point: 3.607 0.563 Maximum flow rates at confluence using above data: 4.163 4.151 Area of streams before confluence: 1.047 0.170 Effective area values after confluence: 1.217 1.200 Results of confluence: Total flow rate = 4.163(CFS) Time of concentration = 5.919 min. Effective stream area after confluence = 1.217(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.080 to Point/Station 12.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.800(Ft.) Downstream point/station elevation = 865.200(Ft.) Pipe length = 313.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.163(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.163(CFS) Normal flow depth in pipe = 6.54(In.) Flow top width inside pipe = 11.95(In.) Critical Depth = 10.34(In.) Pipe flow velocity = 9.52(Ft/s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 6.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.080 to Point/Station 12.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.217(Ac.) Runoff from this stream = 4.163(CFS) Time of concentration = 6.47 min. Rainfall intensity = 3.996(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 7.61 3.172 10.62 0.587 2.968 2 4.16 1.217 6.47 0.587 3.996 Qmax(1) _ 1.000 * 1.000 * 7.608) + 0.698 * 1.000 * 4.163) + = 10.516 Qmax(2) _ 1.432 * 0.609 * 7.608) + 1.000 * 1.000 * 4.163) + = 10.798 Total of 2 main streams to confluence: Flow rates before confluence point: 8.608 5.163 Maximum flow rates at confluence using above data: 10.516 10.798 Area of streams before confluence: 3.172 1.217 Effective area values after confluence: 4.390 3.150 Results of confluence: Total flow rate = 10.798(CFS) Time of concentration = 6.468 min. Effective stream area after confluence = 3.150(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 4.39(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.090 to Point/Station 12.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 865.200(Ft.) Downstream point/station elevation = 864.000(Ft.) Pipe length = 102.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 10.798(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.798(CFS) Normal flow depth in pipe = 11.40(In.) Flow top width inside pipe = 17.35(In.) Critical Depth = 15.12(In.) Pipe flow velocity = 9.15(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 6.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.090 to Point/Station 12.110 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.150(Ac.) Runoff from this stream = 10.798(CFS) Time of concentration = 6.65 min. Rainfall intensity = 3.929(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.070 to Point/Station 2.080 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 880.000(Ft.) Bottom (of initial area) elevation = 871.690(Ft.) Difference in elevation = 8.310(Ft.) Slope = 0.01979 s(o)= 1.98 TC = k(0.412)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 10.114 min. Rainfall intensity = 3.056(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.727 Subarea runoff = 2.467(CFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.080 to Point/Station 13.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 871.690(Ft.) Downstream point/station elevation = 866.500(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.467(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 2.467(CFS) Normal flow depth in pipe = 2.32(In.) Flow top width inside pipe = 2.51(In.) Critical depth could not be calculated. Pipe flow velocity = 60.64(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 866.500(Ft.) Downstream point/station elevation = 864.000(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.467(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.467(CFS) Normal flow depth in pipe = 4.01(In.) Flow top width inside pipe = 8.95(In.) Critical Depth = 8.28(In.) Pipe flow velocity = 12.93(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.110 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.110(Ac.) Runoff from this stream = 2.467(CFS) Time of concentration = 10.16 min. Rainfall intensity = 3.048(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (AP) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 10.80 2 2.47 Qmax(1) _ 1.000 * 1.358 * Qmax(2) _ 0.737 1.000 3.150 1.110 TC Fm (min) (In/Hr) 6.65 0.587 10.16 0.587 1.000 * 10.798) + 0.655 * 2.467) + _ 1.000 * 10.798) + 1.000 * 2.467) + _ Total of 2 streams to confluence: Flow rates before confluence point: Rainfall Intensity (In/Hr) 3.929 3.048 12.992 10.420 10.798 2.467 Maximum flow rates at confluence using above data: 12.992 10.420 Area of streams before confluence: 3.150 1.110 Effective area values after confluence: 3.877 4.260 Results of confluence: Total flow rate = 12.992(CFS) Time of concentration = 6.654 min. Effective stream area after confluence = 3.877(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 4.26(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.110 to Point/Station 12.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 864.000(Ft.) Downstream point/station elevation = 860.300(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 12.992(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 12.992(CFS) Normal flow depth in pipe = 11.19(In.) Flow top width inside pipe = 13.06(In.) Critical depth could not be calculated. Pipe flow velocity = 13.23(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 6.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.110 to Point/Station 12.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.877(Ac.) Runoff from this stream = 12.992(CFS) Time of concentration = 6.81 min. Rainfall intensity = 3.873(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 879.800(Ft.) Bottom (of initial area) elevation = 874.500(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.00964 s(%)= 0.96 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 13.009 min. Rainfall intensity = 2.627(In/Hr) for a 10.0 year storm ff coefficient used for area (Q=KCIA) is C = 0.699 Effective runo Subarea runoff = 1.690(CFS) Total initial stream area = 0.920(Ac Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 13.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 874.500(Ft.) Downstream point/station elevation = 869.000(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.690(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.690(CFS) Normal flow depth in pipe = 1.72(In.) Flow top width inside pipe = 2.97(In.) Critical depth could not be calculated. Pipe flow velocity = 57.95(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 13.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.010 to Point/Station 13.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 869.000(Ft.) Downstream point/station elevation = 865.300(Ft.) Pipe length = 317.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.690(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.690(CFS) Normal flow depth in pipe = 5.70(In.) Flow top width inside pipe = 8.68(In.) Critical Depth = 7.16(In.) Pipe flow velocity = 5.74(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 13.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.010 to Point/Station 13.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.920(Ac.) Runoff from this stream = 1.690(CFS) Time of concentration = 13.93 min. Rainfall intensity = 2.522(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (AP) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 878.940(Ft.) Bottom (of initial area) elevation = 872.800(Ft.) Difference in elevation = 6.140(Ft.) Slope = 0.02193 s(%)= 2.19 TC = k(0.412)*L(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.425 min. Rainfall intensity = 3.410(In/Hr) for a 10.0 Efftive runoff coefficient used for area (Q=KCIA) ec Subarea runoff = 2.414(CFS) Total initial stream area = 0.950(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.745 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 13.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.800(Ft.) Downstream point/station elevation = 865.300(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.414(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 2.414(CFS) Normal flow depth in pipe = 1.97(In.) Flow top width inside pipe = 2.85(In.) Critical depth could not be calculated. Pipe flow velocity = 70.66(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 8.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 13.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.950(Ac.) Runoff from this stream = 2.414(CFS) Time of concentration = 8.43 min. Rainfall intensity = 3.410(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (AP) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 1.69 0.920 2 2.41 0.950 Qmax(1) _ TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 13.93 0.587 2.522 8.43 0.587 3.410 1.000 * 1.000 * 1.690) + 0.685 * 1.000 * 2.414) + = 3.344 Qmax(2) _ 1.459 * 0.605 * 1.690) + 1.000 * 1.000 * 2.414) + = 3.905 Total of 2 streams to confluence: Flow rates before confluence point: 1.690 2.414 Maximum flow rates at confluence using above data: 3.344 3.905 Area of streams before confluence: 0.920 0.950 Effective area values after confluence: 1.870 1.506 Results of confluence: Total flow rate = 3.905(CFS) Time of concentration = 8.425 min. Effective stream area after confluence = 1.506(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.87(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.020 to Point/Station 12.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 865.300(Ft.) Downstream point/station elevation = 860.300(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 3.905(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.905(CFS) Normal flow depth in pipe = 5.04(In.) Flow top width inside pipe = 8.94(In.) Critical depth could not be calculated. Pipe flow velocity = 15.36(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.020 to Point/Station 12.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.506(Ac.) Runoff from this stream = 3.905(CFS) Time of concentration = 8.48 min. Rainfall intensity = 3.395(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 12.99 3.877 6.81 0.587 3.873 2 3.90 1.506 8.48 0.587 3.395 Qmax(1) _ 1.000 * 1.000 * 12.992) + 1.170 * 0.803 * 3.905) + = 16.661 Qmax (2 ) _ 0.855 * 1.000 * 12.992) + 1.000 * 1.000 * 3.905) + = 15.009 Total of 2 main streams to confluence: Flow rates before confluence point: 13.992 4.905 Maximum flow rates at confluence using above data: 16.661 15.009 Area of streams before confluence: 3.877 1.506 Effective area values after confluence: 5.087 5.383 Results of confluence: Total flow rate = 16.661(CFS) Time of concentration = 6.813 min. Effective stream area after confluence = 5.087(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 5.38(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.120 to Point/Station 12.130 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 860.300(Ft.) Downstream point/station elevation = 855.000(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 16.661(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.661(CFS) Normal flow depth in pipe = 12.66(In.) Flow top width inside pipe = 20.55(In.) Critical Depth = 18.00(In.) Pipe flow velocity = 11.01(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 7.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.120 to Point/Station 12.130 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.087(Ac.) Runoff from this stream = 16.661(CFS) Time of concentration = 7.37 min. Rainfall intensity = 3.694(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** INITIAL AREA EVALUATION **** PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 875.000(Ft.) Bottom (of initial area) elevation = 855.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.04000 s(%)= 4.00 TC = k(0.483)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 11.044 min. Rainfall intensity = 2.899(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.642 Subarea runoff = 6.885(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 0.850 Initial area Fm value = 0.831(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.700(Ac.) Runoff from this stream = 6.885(CFS) Time of concentration = 11.04 min. Rainfall intensity = 2.899(In/Hr) Area averaged loss rate (Fm) = 0.8311(In/Hr) Area averaged Pervious ratio (Ap) = 0.8500 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 16.66 5.087 2 6.89 3.700 TC Fm (min) (In/Hr) 7.37 0.587 11.04 0.831 Qmax (1) _ 1.000 * 1.000 * 1.385 * 0.668 * Qmax(2) _ 0.744 * 1.000 Rainfall Intensity (In/Hr) 3.694 2.899 16.661) + 6.885) + = 23.026 16.661) + 1.000 * 1.000 * 6.885) + = 19.283 Total of 2 streams to confluence: Flow rates before confluence point: 16.661 6.885 Maximum flow rates at confluence using above data: 23.026 19.283 Area of streams before confluence: 5.087 3.700 Effective area values after confluence: 7.557 8.787 Results of confluence: Total flow rate = 23.026(CFS) Time of concentration = 7.374 min. Effective stream area after confluence = 7.557(Ac.) Study area average Pervious fraction(Ap) = 0.705 Study area average soil loss rate(Fm) = 0.690(In/Hr) Study area total (this main stream) = 8.79(Ac.) End of computations, Total Study Area = 11.82 (Ac The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.678 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/23/08 ------------------------------------------------------------------------ 453.31 RIALTO ELEMETARY SCHOOL NO. 19 Q25 DEVELOPED HYDROLOGY 080723 45331Q25DEV Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.229 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 355.000(Ft.) Top (of initial area) elevation = 882.740(Ft.) Bottom (of initial area) elevation = 878.700(Ft.) Difference in elevation = 4.040(Ft.) Slope = 0.01138 s(%)= 1.14 TC = k(0.412)*[(length'3)/(elevation change))^0.2 Initial area time of concentration = 10.562 min. Rainfall intensity = 3.485(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.748 Subarea runoff = 0.991(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.380(Ac.) Runoff from this stream = 0.991(CFS) Time of concentration = 10.56 min. Rainfall intensity = 3.485(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 210.000(Ft.) Top (of initial area) elevation = 879.800(Ft.) Bottom (of initial area) elevation = 878.700(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00524 s(%)= 0.52 TC = k(0.412)*[(lengthA3)/(elevation change)]"0.2 Initial area time of concentration = 9.999 min. Rainfall intensity = 3.601(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.516(CFS) Total initial stream area = 0.190(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) year storm is C = 0.753 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.190(Ac.) Runoff from this stream = 0.516(CFS) Time of concentration = 10.00 min. Rainfall intensity = 3.601(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 0.99 0.380 2 0.52 0.190 TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 10.56 0.587 3.485 10.00 0.587 3.601 Qmax(1) 1.000 * 1.000 * 0.991) + 0.961 * 1.000 * 0.516) + = 1.487 Qmax(2) _ 1.040 * 0.947 * 0.991) + 1.000 * 1.000 * 0.516) + = 1.492 Total of 2 streams to confluence: Flow rates before confluence point: 0.991 0.516 Maximum flow rates at confluence using above data: 1.487 1.492 Area of streams before confluence: 0.380 0.190 Effective area values after confluence: 0.570 0.550 Results of confluence: Total flow rate = 1.492(CFS) Time of concentration = 9.999 min. Effective stream area after confluence = 0.550(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.57(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 11.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 878.700(Ft.) Downstream point/station elevation = 873.200(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.492(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.492(CFS) Normal flow depth in pipe = 1.59(In.) Flow top width inside pipe = 2.99(In.) Critical depth could not be calculated. Pipe flow velocity = 56.28(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 873.200(Ft.) Downstream point/station elevation = 872.130(Ft.) Pipe length = 214.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.492(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.492(CFS) Normal flow depth in pipe = 7.22(In.) Flow top width inside pipe = 7.17(In.) Critical Depth = 6.75(In.) Pipe flow velocity = 3.92(Ft/s) Travel time through pipe = 0.91 min. Time of concentration (TC) = 10.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.550(Ac.) Runoff from this stream = 1.492(CFS) Time of concentration = 10.91 min. Rainfall intensity = 3.418(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 321.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 872.130(Ft.) Difference in elevation = 5.370(Ft.) Slope = 0.01673 s(%)= 1.67 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 9.393 min. Rainfall intensity = 3.739(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 2.582(CFS) Total initial stream area = 0.910(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.759 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.910(Ac.) Runoff from this stream = 2.582(CFS) Time of concentration = 9.39 min. Rainfall intensity = 3.739(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 1.49 0.550 10.91 0.587 3.418 2 2.58 0.910 9.39 0.587 3.739 Qmax(1) _ = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.000 * 1.000 * 1.492) + 0.898 * 1.000 * 2.582) + = 3.811 Qmax(2) _ 1.113 * 0.861 * 1.492) + 1.000 * 1.000 * 2.582) + = 4.012 Total of 2 streams to confluence: Flow rates before confluence point: 1.492 2.582 Maximum flow rates at confluence using above data: 3.811 4.012 Area of streams before confluence: 0.550 0.910 Effective area values after confluence: 1.460 1.383 Results of confluence: Total flow rate = 4.012(CFS) Time of concentration = 9.393 min. Effective stream area after confluence = 1.383(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.46(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.130(Ft.) Downstream point/station elevation = 871.130(Ft.) Pipe length = 154.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.012(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.012(CFS) Normal flow depth in pipe = 8.31(In.) Flow top width inside pipe = 14.91(In.) Critical Depth = 9.73(In.) Pipe flow velocity = 5.75(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 9.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.383(Ac.) Runoff from this stream = 4.012(CFS) Time of concentration = 9.84 min. Rainfall intensity = 3.636(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 321.000(Ft.) Top (of initial area) elevation = 877.000(Ft.) Bottom (of initial area) elevation = 871.130(Ft.) Difference in elevation = 5.870(Ft.) Slope = 0.01829 s(%)= 1.83 TC = k(0.412)*[(length'3)/(elevation change)1'0.2 Initial area time of concentration = 9.227 min. Rainfall intensity = 3.779(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 Subarea runoff = 3.563(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.240(Ac.) Runoff from this stream = 3.563(CFS) Time of concentration = 9.23 min. Rainfall intensity = 3.779(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 4.01 1.383 9.84 0.587 3.636 2 3.56 1.240 9.23 0.587 3.779 Qmax(1) _ 1.000 * 1.000 * 4.012) + 0.955 * 1.000 * 3.563) + = 7.415 Qmax(2) _ 1.047 * 0.938 * 4.012) + 1.000 * 1.000 * 3.563) + = 7.501 Total of 2 streams to confluence: Flow rates before confluence point: 4.012 3.563 Maximum flow rates at confluence using above data: 7.415 7.501 Area of streams before confluence: 1.383 1.240 Effective area values after confluence: 2.623 2.537 Results of confluence: Total flow rate = 7.501(CFS) Time of concentration = 9.227 min. Effective stream area after confluence = 2.537(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.62(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.050 to Point/Station 11.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 871.130(Ft.) Downstream point/station elevation = 867.510(Ft.) Pipe length = 433.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 7.501(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.501(CFS) Normal flow depth in pipe = 12.00(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 13.07(In.) Pipe flow velocity = 7.13(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 10.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.050 to Point/Station 11.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.537(Ac.) Runoff from this stream = 7.501(CFS) Time of concentration = 10.24 min. Rainfall intensity = 3.550(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.060 to Point/Station 11.070 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(AP) = 0.6000 Max loss rate(Fm)= 0.587 (In/Hr) Initial subarea data: Initial area flow distance = 147.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 867.510(Ft.) Difference in elevation = 9.990(Ft.) Slope = 0.06796 s(%)= 6.80 TC = k(0.412)*[(length"3)/(elevation change)1'0.2 Initial area time of concentration = 5.192 min. Rainfall intensity = 5.336(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.801 Subarea runoff = 1.539(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.060 to Point/Station 11.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 1.539(CFS) Time of concentration = 5.19 min. Rainfall intensity = 5.336(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 7.50 2 1.54 Qmax(1) _ 1.000 0.624 Qmax(2) _ 1.602 1.000 2.537 0.360 TC Fm (min) (In/Hr) 10.24 0.587 5.19 0.587 1.000 * 7.501) + 1.000 * 1.539) + _ 0.507 * 7.501) + 1.000 * 1.539) + _ Rainfall Intensity (In/Hr) 3.550 5.336 8.461 7.635 Total of 2 streams to confluence: Flow rates before confluence point: 7.501 1.539 Maximum flow rates at confluence using above data: 8.461 7.635 Area of streams before confluence: 2.537 0.360 Effective area values after confluence: 2.897 1.647 Results of confluence: Total flow rate = 8.461(CFS) Time of concentration = 10.239 min. Effective stream area after confluence = 2.897(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.070 to Point/Station 11.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 867.510(Ft.) Downstream point/station elevation = 866.320(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 8.461(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.461(CFS) Normal flow depth in pipe = 11.63(In.) Flow top width inside pipe = 12.53(In.) Critical Depth = 13.63(In.) Pipe flow velocity = 8.29(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 10.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.070 to Point/Station 11.090 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.897(Ac.) Runoff from this stream = 8.461(CFS) Time of concentration = 10.45 min. Rainfall intensity = 3.507(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (AP) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.080 to Point/Station 11.090 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 227.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 866.320(Ft.) Difference in elevation = 11.180(Ft.) Slope = 0.04925 s(%)= 4.93 TC = k(0.412)*[(length'3)/(elevation change)1'0.2 Initial area time of concentration = 6.589 min. Rainfall intensity = 4.625(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 1.018(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.080 to Point/Station 11.090 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 1.018(CFS) Time of concentration = 6.59 min. Rainfall intensity = 4.625(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 8.46 2 1.02 Qmax(1) _ 1.000 * 0.723 * Qmax (2 ) _ 1.383 * 1.000 * 2.897 0.280 TC Fm (min) (In/Hr) 10.45 0.587 6.59 0.587 1.000 * 8.461) + 1.000 * 1.018) + _ 0.631 * 8.461) + 1.000 * 1.018) + _ Rainfall Intensity (In/Hr) 3.507 4.625 9.197 8.395 Total of 2 streams to confluence: Flow rates before confluence point: 8.461 1.018 Maximum flow rates at confluence using above data: 9.197 8.395 Area of streams before confluence: 2.897 0.280 Effective area values after confluence: 3.177 2.107 Results of confluence: Total flow rate = 9.197(CFS) Time of concentration = 10.450 min. Effective stream area after confluence = 3.177(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 3.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.090 to Point/Station 12.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 866.320(Ft.) Downstream point/station elevation = 865.200(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 9.197(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.197(CFS) Normal flow depth in pipe = 11.09(In.) Flow top width inside pipe = 13.17(In.) Critical Depth = 13.93(In.) Pipe flow velocity = 9.46(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 10.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.090 to Point/Station 12.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.177(Ac.) Runoff from this stream = 9.197(CFS) Time of concentration = 10.58 min. Rainfall intensity = 3.481(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 430.000(Ft.) Top (of initial area) elevation = 890.670(Ft.) Bottom (of initial area) elevation = 886.670(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00930 s(%)= 0.93 TC = k(0.412)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 11.873 min. Rainfall intensity = 3.249(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.737 Subarea runoff = 0.503(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 12.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 886.670(Ft.) Downstream point/station elevation = 883.670(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.503(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.503(CFS) Normal flow depth in pipe = 1.03(In.) Flow top width inside pipe = 2.85(In.) Critical depth could not be calculated. Pipe flow velocity = 33.80(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 11.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.010 to Point/Station 12.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 883.670(Ft.) Downstream point/station elevation = 875.800(Ft.) Pipe length = 19.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.503(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.503(CFS) Normal flow depth in pipe = 1.82(In.) Flow top width inside pipe = 2.93(In.) Critical depth could not be calculated. Pipe flow velocity = 16.20(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.010 to Point/Station 12.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.210(Ac.) Runoff from this stream = 0.503(CFS) Time of concentration = 11.89 min. Rainfall intensity = 3.245(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 888.120(Ft.) Bottom (of initial area) elevation = 880.010(Ft.) Difference in elevation = 8.110(Ft.) Slope = 0.06007 s(%)= 6.01 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 5.144 min. Rainfall intensity = 5.366(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.860(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.802 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 12.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 880.010(Ft.) Downstream point/station elevation = 875.800(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.860(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.860(CFS) Normal flow depth in pipe = 1.25(In.) Flow top width inside pipe = 2.96(In.) Critical depth could not be calculated. Pipe flow velocity = 44.26(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 12.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.860(CFS) Time of concentration = 5.14 min. Rainfall intensity = 5.366(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 0.50 0.210 2 0.86 0.200 Qmax(1) _ TC Fm (min) (In/Hr) 11.89 0.587 5.14 0.587 1.000 * 1.000 * 0.503) + 0.556 * 1.000 * 0.860) + _ Rainfall Intensity (In/Hr) 3.245 5.366 0.982 Qmax (2 ) _ 1.798 * 0.433 * 0.503) + 1.000 * 1.000 * 0.860) + = 1.252 Total of 2 streams to confluence: Flow rates before confluence point: 0.503 0.860 Maximum flow rates at confluence using above data: 0.982 1.252 Area of streams before confluence: 0.210 0.200 Effective area values after confluence: 0.410 0.291 Results of confluence: Total flow rate = 1.252(CFS) Time of concentration = 5.144 min. Effective stream area after confluence = 0.291(Ac. Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.41(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.020 to Point/Station 12.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 875.800(Ft.) Downstream point/station elevation = 875.310(Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.252(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.252(CFS) Normal flow depth in pipe = 4.87(In.) Flow top width inside pipe = 8.97(In.) Critical Depth = 6.18(In.) Pipe flow velocity = 5.13(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.020 to Point/Station 12.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.291(Ac.) Runoff from this stream = 1.252(CFS) Time of concentration = 5.30 min. Rainfall intensity = 5.273(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.030 to Point/Station 12.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 285.000(Ft.) Top (of initial area) elevation = 878.000(Ft.) Bottom (of initial area) elevation = 875.310(Ft.) Difference in elevation = 2.690(Ft.) Slope = 0.00944 s(%)= 0.94 TC = k(0.412)*[(length"3)/(elevation change)]A0.2 Initial area time of concentration = 10.043 min. Rainfall intensity = 3.592(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.753 Subarea runoff = 1.731(CFS) Total initial stream area = 0.640(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.030 to Point/Station 12.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.640(Ac.) Runoff from this stream = 1.731(CFS) Time of concentration = 10.04 min. Rainfall intensity = 3.592(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 1.25 2 1.73 Qmax(1) _ 1.000 1.559 Qmax (2 ) _ 0.641 1.000 0.291 0.640 TC Fm (min) (In/Hr) 5.30 0.587 10.04 0.587 1.000 * 1.252) + 0.527 * 1.731) + _ 1.000 * 1.252) + 1.000 * 1.731) + _ Rainfall Intensity (In/Hr) 5.273 3.592 2.675 2.534 Total of 2 streams to confluence: Flow rates before confluence point: 1.252 1.731 Maximum flow rates at confluence using above data: 2.675 2.534 Area of streams before confluence: 0.291 0.640 Effective area values after confluence: 0.628 0.931 Results of confluence: Total flow rate = 2.675(CFS) Time of concentration = 5.297 min. Effective stream area after confluence = 0.628(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.93(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.040 to Point/Station 12.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 875.310(Ft.) Downstream point/station elevation = 873.160(Ft.) Pipe length = 211.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.675(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.675(CFS) Normal flow depth in pipe = 6.50(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 8.41(In.) Pipe flow velocity = 6.15(Ft/s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 5.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.040 to Point/Station 12.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.628(Ac.) Runoff from this stream = 2.675(CFS) Time of concentration = 5.87 min. Rainfall intensity = 4.958(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.050 to Point/Station 12.060 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 878.500(Ft.) Bottom (of initial area) elevation = 873.160(Ft.) Difference in elevation = 5.340(Ft.) Slope = 0.02225 s(%)= 2.23 TC = k(0.412)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 7.898 min. Rainfall intensity = 4.149(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.773 Subarea runoff = 1.795(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.050 to Point/Station 12.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.560(Ac.) Runoff from this stream = 1.795(CFS) Time of concentration = 7.90 min. Rainfall intensity = 4.149(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 2.68 0.628 2 1.80 0.560 Qmax(1) _ 1.000 * 1.000 * 1.227 * 0.743 * TC Fm (min) (In/Hr) 5.87 0.587 7.90 0.587 2.675) + 1.795) + _ Qmax(2) _ 0.815 * 1.000 * 2.675) + 1.000 * 1.000 * 1.795) + _ Rainfall Intensity (In/Hr) 4.958 4.149 4.312 3.975 Total of 2 streams to confluence: Flow rates before confluence point: 2.675 1.795 Maximum flow rates at confluence using above data: 4.312 3.975 Area of streams before confluence: 0.628 0.560 Effective area values after confluence: 1.044 1.188 Results of confluence: Total flow rate = 4.312(CFS) Time of concentration = 5.869 min. Effective stream area after confluence = 1.044(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.19(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.060 to Point/Station 12.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 873.160(Ft.) Downstream point/station elevation = 872.800(Ft.) Pipe length = 11.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.312(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.312(CFS) Normal flow depth in pipe = 6.11(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 10.47(In.) Pipe flow velocity = 10.75(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.060 to Point/Station 12.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.044(Ac.) Runoff from this stream = 4.312(CFS) Time of concentration = 5.89 min. Rainfall intensity = 4.950(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.060 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 165.000(Ft.) Top (of initial area) elevation = 888.840(Ft.) Bottom (of initial area) elevation = 880.730(Ft.) Difference in elevation = 8.110(Ft.) Slope = 0.04915 s(%)= 4.92 TC = k(0.412)*[(length'3)/(elevation change)]^0.2 Initial area time of concentration = 5.802 min. Rainfall intensity = 4.992(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.794 Subarea runoff = 0.674(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.060 to Point/Station 12.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 880.730(Ft.) Downstream point/station elevation = 874.400(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.674(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.674(CFS) Normal flow depth in pipe = 0.99(In.) Flow top width inside pipe = 2.82(In.) Critical depth could not be calculated. Pipe flow velocity = 48.02(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.070 to Point/Station 12.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 874.400(Ft.) Downstream point/station elevation = 872.800(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.674(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.674(CFS) Normal flow depth in pipe = 2.06(In.) Flow top width inside pipe = 5.70(In.) Critical Depth = 4.98(In.) Pipe flow velocity = 11.32(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.070 to Point/Station 12.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.674(CFS) Time of concentration = 5.82 min. Rainfall intensity = 4.983(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 4.31 1.044 2 0.67 0.170 Qmax(1) _ 1.000 * 1.000 * 0.992 * 1.000 * TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 5.89 0.587 4.950 5.82 0.587 4.983 4.312) + 0.674) + = 4.981 Qmax(2) _ 1.008 * 0.989 * 4.312) + 1.000 * 1.000 * 0.674) + = 4.971 Total of 2 streams to confluence: Flow rates before confluence point: 4.312 0.674 Maximum flow rates at confluence using above data: 4.981 4.971 Area of streams before confluence: 1.044 0.170 Effective area values after confluence: 1.214 1.203 Results of confluence: Total flow rate = 4.981(CFS) Time of concentration = 5.886 min. Effective stream area after confluence = 1.214(Ac. Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.21(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.080 to Point/Station 12.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.800(Ft.) Downstream point/station elevation = 865.200(Ft.) Pipe length = 313.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.981(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.981(CFS) Normal flow depth in pipe = 7.32(In.) Flow top width inside pipe = 11.70(In.) Critical Depth = 10.99(In.) Pipe flow velocity = 9.91(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 6.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.080 to Point/Station 12.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.214(Ac.) Runoff from this stream = 4.981(CFS) Time of concentration = 6.41 min. Rainfall intensity = 4.702(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 9.20 3.177 10.58 0.587 3.481 2 4.98 1.214 6.41 0.587 4.702 Qmax(1) _ 1.000 * 1.000 * 9.197) + 0.703 * 1.000 * 4.981) + = 12.701 Qmax(2) _ 1.422 * 0.606 * 9.197) + 1.000 * 1.000 * 4.981) + = 12.904 Total of 2 main streams to confluence: Flow rates before confluence point: 10.197 5.981 Maximum flow rates at confluence using above data: 12.701 12.904 Area of streams before confluence: 3.177 1.214 Effective area values after confluence: 4.392 3.140 Results of confluence: Total flow rate = 12.904(CFS) Time of concentration = 6.412 min. Effective stream area after confluence = 3.140(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 4.39(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.090 to Point/Station 12.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 865.200(Ft.) Downstream point/station elevation = 864.000(Ft.) Pipe length = 102.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 12.904(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 12.904(CFS) Normal flow depth in pipe = 13.01(In.) Flow top width inside pipe = 16.12(In.) Critical Depth = 16.17(In.) Pipe flow velocity = 9.44(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 6.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.090 to Point/Station 12.110 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.140(Ac.) Runoff from this stream = 12.904(CFS) Time of concentration = 6.59 min. Rainfall intensity = 4.624(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.070 to Point/Station 2.080 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 880.000(Ft.) Bottom (of initial area) elevation = 871.690(Ft.) Difference in elevation = 8.310(Ft.) Slope = 0.01979 s(o)= 1.98 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.114 min. Rainfall intensity = 3.577(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.752 Subarea runoff = 2.987(CFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.080 to Point/Station 13.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 871.690(Ft.) Downstream point/station elevation = 866.500(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.987(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 2.987(CFS) Normal flow depth in pipe = 1.72(In.) Flow top width inside pipe = 5.43(In.) Critical depth could not be calculated. Pipe flow velocity = 64.09(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 866.500(Ft.) Downstream point/station elevation = 864.000(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.987(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.987(CFS) Normal flow depth in pipe = 4.48(In.) Flow top width inside pipe = 9.00(In.) Critical depth could not be calculated. Pipe flow velocity = 13.58(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.110 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.110(Ac.) Runoff from this stream = 2.987(CFS) Time of concentration = 10.15 min. Rainfall intensity = 3.568(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 12.90 3.140 6.59 0.587 4.624 2 2.99 1.110 10.15 0.587 3.568 Qmax(1) _ Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) 1.000 * 1.000 * 12.904) + 1.354 * 0.649 * 2.987) + = 15.530 Qmax(2) _ 0.739 * 1.000 * 12.904) + 1.000 * 1.000 * 2.987) + = 12.517 Total of 2 streams to confluence: Flow rates before confluence point: 12.904 2.987 Maximum flow rates at confluence using above data: 15.530 12.517 Area of streams before confluence: 3.140 1.110 Effective area values after confluence: 3.860 4.250 Results of confluence: Total flow rate = 15.530(CFS) Time of concentration = 6.592 min. Effective stream area after confluence = 3.860(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 4.25(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.110 to Point/Station 12.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 864.000(Ft.) Downstream point/station elevation = 860.300(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 15.530(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 15.530(CFS) Normal flow depth in pipe = 10.75(In.) Flow top width inside pipe = 17.66(In.) Critical Depth = 16.99(In.) Pipe flow velocity = 14.12(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 6.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.110 to Point/Station 12.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.860(Ac.) Runoff from this stream = 15.530(CFS) Time of concentration = 6.74 min. Rainfall intensity = 4.562(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 879.800(Ft.) Bottom (of initial area) elevation = 874.500(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.00964 s(%)= 0.96 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.009 min. Rainfall intensity = 3.075(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.728 Subarea runoff = 2.061(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 13.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 874.500(Ft.) Downstream point/station elevation = 869.000(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.061(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 2.061(CFS) Normal flow depth in pipe = 1.96(In.) Flow top width inside pipe = 2.85(In.) Critical depth could not be calculated. Pipe flow velocity = 60.46(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 13.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.010 to Point/Station 13.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 869.000(Ft.) Downstream point/station elevation = 865.300(Ft.) Pipe length = 317.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.061(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.061(CFS) Normal flow depth in pipe = 6.60(In.) Flow top width inside pipe = 7.96(In.) Critical Depth = 7.80(In.) Pipe flow velocity = 5.94(Ft/s) Travel time through pipe = 0.89 min. Time of concentration (TC) = 13.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.010 to Point/Station 13.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.920(Ac.) Runoff from this stream = 2.061(CFS) Time of concentration = 13.90 min. Rainfall intensity = 2.956(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 878.940(Ft.) Bottom (of initial area) elevation = 872.800(Ft.) Difference in elevation = 6.140(Ft.) Slope = 0.02193 s(%)= 2.19 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 8.425 min. Rainfall intensity = 3.991(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.768 Subarea runoff = 2.911(CFS) Total initial stream area = 0.950(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 13.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.800(Ft.) Downstream point/station elevation = 865.300(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.911(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 2.911(CFS) Normal flow depth in pipe = 2.28(In.) Flow top width inside pipe = 2.56(In.) Critical depth could not be calculated. Pipe flow velocity = 72.76(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 8.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 13.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.950(Ac.) Runoff from this stream = 2.911(CFS) Time of concentration = 8.43 min. Rainfall intensity = 3.991(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 2.06 0.920 2 2.91 0.950 Qmax(1) _ TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 13.90 0.587 2.956 8.43 0.587 3.991 1.000 * 1.000 * 2.061) + 0.696 * 1.000 * 2.911) + = 4.086 Qmax(2) _ 1.437 * 0.606 * 2.061) + 1.000 * 1.000 * 2.911) + = 4.706 Total of 2 streams to confluence: Flow rates before confluence point: 2.061 2.911 Maximum flow rates at confluence using above data: 4.086 4.706 Area of streams before confluence: 0.920 0.950 Effective area values after confluence: 1.870 1.508 Results of confluence: Total flow rate = 4.706(CFS) Time of concentration = 8.425 min. Effective stream area after confluence = 1.508(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.87(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.020 to Point/Station 12.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 865.300(Ft.) Downstream point/station elevation = 860.300(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.706(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 4.706(CFS) Normal flow depth in pipe = 5.68(In.) Flow top width inside pipe = 8.68(In.) Critical depth could not be calculated. Pipe flow velocity = 16.00(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.020 to Point/Station 12.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.508(Ac.) Runoff from this stream = 4.706(CFS) Time of concentration = 8.48 min. Rainfall intensity = 3.975(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (AP) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 15.53 3.860 6.74 0.587 4.562 2 4.71 1.508 8.48 0.587 3.975 Qmax(1) _ 1.000 * 1.000 * 15.530) + 1.173 * 0.795 * 4.706) + = 19.919 Qmax(2) _ 0.852 * 1.000 * 15.530) + 1.000 * 1.000 * 4.706) + = 17.942 Total of 2 main streams to confluence: Flow rates before confluence point: 16.530 5.706 Maximum flow rates at confluence using above data: 19.919 17.942 Area of streams before confluence: 3.860 1.508 Effective area values after confluence: 5.059 5.368 Results of confluence: Total flow rate = 19.919(CFS) Time of concentration = 6.742 min. Effective stream area after confluence = 5.059(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 5.37(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.120 to Point/Station 12.130 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 860.300(Ft.) Downstream point/station elevation = 855.000(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 19.919(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.919(CFS) Normal flow depth in pipe = 14.32(In.) Flow top width inside pipe = 19.56(In.) Critical Depth = 19.15(In.) Pipe flow velocity = 11.41(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 7.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.120 to Point/Station 12.130 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.059(Ac.) Runoff from this stream = 19.919(CFS) Time of concentration = 7.28 min. Rainfall intensity = 4.356(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** INITIAL AREA EVALUATION **** PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 875.000(Ft.) Bottom (of initial area) elevation = 855.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.04000 s(%)= 4.00 TC = k(0.483)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 11.044 min. Rainfall intensity = 3.393(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.680 Subarea runoff = 8.531(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 0.850 Initial area Fm value = 0.831(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.700(Ac.) Runoff from this stream = 8.531(CFS) Time of concentration = 11.04 min. Rainfall intensity = 3.393(In/Hr) Area averaged loss rate (Fm) = 0.8311(In/Hr) Area averaged Pervious ratio (Ap) = 0.8500 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 19.92 2 8.53 Qmax (1) _ 1.000 1.376 Qmax (2 ) _ 0.745 5.059 3.700 TC Fm (min) (In/Hr) 7.28 0.587 11.04 0.831 1.000 * 19.919) + 0.659 * 8.531) + _ 1.000 * 19.919) + Rainfall Intensity (In/Hr) 4.356 3.393 27.659 1.000 * 1.000 * 8.531) + = 23.360 Total of 2 streams to confluence: Flow rates before confluence point: 19.919 8.531 Maximum flow rates at confluence using above data: 27.659 23.360 Area of streams before confluence: 5.059 3.700 Effective area values after confluence: 7.498 8.759 Results of confluence: Total flow rate = 27.659(CFS) Time of concentration = 7.282 min. Effective stream area after confluence = 7.498(Ac.) Study area average Pervious fraction(Ap) = 0.706 Study area average soil loss rate(Fm) = 0.690(In/Hr) Study area total (this main stream) = 8.76(Ac.) End of computations, Total Study Area = 11.82 (Ac The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.678 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/21/08 ------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 Q100 DEVELOPED HYDROLOGY 07/18/08 45331Q100DEV.OUT ----------------------------------------------------------- Program License Serial Number 6049 ----------------------------------------------------------- ********* Hydrology Study Control Information ********** ----------------------------------------------------------- Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.500 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 355.000(Ft.) Top (of initial area) elevation = 882.740(Ft.) Bottom (of initial area) elevation = 878.700(Ft.) Difference in elevation = 4.040(Ft.) Slope = 0.01138 s(%)= 1.14 TC = k(0.412)*L(length"3)/(elevation change)]'0.2 Initial area time of concentration = 10.562 min. Rainfall intensity = 4.253(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.776 Subarea runoff = 1.254(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.380(Ac.) Runoff from this stream = 1.254(CFS) Time of concentration = 10.56 min. Rainfall intensity = 4.253(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 210.000(Ft.) Top (of initial area) elevation = 879.800(Ft.) Bottom (of initial area) elevation = 878.700(Ft.) Difference in elevation = 1.100(Ft.) Slope = 0.00524 s(%)= 0.52 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 9.999 min. Rainfall intensity = 4.396(In/Hr) for a 100, Effective runoff coefficient used for area (Q=KCIA Subarea runoff = 0.651(CFS) Total initial stream area = 0.190(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.780 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.190(Ac.) Runoff from this stream = 0.651(CFS) Time of concentration = 10.00 min. Rainfall intensity = 4.396(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 1.25 0.380 2 0.65 0.190 TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 10.56 0.587 4.253 10.00 0.587 4.396 Qmax(1) 1.000 * 1.000 * 1.254) + 0.963 * 1.000 * 0.651) + = 1.881 Qmax(2) _ 1.039 * 0.947 * 1.254) + 1.000 * 1.000 * 0.651) + = 1.884 Total of 2 streams to confluence: Flow rates before confluence point: 1.254 0.651 Maximum flow rates at confluence using above data: 1.881 1.884 Area of streams before confluence: 0.380 0.190 Effective area values after confluence: 0.570 0.550 Results of confluence: Total flow rate = 1.884(CFS) Time of concentration = 9.999 min. Effective stream area after confluence = 0.550(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.57(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 11.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 878.700(Ft.) Downstream point/station elevation = 873.200(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.884(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.884(CFS) Normal flow depth in pipe = 1.85(In.) Flow top width inside pipe = 2.92(In.) Critical depth could not be calculated. Pipe flow velocity = 59.36(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 873.200(Ft.) Downstream point/station elevation = 872.130(Ft.) Pipe length = 214.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.884(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.884(CFS) Normal flow depth in pipe = 6.53(In.) Flow top width inside pipe = 11.95(In.) Critical Depth = 7.02(In.) Pipe flow velocity = 4.32(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 10.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.550(Ac.) Runoff from this stream = 1.884(CFS) Time of concentration = 10.83 min. Rainfall intensity = 4.191(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 321.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 872.130(Ft.) Difference in elevation = 5.370(Ft.) Slope = 0.01673 s(%)= 1.67 TC = k(0.412)*[(length'3)/(elevation change)]A0.2 Initial area time of concentration = 9.393 min. Rainfall intensity = 4.564(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.784 Subarea runoff = 3.257(CFS) Total initial stream area = 0.910(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.910(Ac.) Runoff from this stream = 3.257(CFS) Time of concentration = 9.39 min. Rainfall intensity = 4.564(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 1.88 0.550 10.83 0.587 4.191 2 3.26 0.910 9.39 0.587 4.564 Qmax(1) _ = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.000 * 1.000 * 1.884) + 0.906 * 1.000 * 3.257) + = 4.836 Qmax(2) _ 1.103 * 0.868 * 1.884) + 1.000 * 1.000 * 3.257) + = 5.061 Total of 2 streams to confluence: Flow rates before confluence point: 1.884 3.257 Maximum flow rates at confluence using above data: 4.836 5.061 Area of streams before confluence: 0.550 0.910 Effective area values after confluence: 1.460 1.387 Results of confluence: Total flow rate = 5.061(CFS) Time of concentration = 9.393 min. Effective stream area after confluence = 1.387(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.46(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.130(Ft.) Downstream point/station elevation = 871.130(Ft.) Pipe length = 154.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 5.061(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.061(CFS) Normal flow depth in pipe = 9.68(In.) Flow top width inside pipe = 14.35(In.) Critical Depth = 10.95(In.) Pipe flow velocity = 6.05(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 9.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.387(Ac.) Runoff from this stream = 5.061(CFS) Time of concentration = 9.82 min. Rainfall intensity = 4.444(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 321.000(Ft.) Top (of initial area) elevation = 877.000(Ft.) Bottom (of initial area) elevation = 871.130(Ft.) Difference in elevation = 5.870(Ft.) Slope = 0.01829 s(%)= 1.83 TC = k(0.412)*((length"3)/(elevation change)]'0.2 Initial area time of concentration = 9.227 min. Rainfall intensity = 4.613(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 4.493(CFS) Total initial stream area = 1.240(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.240(Ac.) Runoff from this stream = 4.493(CFS) Time of concentration = 9.23 min. Rainfall intensity = 4.613(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 5.06 1.387 9.82 0.587 4.444 2 4.49 1.240 9.23 0.587 4.613 Qmax(1) _ 1.000 * 1.000 * 5.061) + 0.958 * 1.000 * 4.493) + = 9.366 Qmax (2 ) _ 1.044 * 0.940 * 5.061) + 1.000 * 1.000 * 4.493) + = 9.457 Total of 2 streams to confluence: Flow rates before confluence point: 5.061 4.493 Maximum flow rates at confluence using above data: 9.366 9.457 Area of streams before confluence: 1.387 1.240 Effective area values after confluence: 2.627 2.544 Results of confluence: Total flow rate = 9.457(CFS) Time of concentration = 9.227 min. Effective stream area after confluence = 2.544(Ac. Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.63(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.050 to Point/Station 11.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 871.130(Ft.) Downstream point/station elevation = 867.510(Ft.) Pipe length = 433.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 9.457(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.457(CFS) Normal flow depth in pipe = 11.72(In.) Flow top width inside pipe = 17.16(In.) Critical Depth = 14.26(In.) Pipe flow velocity = 7.77(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 10.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.050 to Point/Station 11.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.544(Ac.) Runoff from this stream = 9.457(CFS) Time of concentration = 10.16 min. Rainfall intensity = 4.355(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.060 to Point/Station 11.070 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 147.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 867.510(Ft.) Difference in elevation = 9.990(Ft.) Slope = 0.06796 s(-.)= 6.80 TC = k(0.412)*[(lengthA3)/(elevation change)]'0.2 Initial area time of concentration = 5.192 min. Rainfall intensity = 6.513(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.819 Subarea runoff = 1.920(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.060 to Point/Station 11.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 1.920(CFS) Time of concentration = 5.19 min. Rainfall intensity = 6.513(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 9.46 2.544 10.16 0.587 4.355 2 1.92 0.360 5.19 0.587 6.513 Qmax(1) _ 1.000 * 1.000 * 9.457) + 0.636 * 1.000 * 1.920) + = 10.678 Qmax(2) _ 1.573 * 0.511 * 9.457) + 1.000 * 1.000 * 1.920) + = 9.525 Total of 2 streams to confluence: Flow rates before confluence point: 9.457 1.920 Maximum flow rates at confluence using above data: 10.678 9.525 Area of streams before confluence: 2.544 0.360 Effective area values after confluence: 2.904 1.660 Results of confluence: Total flow rate = 10.678(CFS) Time of concentration = 10.156 min. Effective stream area after confluence = 2.904(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.070 to Point/Station 11.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 867.510(Ft.) Downstream point/station elevation = 866.320(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 10.678(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.678(CFS) Normal flow depth in pipe = 11.46(In.) Flow top width inside pipe = 17.31(In.) Critical Depth = 15.06(In.) Pipe flow velocity = 8.99(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.070 to Point/Station 11.090 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.904(Ac.) Runoff from this stream = 10.678(CFS) Time of concentration = 10.35 min. Rainfall intensity = 4.305(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.080 to Point/Station 11.090 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 227.000(Ft.) Top (of initial area) elevation = 877.500(Ft.) Bottom (of initial area) elevation = 866.320(Ft.) Difference in elevation = 11.180(Ft.) Slope = 0.04925 s(%)= 4.93 TC = k(0.412)*[(length"3)/(elevation change)J"0.2 Initial area time of concentration = 6.589 min. Rainfall intensity = 5.645(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.806 Subarea runoff = 1.275(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.080 to Point/Station 11.090 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 1.275(CFS) Time of concentration = 6.59 min. Rainfall intensity = 5.645(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 10.68 2 1.27 Qmax(1) _ 1.000 0.735 Qmax (2 ) _ 1.360 1.000 2.904 0.280 TC Fm (min) (In/Hr) 10.35 0.587 6.59 0.587 1.000 * 10.678) + 1.000 * 1.275) + _ 0.637 * 10.678) + 1.000 * 1.275) + _ Rainfall Intensity (In/Hr) 4.305 5.645 11.615 10.522 Total of 2 streams to confluence: Flow rates before confluence point: 10.678 1.275 Maximum flow rates at confluence using above data: 11.615 10.522 Area of streams before confluence: 2.904 0.280 Effective area values after confluence: 3.184 2.128 Results of confluence: Total flow rate = 11.615(CFS) Time of concentration = 10.351 min. Effective stream area after confluence = 3.184(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 3.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.090 to Point/Station 12.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 866.320(Ft.) Downstream point/station elevation = 865.200(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 11.615(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 11.615(CFS) Normal flow depth in pipe = 11.05(In.) Flow top width inside pipe = 17.53(In.) Critical Depth = 15.57(In.) Pipe flow velocity = 10.20(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 10.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.090 to Point/Station 12.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.184(Ac.) Runoff from this stream = 11.615(CFS) Time of concentration = 10.47 min. Rainfall intensity = 4.275(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 430.000(Ft.) Top (of initial area) elevation = 890.670(Ft.) Bottom (of initial area) elevation = 886.670(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00930 s(°s)= 0.93 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 11.873 min. Rainfall intensity = 3.965(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.767 Subarea runoff = 0.638(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 12.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 886.670(Ft.) Downstream point/station elevation = 883.670(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.638(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.638(CFS) Normal flow depth in pipe = 1.17(In.) Flow top width inside pipe = 2.93(In.) Critical depth could not be calculated. Pipe flow velocity = 36.08(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 11.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.010 to Point/Station 12.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 883.670(Ft.) Downstream point/station elevation = 875.800(Ft.) Pipe length = 19.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.638(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.638(CFS) Normal flow depth in pipe = 2.15(In.) Flow top width inside pipe = 2.70(In.) Critical depth could not be calculated. Pipe flow velocity = 16.95(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.010 to Point/Station 12.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.210(Ac.) Runoff from this stream = 0.638(CFS) Time of concentration = 11.89 min. Rainfall intensity = 3.961(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 888.120(Ft.) Bottom (of initial area) elevation = 880.010(Ft.) Difference in elevation = 8.110(Ft.) Slope = 0.06007 s(%)= 6.01 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 5.144 min. Rainfall intensity = 6.549(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.819 Subarea runoff = 1.073(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 12.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 880.010(Ft.) Downstream point/station elevation = 875.800(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.073(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.073(CFS) Normal flow depth in pipe = 1.42(In.) Flow top width inside pipe = 3.00(In.) Critical depth could not be calculated. Pipe flow velocity = 46.88(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 12.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.200(Ac.) Runoff from this stream 1.073(CFS) Time of concentration = 5.14 min. Rainfall intensity = 6.549(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 0.64 0.210 11.89 0.587 3.961 2 1.07 0.200 5.14 0.587 6.549 Qmax(1) _ 1.000 * 1.000 * 0.638) + 0.566 * 1.000 * 1.073) + = 1.246 Qmax(2) _ 1.767 * 0.433 * 0.638) + 1.000 * 1.000 * 1.073) + = 1.561 Total of 2 streams to confluence: Flow rates before confluence point: 0.638 1.073 Maximum flow rates at confluence using above data: 1.246 1.561 Area of streams before confluence: 0.210 0.200 Effective area values after confluence: 0.410 0.291 Results of confluence: Total flow rate = 1.561(CFS) Time of concentration = 5.144 min. Effective stream area after confluence = 0.291(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.41(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.020 to Point/Station 12.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 875.800(Ft.) Downstream point/station elevation = 875.310(Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.561(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.561(CFS) Normal flow depth in pipe = 5.61(In.) Flow top width inside pipe = 8.72(In.) Critical Depth = 6.90(In.) Pipe flow velocity = 5.40(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.020 to Point/Station 12.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.291(Ac.) Runoff from this stream = 1.561(CFS) Time of concentration = 5.29 min. Rainfall intensity = 6.441(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.030 to Point/Station 12.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 285.000(Ft.) Top (of initial area) elevation = 878.000(Ft.) Bottom (of initial area) elevation = 875.310(Ft.) Difference in elevation = 2.690(Ft.) Slope = 0.00944 s(%)= 0.94 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 10.043 min. Rainfall intensity = 4.384(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.780 Subarea runoff = 2.187(CFS) Total initial stream area = 0.640(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.030 to Point/Station 12.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.640(Ac.) Runoff from this stream = 2.187(CFS) Time of concentration = 10.04 min. Rainfall intensity = 4.384(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 1.56 2 2.19 Qmax(1) _ 5.29 1.000 * 6.441 1.542 * Qmax(2) _ 0.649 * 1.000 * 0.291 0.640 TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 5.29 0.587 6.441 10.04 0.587 4.384 1.000 * 1.561) + 0.527 * 2.187) + = 3.337 1.000 * 1.561) + 1.000 * 2.187) + = 3.200 Total of 2 streams to confluence: Flow rates before confluence point: 1.561 2.187 Maximum flow rates at confluence using above data: 3.337 3.200 Area of streams before confluence: 0.291 0.640 Effective area values after confluence: 0.628 0.931 Results of confluence: Total flow rate = 3.337(CFS) Time of concentration = 5.289 min. Effective stream area after confluence = 0.628(Ac. Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.93(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.040 to Point/Station 12.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 875.310(Ft.) Downstream point/station elevation = 873.160(Ft.) Pipe length = 211.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 3.337(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.337(CFS) Normal flow depth in pipe = 7.50(In.) Flow top width inside pipe = 11.62(In.) Critical Depth = 9.38(In.) Pipe flow velocity = 6.47(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 5.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.040 to Point/Station 12.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.628(Ac.) Runoff from this stream = 3.337(CFS) Time of concentration = 5.83 min. Rainfall intensity = 6.074(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.050 to Point/Station 12.060 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 878.500(Ft.) Bottom (of initial area) elevation = 873.160(Ft.) Difference in elevation = 5.340(Ft.) Slope = 0.02225 s(%)= 2.23 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 7.898 min. Rainfall intensity = 5.064(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.796 Subarea runoff = 2.256(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.050 to Point/Station 12.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.560(Ac.) Runoff from this stream = 2.256(CFS) Time of concentration = 7.90 min. Rainfall intensity = 5.064(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 3.34 0.628 2 2.26 0.560 Qmax(1) _ 1.000 * 1.000 * 1.226 * 0.739 * Qmax(2) _ TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 5.83 0.587 7.90 0.587 3.337) + 2.256) + _ 0.816 * 1.000 * 3.337) + 1.000 * 1.000 * 2.256) + _ Total of 2 streams to confluence: Flow rates before confluence point: 6.074 5.064 5.380 4.980 3.337 2.256 Maximum flow rates at confluence using above data: 5.380 4.980 Area of streams before confluence: 0.628 0.560 Effective area values after confluence: 1.042 1.188 Results of confluence: Total flow rate = 5.380(CFS) Time of concentration = 5.833 min. Effective stream area after confluence = 1.042(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.19(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.060 to Point/Station 12.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 873.160(Ft.) Downstream point/station elevation = 872.800(Ft.) Pipe length = 11.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 5.380(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.380(CFS) Normal flow depth in pipe = 7.00(In.) Flow top width inside pipe = 11.83(In.) Critical Depth = 11.21(In.) Pipe flow velocity = 11.33(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.060 to Point/Station 12.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.042(Ac.) Runoff from this stream = 5.380(CFS) Time of concentration = 5.85 min. Rainfall intensity = 6.063(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.060 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(ln/Hr) Initial subarea data: Initial area flow distance = 165.000(Ft.) Top (of initial area) elevation = 888.840(Ft.) Bottom (of initial area) elevation = 880.730(Ft.) Difference in elevation = 8.110(Ft.) Slope = 0.04915 s(%)= 4.92 TC = k(0.412)*[(length"3)/(elevation change)]'0.2 Initial area time of concentration = 5.802 min. Rainfall intensity = 6.093(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.813 Subarea runoff = 0.842(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.060 to Point/Station 12.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 880.730(Ft.) Downstream point/station elevation = 874.400(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.842(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.842(CFS) Normal flow depth in pipe = 1.11(In.) Flow top width inside pipe = 2.90(In.) Critical depth could not be calculated. Pipe flow velocity = 51.06(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 5.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.070 to Point/Station 12.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 874.400(Ft.) Downstream point/station elevation = 872.800(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.842(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.842(CFS) Normal flow depth in pipe = 2.32(In.) Flow top width inside pipe = 5.84(In.) Critical Depth = 5.42(In.) Pipe flow velocity = 12.03(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.070 to Point/Station 12.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.842(CFS) Time of concentration = 5.82 min. Rainfall intensity = 6.082(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 5.38 1.042 2 0.84 0.170 Qmax(1) _ 1.000 * 1.000 * 0.997 * 1.000 * TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 5.85 0.587 6.063 5.82 0.587 6.082 5.380) + 0.842) + = 6.219 Qmax(2) _ 1.003 * 0.995 * 5.380) + 1.000 * 1.000 * 0.842) + = 6.213 Total of 2 streams to confluence: Flow rates before confluence point: 5.380 0.842 Maximum flow rates at confluence using above data: 6.219 6.213 Area of streams before confluence: 1.042 0.170 Effective area values after confluence: 1.212 1.206 Results of confluence: Total flow rate = 6.219(CFS) Time of concentration = 5.849 min. Effective stream area after confluence = 1.212(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.21(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.080 to Point/Station 12.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.800(Ft.) Downstream point/station elevation = 865.200(Ft.) Pipe length = 313.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 6.219(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.219(CFS) Normal flow depth in pipe = 8.59(In.) Flow top width inside pipe = 10.82(In.) Critical depth could not be calculated. Pipe flow velocity = 10.34(Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 6.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.080 to Point/Station 12.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.212(Ac.) Runoff from this stream = 6.219(CFS) Time of concentration = 6.35 min. Rainfall intensity = 5.770(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 11.62 3.184 10.47 0.587 4.275 2 6.22 1.212 6.35 0.587 5.770 Qmax(1) _ 1.000 * 1.000 * 11.615) + 0.712 * 1.000 * 6.219) + = 16.041 Qmax(2) _ 1.405 * 0.607 * 11.615) + 1.000 * 1.000 * 6.219) + = 16.122 Total of 2 main streams to confluence: Flow rates before confluence point: 12.615 7.219 Maximum flow rates at confluence using above data: 16.041 16.122 Area of streams before confluence: 3.184 1.212 Effective area values after confluence: 4.395 3.143 Results of confluence: Total flow rate = 16.122(CFS) Time of concentration = 6.354 min. Effective stream area after confluence = 3.143(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 4.40(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.090 to Point/Station 12.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 865.200(Ft.) Downstream point/station elevation = 864.000(Ft.) Pipe length = 102.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 16.122(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.122(CFS) Normal flow depth in pipe = 13.22(In.) Flow top width inside pipe = 20.28(In.) Critical Depth = 17.77(In.) Pipe flow velocity = 10.12(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.090 to Point/Station 12.110 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.143(Ac.) Runoff from this stream = 16.122(CFS) Time of concentration = 6.52 min. Rainfall intensity = 5.680(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.070 to Point/Station 2.080 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 420.000(Ft.) Top (of initial area) elevation = 880.000(Ft.) Bottom (of initial area) elevation = 871.690(Ft.) Difference in elevation = 8.310(Ft.) Slope = 0.01979 s(%)= 1.98 TC = k(0.412)*[(length'3)/(elevation change))'0.2 Initial area time of concentration = 10.114 min. Rainfall intensity = 4.365(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.779 Subarea runoff = 3.775(CFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.080 to Point/Station 13.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 871.690(Ft.) Downstream point/station elevation = 866.500(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 3.775(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 3.775(CFS) Normal flow depth in pipe = 1.94(In.) Flow top width inside pipe = 5.62(In.) Critical depth could not be calculated. Pipe flow velocity = 68.49(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 866.500(Ft.) Downstream point/station elevation = 864.000(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 3.775(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.775(CFS) Normal flow depth in pipe = 5.17(In.) Flow top width inside pipe = 8.90(In.) Critical depth could not be calculated. Pipe flow velocity = 14.37(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.100 to Point/Station 12.110 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.110(Ac.) Runoff from this stream = 3.775(CFS) Time of concentration = 10.15 min. Rainfall intensity = 4.356(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 16.12 3.143 6.52 0.587 5.680 2 3.77 1.110 10.15 0.587 4.356 Qmax(1) _ Total flow rate = 19.399(CFS) 1.000 * 1.000 * 16.122) + Effective stream area after 1.351 * 0.642 * 3.775) + = 19.399 Qmax(2) _ rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 0.740 * 1.000 * 16.122) + 1.000 * 1.000 * 3.775) + = 15.705 Total of 2 streams to confluence: Flow rates before confluence point: 16.122 3.775 Maximum flow rates at confluence using above data: 19.399 15.705 Area of streams before confluence: 3.143 1.110 Effective area values after confluence: 3.856 4.253 Results of confluence: Total flow rate = 19.399(CFS) Time of concentration = 6.522 min. Effective stream area after confluence = 3.856(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 4.25(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.110 to Point/Station 12.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 864.000(Ft.) Downstream point/station elevation = 860.300(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 19.399(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 19.399(CFS) Normal flow depth in pipe = 12.54(In.) Flow top width inside pipe = 16.55(In.) Critical depth could not be calculated. Pipe flow velocity = 14.75(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 6.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.110 to Point/Station 12.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.856(Ac.) Runoff from this stream = 19.399(CFS) Time of concentration = 6.67 min. Rainfall intensity = 5.606(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 879.800(Ft.) Bottom (of initial area) elevation = 874.500(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.00964 s(°s)= 0.96 TC = k(0.412)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 13.009 min. Rainfall intensity = 3.753(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.759 Subarea runoff = 2.622(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 13.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 874.500(Ft.) Downstream point/station elevation = 869.000(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.622(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 2.622(CFS) Normal flow depth in pipe = 2.39(In.) Flow top width inside pipe = 2.42(In.) Critical depth could not be calculated. Pipe flow velocity = 62.54(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 13.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.010 to Point/Station 13.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 869.000(Ft.) Downstream point/station elevation = 865.300(Ft.) Pipe length = 317.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.622(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.622(CFS) Normal flow depth in pipe = 6.17(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 8.33(In.) Pipe flow velocity = 6.45(Ft/s) Travel time through pipe = 0.82 min. Time of concentration (TC) = 13.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.010 to Point/Station 13.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.920(Ac.) Runoff from this stream = 2.622(CFS) Time of concentration = 13.83 min. Rainfall intensity = 3.618(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.040 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 280.000(Ft.) Top (of initial area) elevation = 878.940(Ft.) Bottom (of initial area) elevation = 872.800(Ft.) Difference in elevation = 6.140(Ft.) Slope = 0.02193 s(%)= 2.19 TC = k(0.412)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 8.425 min. Rainfall intensity = 4.871(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 3.663(CFS) Total initial stream area = 0.950(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) 0.587(In/Hr) 0 year storm is C = 0.792 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 13.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 872.800(Ft.) Downstream point/station elevation = 865.300(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 3.663(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 3.663(CFS) Normal flow depth in pipe = 1.74(In.) Flow top width inside pipe = 5.45(In.) Critical depth could not be calculated. Pipe flow velocity = 77.52(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 8.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 13.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.950(Ac.) Runoff from this stream = 3.663(CFS) Time of concentration = 8.42 min. Rainfall intensity = 4.871(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area No. (CFS) (Ac.) 1 2.62 0.920 2 3.66 0.950 Qmax(1) _ TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 13.83 0.587 3.618 8.42 0.587 4.871 1.000 * 1.000 * 2.622) + 0.708 * 1.000 * 3.663) + = 5.214 Qmax (2 ) _ 1.413 * 0.609 * 2.622) + 1.000 * 1.000 * 3.663) + = 5.921 Total of 2 streams to confluence: Flow rates before confluence point: 2.622 3.663 Maximum flow rates at confluence using above data: 5.214 5.921 Area of streams before confluence: 0.920 0.950 Effective area values after confluence: 1.870 1.510 Results of confluence: Total flow rate = 5.921(CFS) Time of concentration = 8.425 min. Effective stream area after confluence = 1.510(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 1.87(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.020 to Point/Station 12.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 865.300(Ft.) Downstream point/station elevation = 860.300(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 5.921(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.921(CFS) Normal flow depth in pipe = 6.76(In.) Flow top width inside pipe = 7.78(In.) Critical depth could not be calculated. Pipe flow velocity = 16.64(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.020 to Point/Station 12.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.510(Ac.) Runoff from this stream = 5.921(CFS) Time of concentration = 8.48 min. Rainfall intensity = 4.852(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 19.40 3.856 6.67 0.587 5.606 2 5.92 1.510 8.48 0.587 4.852 Qmax(1) _ Results of confluence: 1.000 * 1.000 * 19.399) + 1.177 * 0.786 * 5.921) + = 24.876 Qmax (2 ) _ 0.587(In/Hr) Study area total = 5.37(Ac.) 0.850 * 1.000 * 19.399) + 1.000 * 1.000 * 5.921) + = 22.406 Total of 2 main streams to confluence: Flow rates before confluence point: 20.399 6.921 Maximum flow rates at confluence using above data: 24.876 22.406 Area of streams before confluence: 3.856 1.510 Effective area values after confluence: 5.043 5.367 Results of confluence: Total flow rate = 24.876(CFS) Time of concentration = 6.665 min. Effective stream area after confluence = 5.043(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 5.37(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.120 to Point/Station 12.130 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 860.300(Ft.) Downstream point/station elevation = 855.000(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 24.876(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 24.876(CFS) Normal flow depth in pipe = 14.88(In.) Flow top width inside pipe = 23.30(In.) Critical Depth = 21.09(In.) Pipe flow velocity = 12.14(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 7.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.120 to Point/Station 12.130 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.043(Ac.) Runoff from this stream = 24.876(CFS) Time of concentration = 7.17 min. Rainfall intensity = 5.365(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** INITIAL AREA EVALUATION **** PARK subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 875.000(Ft.) Bottom (of initial area) elevation = 855.000(Ft.) Difference in elevation = 20.000(Ft.) Slope = 0.04000 s(%)= 4.00 TC = k(0.483)*[(length'3)/(elevation change)]A0.2 Initial area time of concentration = 11.044 min. Rainfall intensity = 4.141(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.719 Subarea runoff = 11.022(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 0.850 Initial area Fm value = 0.831(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.700(Ac.) Runoff from this stream = 11.022(CFS) Time of concentration = 11.04 min. Rainfall intensity = 4.141(In/Hr) Area averaged loss rate (Fm) = 0.8311(In/Hr) Area averaged Pervious ratio (Ap) = 0.8500 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 24.88 5.043 7.17 0.587 5.365 2 11.02 3.700 11.04 0.831 4.141 Qmax(1) _ 1.000 * 1.000 * 24.876) + 1.370 * 0.650 * 11.022) + = 34.682 Qmax(2) _ 0.744 * 1.000 * 24.876) + 1.000 * 1.000 * 11.022) + = 29.527 Total of 2 streams to confluence: Flow rates before confluence point: 24.876 11.022 Maximum flow rates at confluence using above data: 34.682 29.527 Area of streams before confluence: 5.043 3.700 Effective area values after confluence: 7.447 8.743 Results of confluence: Total flow rate = 34.682(CFS) Time of concentration = 7.173 min. Effective stream area after confluence = 7.447(Ac.) Study area average Pervious fraction(Ap) = 0.706 Study area average soil loss rate(Fm) = 0.690(In/Hr) Study area total (this main stream) = 8.74(Ac.) End of computations, Total Study Area = 11.82 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.678 Area averaged SCS curve number = 32.0 JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: DMB DATE: 2/27/2008 CHECKED BY: SLE DATE: 3/3/2008 E N G 1 N E E R I N G OFFSITE RATIONAL METHOD NODE TABLE REMARKS NODE NO. HIGH ELEV. (ft) LOW ELEV. (ft) LENGTH (ft) COVER TYPE AREA (acre) SOIL TYPE INITIAL AREA 5.01 —11' 5.02 934.00 897.00 990 UNDEV 10.00 A STREET FLOW 5.02 —10, 5.03 897.00 850.08 1750 COMM 3.40 A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/03/08 ------------------------------------------------------------------------ 453.31 RIALTO ELEMENTARY SCHOOL No. 19 Q100 OFF-SITE HYDROLOGY 03/03/08 DMB 45331g100devOFF.out Program License Serial Number 6049 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.230 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.020 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 934.000(Ft.) Bottom (of initial area) elevation = 897.000(Ft.) Difference in elevation = 37.000(Ft.) Slope = 0.03737 s(%)= 3.74 TC = k(0.525)*[(length''3)/(elevation change)]'0.2 Initial area time of concentration = 15.992 min. Rainfall intensity = 2.719(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.709 Subarea runoff = 19.269(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.020 to Point/Station 5.030 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 897.000(Ft.) End of street segment elevation = 850.080(Ft.) Length of street segment = 1750.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 22.000( -Ft.) Distance from crown to crossfall grade break = 20.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.339(CFS) Depth of flow = 0.282(Ft.), Average velocity = 4.515(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.057(Ft.) Flow velocity = 4.51(Ft/s) Travel time = 6.46 min. TC = 22.45 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.218(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.715 Subarea runoff = 1.981(CFS) for 3.400(Ac.) Total runoff = 21.250(CFS) Effective area this stream = 13.40(Ac.) Total Study Area (Main Stream No. 1) = 13.40(Ac.) Area averaged Fm value = 0.456(In/Hr) Street flow at end of street = 21.250(CFS) Half street flow at end of street = 10.625(CFS) Depth of flow = 0.287(Ft.), Average velocity = 4.564(Ft/s) Flow width (from curb towards crown)= 15.305(Ft.) End of computations, Total Study Area = 13.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.772 Area averaged SCS curve number = 58.1 E N G 1 N E E R I N G JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: DMB DATE: 2/27/2008 CHECKED BY: SLE DATE: 3/3/2008 UNIT HYDROGRAPH FLOW SUMMARY TABLE YEAR EVENT UNDEVELOPED PEAK FLOW (cfs) 90% PEAK FLOW (cfs) DEVELOPED PEAK FLOW (cfs) BASIN OUTFLOW (cfs) 2 8.44 7.60 21.01 6.77 10 16.49 14.84 33.10 13.04 25 19.81 17.83 39.98 1 16.71 100 24.84 22.36 52.24 19,33=:j UNIT HYDROGRAPH FLOW SUMMARY CHART .1 IN 40.00 j 30.00 u - Y w 20.00 a 10.00 0.00 0 1NDEVELOPED )EVELOPED 3ASIN OUTFLOW 20 40 60 80 100 120 YEAR EVENT U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++......++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 3HR Q2 EXISTING HYDROLOGY 02/12/07 DMB 453313Q2EX.OUT -------------------------------------------------------------------- Storm Event Year = 2 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 47.4 13.56 1.000 0.840 1.000 0.840 Area -averaged adjusted loss rate Fm (In/Hr) = 0.840 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 13.56 1.000 67.0 47.4 11.10 0.062 Area -averaged catchment yield fraction, Y = 0.062 Area -averaged low loss fraction, Yb = 0.938 User entry of time of concentration = 0.253 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.203 hours . Unit interval = 5.000 minutes Unit interval percentage of lag time = 41.1401 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.840(In/Hr) Average low loss rate fraction (Yb) = 0.938 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.248(In) Computed peak 30 -minute rainfall = 0.507(In) Specified peak 1 -hour rainfall = 0.669(In) Computed peak 3 -hour rainfall = 1.310(In) Specified peak 6 -hour rainfall = 2.000(In) Specified peak 24-hour rainfall = 4.000(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.248(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.507(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.669(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.309(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.000(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 4.000(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.545 7.453 2 23.337 30.817 3 50.663 44.813 4 67.544 27.684 5 75.759 13.471 6 81.037 8.655 7 84.998 6.496 8 87.992 4.910 9 90.402 3.952 10 92.278 3.076 11 93.723 2.370 12 94.993 2.083 13 96.110 1.831 14 96.986 1.437 15 97.723 1.209 16 98.324 0.985 17 98.788 0.761 18 99.200 0.675 19 99.611 0.675 20 100.000 0.638 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2476 0.2476 2 0.3267 0.0791 3 0.3842 0.0575 4 0.4310 0.0469 5 0.4713 0.0402 6 0.5069 0.0357 7 0.5392 0.0322 8 0.5688 0.0296 9 0.5962 0.0274 10 0.6219 0.0257 11 0.6460 0.0242 12 0.6689 0.0229 13 0.7025 0.0336 14 0.7350 0.0326 15 0.7667 0.0317 16 0.7976 0.0309 17 0.8277 0.0301 18 0.8571 0.0294 19 0.8859 0.0288 20 0.9141 0.0282 21 0.9418 0.0277 22 0.9690 0.0272 23 0.9957 0.0267 24 1.0219 0.0262 25 1.0478 0.0258 26 1.0732 0.0254 27 1.0983 0.0251 28 1.1229 0.0247 29 1.1473 0.0244 30 1.1713 0.0240 31 1.1950 0.0237 32 1.2185 0.0234 33 1.2416 0.0231 34 1.2645 0.0229 35 1.2871 0.0226 36 --------------------------------------------------------------------- 1.3095 0.0224 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0224 0.0210 0.0014 2 0.0226 0.0212 0.0014 3 0.0231 0.0217 0.0014 4 0.0234 0.0220 0.0014 5 0.0240 0.0226 0.0015 6 0.0244 0.0229 0.0015 7 0.0251 0.0235 0.0015 8 0.0254 0.0239 0.0016 9 0.0262 0.0246 0.0016 10 0.0267 0.0251 0.0016 11 0.0277 0.0260 0.0017 12 0.0282 0.0265 0.0017 13 0.0294 0.0276 0.0018 14 0.0301 0.0283 0.0019 15 0.0317 0.0297 0.0019 16 0.0326 0.0306 0.0020 17 0.0229 0.0215 0.0014 18 0.0242 0.0227 0.0015 19 0.0274 0.0257 0.0017 20 0.0296 0.0278 0.0018 21 0.0357 0.0335 0.0022 22 0.0402 0.0378 0.0025 23 0.0575 0.0540 0.0035 24 0.0791 0.0700 0.0091 25 0.2476 0.0700 0.1776 26 0.0469 0.044) 0.0029 27 0.0322 0.0303 0.0020 28 0.0257 0.0241 0.0016 29 0.0336 0.0315 0.0021 30 0.0309 0.0290 0.0019 31 0.0288 0.0270 0.0018 32 0.0272 0.0255 0.0017 33 0.0258 0.0242 0.0016 34 0.0247 0.0232 0.0015 35 0.0237 0.0223 0.0015 36 0.0229 0.0215 0.0014 -------------------------------------------------------------------- Total soil rain loss = 1.06(In) Total effective rainfall = 0.25(In) Peak flow rate in flood hydrograph = 8.44(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume AC.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q 0+10 0.0004 0.05 Q 0+15 0.0012 0.12 Q 0+20 0.0023 0.16 Q 0+25 0.0035 0.18 Q 0+30 0.0048 0.19 Q 0+35 0.0062 0.20 Q 0+40 0.0077 0.21 QV 0+45 0.0093 0.22 QV 0+50 0.0109 0.23 QV 0+55 0.0125 0.24 QV 1+ 0 0.0143 0.25 IQV 1+ 5 0.0161 0.26 IQV 1+10 0.0179 0.27 IQV 1+15 0.0199 0.28 IQV I 1+20 0.0219 0.29 IQ V I 1+25 0.0239 0.30 IQ V I 1+30 0.0259 0.29 IQ V I 1+35 0.0277 0.27 IQ V I 1+40 0.0296 0.27 IQ V I 1+45 0.0315 0.28 IQ V I 1+50 0.0336 0.30 IQ V I 1+55 0.0359 0.34 IQ V I 2+ 0 0.0390 0.44 IQ V I 2+ 5 0.0522 1.93 Q I 2+10 0.0943 6.11 I V I Q 2+15 0.1524 8.44 I I IV I Q 2+20 0.1891 5.33 I I IQ V I 2+25 0.2083 2.77 I IQ I VI 2+30 0.2213 1.89 I Q I I IV 2+35 0.2317 1.50 I Q I I I V 2+40 0.2400 1.21 I Q I I V 2+45 0.2470 1.02 I Q I I I V 2+50 0.2529 0.85 Q I I I V 2+55 0.2578 0.71 I Q I I I V 3+ 0 0.2623 0.65 I Q I I I V 3+ 5 0.2663 0.58 I Q I I I V 3+10 0.2694 0.46 IQ I I I V I 3+15 0.2718 0.35 IQ I I I V I 3+20 0.2737 0.27 IQ I I I VI 3+25 0.2751 0.21 Q I I I VI 3+30 0.2763 0.18 Q I I I VI 3+35 0.2774 0.16 Q I I I VI 3+40 0.2784 0.14 Q I I I VI 3+45 0.2786 0.03 Q I I I VI 3+50 0.2787 0.02 Q I I I VI 3+55 0.2789 0.02 Q I I I VI 4+ 0 0.2789 0.01 Q I I I VI 4+ 5 0.2790 0.01 Q I I I VI 4+10 0.2791 0.01 Q I I I VI 4+15 0.2791 0.01 Q I I I VI 4+20 0.2791 0.00 Q I I I VI 4+25 0.2792 0.00 Q I I I VI 4+30 0.2792 0.00 Q I II VI 4+35 ----------------------------------------------------------------------- 0.2792 0.00 Q I I I VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++t+++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 3HR Q10 EXISTING HYDROLOGY 02/12/07 DMB 453313Q10EX.OUT -------------------------------------------------------------------- Storm Event Year = 10 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.411 Area -averaged catchment yield fraction, Y = 0.411 Area -averaged low loss fraction, Yb = 0.589 User entry of time of concentration = 0.251 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.201 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 41.5007 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.589 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.333(In) Computed peak 30 -minute rainfall = 0.682(In) Specified peak 1 -hour rainfall = 0.900(In) Computed peak 3 -hour rainfall = 1.748(In) Specified peak 6 -hour rainfall = 2.658(In) Specified peak 24-hour rainfall = 5.810(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.333(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.682(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.899(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.748(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.658(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 5.810(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.605 7.552 2 23.686 31.290 3 51.176 45.082 4 67.877 27.389 5 75.999 13.319 6 81.252 8.614 7 85.192 6.462 8 88.162 4.871 9 90.559 3.930 10 92.415 3.043 11 93.843 2.343 12 95.118 2.090 13 96.212 1.795 14 97.079 1.422 15 97.807 1.194 16 98.396 0.966 17 98.848 0.740 18 99.263 0.681 19 99.678 0.681 20 100.000 0.529 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (in) 1 0.3329 0.3329 2 0.4392 0.1064 3 0.5166 0.0773 4 0.5796 0.0630 5 0.6337 0.0541 6 0.6816 0.0479 7 0.7250 0.0434 8 0.7648 0.0398 9 0.8017 0.0369 10 0.8362 0.0345 11 0.8687 0.0325 12 0.8994 0.0308 13 0.9441 0.0446 14 0.9873 0.0433 15 1.0294 0.0421 16 1.0704 0.0410 17 1.1104 0.0400 18 1.1495 0.0391 19 1.1877 0.0382 20 1.2251 0.0374 21 1.2618 0.0367 22 1.2978 0.0360 23 1.3332 0.0354 24 1.3680 0.0348 25 1.4022 0.0342 26 1.4358 0.0337 27 1.4690 0.0332 28 1.5017 0.0327 29 1.5339 0.0322 30 1.5657 0.0318 31 1.5970 0.0314 32 1.6280 0.0310 33 1.6586 0.0306 34 1.6888 0.0302 35 1.7187 0.0299 36 1.7483 0.0295 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0295 0.0174 0.0121 2 0.0299 0.0176 0.0123 3 0.0306 0.0180 0.0126 4 0.0310 0.0182 0.0127 5 0.0318 0.0187 0.0131 6 0.0322 0.0190 0.0132 7 0.0332 0.0195 0.0136 8 0.0337 0.0198 0.0138 9 0.0348 0.0205 0.0143 10 0.0354 0.0208 0.0145 11 0.0367 0.0216 0.0151 12 0.0374 0.0220 0.0154 13 0.0391 0.0230 0.0161 14 0.0400 0.0236 0.0164 15 0.0421 0.0248 0.0173 16 0.0433 0.0255 0.0178 17 0.0308 0.0181 0.0126 18 0.0325 0.0191 0.0134 19 0.0369 0.0217 0.0152 20 0.0398 0.0234 0.0163 21 0.0479 0.0282 0.0197 22 0.0541 0.0319 0.0222 23 0.0773 0.0456 0.0318 24 0.1064 0.0482 0.0582 25 0.3329 0.0482 0.2847 26 0.0630 0.0371 0.0259 27 0.0434 0.0255 0.0178 28 0.0345 0.0203 0.0142 29 0.0446 0.0263 0.0183 30 0.0410 0.0241 0.0168 31 0.0382 0.0225 0.0157 32 0.0360 0.0212 0.0148 33 0.0342 0.0201 0.0141 34 0.0327 0.0192 0.0134 35 0.0314 0.0185 0.0129 36 -------------------------------------------------------------------- 0.0302 0.0178 0.0124 -------------------------------------------------------------------- Total soil rain loss = 0.87(In) Total effective rainfall = 0.88(In) Peak flow rate in flood hydrograph = 16.49(CFS) ----------------'----------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T 0 R M R u n -o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0006 0.09 Q 0+10 0.0039 0.47 Q 0+15 0.0110 1.03 V Q 0+20 0.0204 1.38 V Q 0+25 0.0312 1.56 IV Q 0+30 0.0429 1.69 IV Q 0+35 0.0553 1.81 I VQ 0+40 0.0684 1.90 I VQ 0+45 0.0821 1.99 I Q 0+50 0.0964 2.07 I VQ 0+55 0.1112 2.15 I Q 1+ 0 0.1265 2.23 I QV 1+ 5 0.1424 2.31 I QV 1+10 0.1589 2.39 I Q V 1+15 0.1760 2.48 QQ V 1+20 0.1937 2.58 i 1+25 0.2118 2.63 I Q V 1+30 0.2294 2.55 I Q VI 1+35 0.2460 2.40 I Q VI I i 1+40 0.2624 2.39 I Q V 1+45 0.2797 2.51 I Q IV 1+50 0.2984 2.71 I Q IV 1+55 0.3194 3.06 I Q I V 2+ 0 0.3455 3.78 I Q I v 2+ 5 0.3929 6.88 I I Q V 2+10 0.4861 13.53 i I VI Q 2+15 0.5996 16.49 I I I V I Q 2+20 0.6769 11.22 I I I Q V I 2+25 0.7252 7.02 I I Q I VI 2+30 0.7630 5.49 I Q I V 2+35 0.7963 4.84 I QI I ( V I 2+40 0.8260 4.30 I Q I I I V I 2+45 0.8528 3.89 I Q I I I V I 2+50 0.8770 3.51 I Q I I I V 2+55 0.8990 3.20 Q I I I V 3+ 0 0.9198 3.02 I Q I I I V 3+ 5 0.9387 2.74 I Q I I I V 3+10 0.9537 2.18 I Q I I I V 3+15 0.9641 1.50 I Q I I I V 3+20 0.9714 1.06 I Q I I I VI 3+25 0.9770 0.81 IQ I I I VI 3+30 0.9815 0.67 IQ I I I VI 3+35 0.9854 0.56 IQ I I I VI 3+40 0.9883 0.43 Q I I I VI 3+45 0.9899 0.23 Q I I I VI 3+50 0.9911 0.18 Q I I I VI 3+55 0.9921 0.14 Q I I VI 4+ 0 0.9929 0.11 Q I I I VI 4+ 5 0.9935 0.09 Q I I I VI 4+10 0.9939 0.07 Q I I I VI 4+15 0.9942 -0.05 Q I I I VI 4+20 0.9945 0.03 Q I I I VI 4+25 0.9946 0.02 Q I I I VI 4+30 0.9948 0.02 Q I I I VI 4+35 ----------------------------------------------------------------------- 0.9948 0.01 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 3HR Q25 EXISTING HYDROLOGY 02/12/07 DMB 453313Q25EX.OUT -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.465 Area -averaged catchment yield fraction, Y = 0.465 Area -averaged low loss fraction, Yb = 0.535 User entry of time of concentration = 0.247 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.198 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 42.1216 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.535 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.382(In) Computed peak 30 -minute rainfall = 0.782(In) Specified peak 1 -hour rainfall = 1.031(In) Computed peak 3 -hour rainfall = 1.998(In) Specified peak 6 -hour rainfall = 3.033(In) Specified peak 24-hour rainfall = 6.841(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.381(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.781(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.031(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.998(ln) 6 -hour factor = 1.000 Adjusted rainfall = 3.033(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 6.841(In) U n i t H y d r o g r a p h ++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.710 7.725 2 24.290 32.109 3 52.043 45.512 4 68.432 26.877 5 76.404 13.074 6 81.617 8.547 7 85.519 6.399 8 88.451 4.809 9 90.821 3.887 10 92.643 2.987 11 94.049 2.306 12 95.329 2.100 13 96.383 1.729 14 97.235 1.397 15 97.946 1.165 16 98.513 0.931 17 98.950 0.716 18 99.371 0.691 19 100.000 0.345 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3815 0.3815 2 0.5033 0.1219 3 0.5920 0.0886 4 0.6642 0.0722 5 0.7262 0.0620 6 0.7811 0.0549 7 0.8308 0.0497 8 0.8764 0.0456 9 0.9186 0.0423 10 0.9582 0.0395 11 0.9954 0.0372 12 1.0307 0.0353 13 1.0816 0.0509 14 1.1310 0.0494 15 1.1790 0.0480 16 1.2257 0.0468 17 1.2713 0.0456 18 1.3159 0.0445 19 1.3595 0.0436 20 1.4021 0.0427 21 1.4440 0.0418 22 1.4850 0.0410 23 1.5253 0.0403 24 1.5650 0.0396 25 1.6039 0.0390 26 1.6423 0.0384 27 1.6801 0.0378 28 1.7173 0.0372 29 1.7540 0.0367 30 1.7902 0.0362 31 1.8259 0.0357 32 1.8612 0.0353 33 1.8960 0.0348 34 1.9304 0.0344 35 1.9644 0.0340 36 1.9980 0.0335 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0336 0.0180 0.0156 2 0.0340 0.0182 0.0158 3 0.0348 0.0186 0.0162 4 0.0353 0.0189 0.0164 5 0.0362 0.0194 0.0168 6 0.0367 0.0196 0.0171 7 0.0378 0.0202 0.0176 8 0.0384 0.0205 0.0178 9 0.0396 0.0212 0.0184 10 0.0403 0.0216 0.0187 11 0.0418 0.0224 0.0194 12 0.0427 0.0228 0.0198 13 0.0445 0.0238 0.0207 14 0.0456 0.0244 0.0212 15 0.0480 0.0257 0.0223 16 0.0494 0.0264 0.0230 17 0.0353 0.0189 0.0164 18 0.0372 0.0199 0.0173 19 0.0423 0.0226 0.0197 20 0.0456 0.0244 0.0212 21 0.0549 0.0294 0.0255 22 0.0620 0.0332 0.0288 23 0.0886 0.0474 0.0412 24 0.1219 0.0482 0.0737 25 0.3815 0.0482 0.3333 26 0.0722 0.0386 0.0336 27 0.0497 0.0266 0.0231 28 0.0395 0.0212 0.0184 29 0.0509 0.0272 0.0237 30 0.0468 0.0250 0.0217 31 0.0436 0.0233 0.0203 32 0.0410 0.0220 0.0191 33 0.0390 0.0209 0.0181 34 0.0372 0.0199 0.0173 35 0.0357 0.0191 0.0166 36 -------------------------------------------------------------------- 0.0344 0.0184 0.0160 -------------------------------------------------------------------- Total soil rain loss = 0.90(In) Total effective rainfall = 1.10(In) Peak flow rate in flood hydrograph = 19.81(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0008 0.12 Q 0+10 0.0051 0.62 VQ 0+15 0.0144 1.34 V Q 0+20 0.0267 1.79 V Q 0+25 0.0406 2.02 IV Q 0+30 0.0557 2.19 IV Q 0+35 0.0718 2.34 I V Q 0+40 0.0888 2.46 V Q I I I 0+45 0.1065 2.57 I V Q 0+50 0.1249 2.68 I VQ 0+55 0.1441 2.78 VQ 1+ 0 0.1639 2.88 Q 1+ 5 0.1845 2.99I QQ 1+10 0.2058 3.09 1+15 0.2279 3.21 I QV 1+20 0.2508 3.33 I Q V 1+25 0.2742 3.40 Q V 1+30 0.2969 3.29 I Q VI 1+35 0.3183 3.10 I Q V 1+40 0.3395 3.09 I Q V 1+45 0.3618 3.24 I Q IV 1+50 0.3860 3.51 I Q I V 1+55 0.4133 3.96 I Q I V 2+ 0 0.4471 4.91 I QI V 2+ 5 0.5069 8.68 I VQ 2+10 0.6212 16.60 V I Q I 2+15 0.7577 19.81 I I V I QI 2+20 0.8496 13.36 I I QV 2+25 0.9082 8.50 I I Q I VI 2+30 0.9547 6.76 I I Q I V 2+35 0.9960 5.99 I IQ I I V 2+40 1.0328 5.35 I Q I I V 2+45 1.0662 4.85 I QI I I V 2+50 1.0964 4.39 I Q I I I V 2+55 1.1241 4.02 I Q I I I V 3+ 0 1.1503 3.80 I Q I I I V 3+ 5 1.1739 3.43 I Q I V 3+10 1.1926 2.71 I Q I I I V 3+15 1.2053 1.84 I Q I I I V 3+20 1.2142 1.29 I Q I I I VI 3+25 1.2209 0.97 IQ I I I VI 3+30 1.2263 0.78 IQ I I I VI 3+35 1.2300 0.54 IQ I I I VI 3+40 1.2324 0.34 Q I I I VI 3+45 1.2342 0.26 Q I I I VI 3+50 1.2356 0.21 Q I I I VI 3+55 1.2367 0.16 Q I I I VI 4+ 0 1.2375 0.12 Q I I I VI 4+ 5 1.2382 0.09 Q I I I VI 4+10 1.2386 0.07 Q I I I VI 4+15 1.2389 0.05 Q I I I VI 4+20 1.2391 0.03 Q I I I VI 4+25 1.2393 0.02 Q I I I VI 4+30 ----------------------------------------------------------------------- 1.2393 0.01 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 3HR Q100 EXISTING HYDROLOGY 02/12/07 DMB 453313Q100EX.OUT -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.530 Area -averaged catchment yield fraction, Y = 0.530 Area -averaged low loss fraction, Yb = 0.470 User entry of time of concentration = 0.245 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ watershed area = 13.56(Ac.) Catchment Lag time = 0.196 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 42.4650 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.470 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.455(In) Computed peak 30 -minute rainfall = 0.932(In) Specified peak 1 -hour rainfall = 1.230(In) Computed peak 3 -hour rainfall = 2.376(In) Specified peak 6 -hour rainfall = 3.600(In) Specified peak 24-hour rainfall = 8.400(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.455(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.932(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.229(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.376(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.600(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 8.400(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.769 7.821 2 24.626 32.564 3 52.511 45.730 4 68.732 26.600 5 76.625 12.944 6 81.815 8.511 7 85.697 6.366 8 88.608 4.775 9 90.962 3.860 10 92.765 2.956 11 94.161 2.291 12 95.442 2.100 13 96.478 1.699 14 97.319 1.380 15 98.019 1.148 16 98.574 0.910 17 99.007 0.709 18 99.431 0.696 19 100.000 0.348 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4549 0.4549 2 0.6003 0.1454 3 0.7060 0.1057 4 0.7921 0.0861 5 0.8661 0.0740 6 0.9316 0.0655 7 0.9908 0.0592 8 1.0452 0.0544 9 1.0956 0.0504 10 1.1428 0.0472 11 1.1872 0.0444 12 1.2292 0.0420 13 1.2897 0.0605 14 1.3483 0.0586 15 1.4053 0.0570 16 1.4608 0.0555 17 1.5149 0.0541 18 1.5677 0.0528 19 1.6194 0.0517 20 1.6700 0.0506 21 1.7196 0.0496 22 1.7682 0.0487 23 1.8160 0.0478 24 1.8630 0.0470 25 1.9092 0.0462 26 1.9546 0.0455 27 1.9994 0.0448 28 2.0435 0.0441 29 2.0869 0.0435 30 2.1298 0.0429 31 2.1721 0.0423 32 2.2139 0.0418 33 2.2551 0.0412 34 2.2959 0.0407 35 2.3362 0.0403 36 2.3760 0.0398 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0398 0.0187 0.0211 2 0.0403 0.0189 0.0214 3 0.0412 0.0194 0.0219 4 0.0418 0.0196 0.0222 5 0.0429 0.0201 0.0227 6 0.0435 0.0204 0.0231 7 0.0448 0.0210 0.0237 8 0.0455 0.0213 0.0241 9 0.0470 0.0221 0.0249 10 0.0478 0.0224 0.0253 11 0.0496 0.0233 0.0263 12 0.0506 0.0238 0.0268 13 0.0528 0.0248 0.0280 14 0.0541 0.0254 0.0287 15 0.0570 0.0268 0.0302 16 0.0586 0.0275 0.0311 17 0.0420 0.0197 0.0223 18 0.0444 0.0209 0.0236 19 0.0504 0.0237 0.0267 20 0.0544 0.0255 0.0288 21 0.0655 0.0308 0.0348 22 0.0740 0.0347 0.0392 23 0.1057 0.0482 0.0575 24 0.1454 0.0482 0.0972 25 0.4549 0.0482 0.4067 26 0.0861 0.0404 0.0457 27 0.0592 0.0278 0.0314 28 0.0472 0.0221 0.0250 29 0.0605 0.0284 0.0321 30 0.0555 0.0260 0.0294 31 0.0517 0.0243 .0.0274 32 0.0487 0.0229 0.0258 33 0.0462 0.0217 0.0245 34 0.0441 0.0207 0.0234 35 0.0423 0.0199 0.0224 36 -------------------------------------------------------------------- 0.0407 0.0191 0.0216 -------------------------------------------------------------------- Total soil rain loss = 0.93(In) Total effective rainfall = 1.45(In) Peak flow rate in flood hydrograph = 24.84(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ------------------------------------------------------------------ 0+ 5 0.0011 0.17 Q 0+10 0.0070 0.85 VQ 0+15 0.0196 1.83 V Q 0+20 0.0363 2.42 V Q 0+25 0.0552 2.74 IV Q 0+30 0.0757 2.97 IV Q 0+35 0.0975 3.17 I V Q 0+40 0.1204 3.33 I V Q 0+45 0.1444 3.48 VQ 0+50 0.1694 3.63 Q 0+55 0.1953 3.76 VQ 1+ 0 0.2222 3.90 1+ 5 0.2500 4.04 QV 1+10 0.2789 4.19 1+15 0.3088 4.35 QVV 1+20 0.3399 4.51 V 1+25 0.3716 4.61 I Q VI 1+30 0.4024 4.46 Q VI 1+35 0.4313 4.21 Q V 1+40 0.4602 4.19 Q IV 1+45 0.4906 4.41 Q I V 1+50 0.5235 4.78 Q I V 1+55 0.5608 5.41 Q I V 2+ 0 0.6070 6.72 I Q I V 2+ 5 0.6861 11.48 I QV V 2+10 0.8319 21.17 Q 2+15 1.0030 24.84 V I Q 2+20 1.1185 16.78 Q V 2+25 1.1935 10.88 Q I VV 2+30 1.2538 8.76 IQ 2+35 1.3076 7.81 Q V 2+40 1.3559 7.01 Q1 I V 1 2+45 1.3999 6.38Q V 2+50 1.4398 5.79 Q V 2+55 1.4764 5.33Q V 3+ 0 1.5112 5.05 Q V 3+ 5 1.5425 4.55Q V 3+10 1.5672 3.59 I Q V 3+15 1.5839 2.41Q V 3+20 1.5955 1.68 I Q VI 3+25 1.6043 1.28 IQ V 3+30 1.6113 1.03 IQ VI 3+35 1.6162 0.71 Q VI 3+40 1.6193 0.45 Q VI 3+45 1.6218 0.35 Q VI 3+50 1.6237 0.28 Q VI 3+55 1.6252 0.22 Q VI 4+ 0 1.6263 0.16 Q VI 4+ 5 1.6271 0.12 Q VI 4+10 1.6278 0.09 Q VI 4+15 1.6282 0.06 Q VI 4+20 1.6284 -0.04 Q VI 4+25 1.6286 0.02 Q I I I VI 4+30 ----------------------------------------------------------------------- 1.6286 0.01 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 6HR Q2 EXISTING HYDROLOGY 02/12/07 DMB 453316Q2EX.OUT -------------------------------------------------------------------- Storm Event Year = 2 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------.- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 47.4 13.56 1.000 0.840 1.000 0.840 Area -averaged adjusted loss rate Fm (In/Hr) = 0.840 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 13.56 1.000 67.0 47.4 11.10 0.062 Area -averaged catchment yield fraction, Y = 0.062 Area -averaged low loss fraction, Yb = 0.938 User entry of time of concentration = 0.253 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.203 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 41.1401 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.840(In/Hr) Average low loss rate fraction (Yb) = 0.938 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.248(In) Computed peak 30 -minute rainfall = 0.507(In) Specified peak 1 -hour rainfall = 0.669(In) Computed peak 3 -hour rainfall = 1.310(In) Specified peak 6 -hour rainfall = 2.000(In) Specified peak 24-hour rainfall = 4.000(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.248(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.507(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.669(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.309(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.000(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 4.000(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.545 7.453 2 23.337 30.817 3 50.663 44.813 4 67.544 27.684 5 75.759 13.471 6 81.037 8.655 7 84.998 6.496 8 87.992 4.910 9 90.402 3.952 10 92.278 3.076 11 93.723 2.370 12 94.993 2.083 13 96.110 1.831 14 96.986 1.437 15 97.723 1.209 16 98.324 0.985 17 98.788 0.761 18 99.200 0.675 19 99.611 0.675 20 100.000 0.638 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2476 0.2476 2 0.3267 0.0791 3 0.3842 0.0575 4 0.4310 0.0469 5 0.4713 0.0402 6 0.5069 0.0357 7 0.5392 0.0322 8 0.5688 0.0296 9 0.5962 0.0274 10 0.6219 0.0257 11 0.6460 0.0242 12 0.6689 0.0229 13 0.7025 0.0336 14 0.7350 0.0326 15 0.7667 0.0317 16 0.7976 0.0309 17 0.8277 0.0301 18 0.8571 0.0294 19 0.8859 0.0288 20 0.9141 0.0282 21 0.9418 0.0277 22 0.9690 0.0272 23 0.9957 0.0267 24 1.0219 0.0262 25 1.0478 0.0258 26 1.0732 0.0254 27 1.0983 0.0251 28 1.1229 0.0247 29 1.1473 0.0244 30 1.1713 0.0240 31 1.1950 0.0237 32 1.2185 0.0234 33 1.2416 0.0231 34 1.2645 0.0229 35 1.2871 0.0226 36 1.3095 0.0224 37 1.3316 0.0221 38 1.3534 0.0219 39 1.3751 0.0217 40 1.3965 0.0214 41 1.4178 0.0212 42 1.4388 0.0210 43 1.4596 0.0208 44 1.4803 0.0206 45 1.5007 0.0205 46 1.5210 0.0203 47 1.5411 0.0201 48 1.5611 0.0200 49 1.5809 0.0198 50 1.6005 0.0196 51 1.6200 0.0195 52 1.6393 0.0193 53 1.6585 0.0192 54 1.6776 0.0190 55 1.6965 0.0189 56 1.7153 0.0188 57 1.7339 0.0186 58 1.7524 0.0185 59 1.7708 0.0184 60 1.7891 0.0183 61 1.8073 0.0182 62 1.8253 0.0180 63 1.8432 0.0179 64 1.8611 0.0178 65 1.8788 0.0177 66 1.8964 0.0176 67 1.9139 0.0175 68 1.9313 0.0174 69 1.9486 0.0173 70 1.9658 0.0172 71 1.9829 0.0171 72 1.9999 0.0170 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0170 0.0160 0.0010 2 0.0171 0.0161 0.0011 3 0.0173 0.0162 0.0011 4 0.0174 0.0163 0.0011 5 0.0176 0.0165 0.0011 6 0.0177 0.0166 0.0011 7 0.0179 0.0168 0.0011 8 0.0180 0.0169 0.0011 9 0.0183 0.0172 0.0011 10 0.0184 0.0173 0.0011 11 0.0186 0.0175 0.0011 12 0.0188 0.0176 0.0012 13 0.0190 0.0179 0.0012 14 0.0192 0.0180 0.0012 15 0.0195 0.0183 0.0012 16 0.0196 0.0184 0.0012 17 0.0200 0.0187 0.0012 18 0.0201 0.0189 0.0012 19 0.0205 0.0192 0.0013 20 0.0206 0.0194 0.0013 21 0.0210 0.0197 0.0013 22 0.0212 0.0199 0.0013 23 0.0217 0.0203 0.0013 24 0.0219 0.0205 0.0013 25 0.0224 0.0210 0.0014 26 0.0226 0.0212 0.0014 27 0.0231 0.0217 0.0014 28 0.0234 0.0220 0.0014 23 0.0240 0.0226 0.0015 30 0.0244 0.0229 0.0015 31 0.0251 0.0235 0.0015 32 0.0254 0.0239 0.0016 33 0.0262 0.0246 0.0016 34 0.0267 0.0251 0.0016 35 0.0277 0.0260 0.0017 36 0.0282 0.0265 0.0017 37 0.0294 0.0276 0.0018 38 0.0301 0.0283 0.0019 39 0.0317 0.0297 0.0019 40 0.0326 0.0306 0.0020 41 0.0229 0.0215 0.0014 42 0.0242 0.0227 0.0015 43 0.0274 0.0257 0.0017 44 0.0296 0.0278 0.0018 45 0.0357 0.0335 0.0022 46 0.0402 0.0378 0.0025 47 0.0575 0.0540 0.0035 48 0.0791 0.0700 0.0091 49 0.2476 0.0700 0.1776 50 0.0469 0.0440 0.0029 51 0.0322 0.0303 0.0020 52 0.0257 0.0241 0.0016 53 0.0336 0.0315 0.0021 54 0.0309 0.0290 0.0019 55 0.0288 0.0270 0.0018 56 0.0272 0.0255 0.0017 57 0.0258 0.0242 0.0016 58 0.0247 0.0232 0.0015 59 0.0237 0.0223 0.0015 60 0.0229 0.0215 0.0014 61 0.0221 0.0207 0.0014 62 0.0214 0.0201 0.0013 63 0.0208 0.0196 0.0013 64 0.0203 0.0190 0.0012 65 0.0198 0.0186 0.0012 66 0.0193 0.0181 0.0012 67 0.0189 0.0177 0.0012 68 0.0185 0.0174 0.0011 69 0.0182 0.0170 0.0011 70 0.0178 0.0167 0.0011 71 0.0175 0.0164 0.0011 72 0.0172 0.0161 0.0011 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.71(In) Total effective rainfall = 0.29(In) Peak flow rate in flood hydrograph = 8.44(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac -Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q 0+10 0.0003 0.04 Q 0+15 0.0009 0.09 Q 0+20 0.0017 0.12 Q 0+25 0.0026 0.13 Q 0+30 0.0036 0.14 Q 0+35 0.0047 0.15 Q 0+40 0.0057 0.16 Q 0+45 0.0069 0.16 Q 0+50 0.0080 0.17 Q 0+55 0.0092 0.17 QV 1+ 0 0.0104 0.17 QV 1+ 5 0.0116 0.18 QV 1+10 0.0129 0.18 QV 1+15 0.0142 0.19 QV 1+20 0.0154 0.19 QV 1+25 0.0168 0.19 Q V 1+30 0.0181 0.19 Q V 1+35 0.0195 0.20 Q V 1+40 0.0208 0.20 Q V 1+45 0.0222 0.20 Q V 1+50 0.0236 0.20 Q V 1+55 0.0251 0.21 Q V 2+ 0 0.0265 0.21 Q V 2+ 5 0.0280 0.21 Q V 2+10 0.0295 0.22 Q V 2+15 0.0310 0.22 Q V 2+20 0.0325 0.22 Q V 2+25 0.0341 0.23 Q V 2+30 0.0357 0.23 Q V 2+35 0.0373 0.24 Q V 2+40 0.0390 0.24 Q V 2+45 0.0407 0.25 Q V 2+50 0.0424 0.25 IQ V 2+55' 0.0442 0.26 IQ V 3+ 0 0.0460 0.26 IQ V 3+ 5 0.0478 0.27 IQ V 3+10 0.0497 0.28 IQ V 3+15 0.0517 0.28 IQ V 3+20 0.0537 0.29 IQ V 3+25 0.0558 0.30 IQ V 3+30 0.0577 0.29 IQ V 3+35 0.0596 0.27 1Q V 3+40 0.0615 0.27 IQ V I I 3+45 0.0634 0.28 IQ V I I I 3+50 0.0655 0.30 IQ V I I I 3+55 0.0678 0.34 IQ V I I I 4+ 0 0.0708 0.44 IQ V I I I 4+ 5 0.0841 1.93 I Q V I I 4+10 0.1262 6.11 I I V I Q I 4+15 0.1843 8.44 I I I V I Q 4+20 0.2210 5.33 I I IQ V I 4+25 0.2401 2.77 I IQ I VI i 4+30 0.2532 1.89 I Q I I V 4+35 0.2635 1.50 I Q I V 4+40 0.2719 1.21 Q I I I V 4+45 0.2789 1.02 I Q I I V 4+50 0.2848 0.85 I Q I I I V 4+55 0.2897 0.71 I Q I I I V 5+ 0 0.2941 0.65 I Q I I V 5+ 5 0.2982 0.59 I Q I I I V 5+10 0.3017 0.51 Q I I I V 5+15 0.3049 0.46 IQ I I I V 5+20 0.3077 0.41 IQ I I I V 5+25 0.3103 0.37 IQ I I V 5+30 0.3126 0.34 IQ I I I V I 5+35 0.3149 0.34 IQ I I V 5+40 0.3171 0.32 IQ I I I V 5+45 0.3185 0.20 Q I I I V 5+50 0.3199 0.20 Q I I I VI 5+55 0.3212 0.19 Q I I I VI 6+ 0 0.3225 0.19 Q I I I VI 6+ 5 0.3237 0.18 Q I I I VI 6+10 0.3247 0.14 Q I I I VI 6+15 0.3253 0.09 Q I I I VI 6+20 0.3257 0.06 Q I I VI 6+25 0.3260 0.05 Q I I I VI 6+30 0.3263 0.04 Q I I VI 6+35 0.3265 0.03 Q I I I VI 6+40 0.3266 0.02 Q I I I VI 6+45 0.3268 0.02 Q I I I VI 6+50 0.3269 0.01 Q I I I VI 6+55 0.3269 0.01 Q I I I VI 7+ 0 0.3270 0.01 Q I I I VI 7+ 5 0.3271 0.01 Q I I I VI 7+10 0.3271 0.01 Q I I I VI 7+15 0.3271 0.00 Q I I I VI 7+20 0.3271 0.00 Q I I I VI 7+25 0.3272 0.00 Q I I I VI 7+30 0.3272 0.00 Q I I VI 7+35 ----------------------------------------------------------------------- 0.3272 0.00 Q I I I VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 6HR Q10 EXISTING HYDROLOGY 02/12/07 DMB 453316Q10EX.OUT -------------------------------------------------------------------- Storm Event Year = 10 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.36 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.411 Area -averaged catchment yield fraction, Y = 0.411 Area -averaged low loss.fraction, Yb = 0.589 User entry of time of concentration = 0.251 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.201 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 41.5007 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.589 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.333(In) Computed peak 30 -minute rainfall = 0.682(In) Specified peak 1 -hour rainfall = 0.900(In) Computed peak 3 -hour rainfall = 1.748(In) Specified peak 6 -hour rainfall = 2.658(In) Specified peak 24-hour rainfall = 5.810(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.333(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.682(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.899(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.748(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.658(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 5.810(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.605 7.552 2 23.686 31.290 3 51.176 45.082 4 67.877 27.389 5 75.999 13.319 6 81.252 8.614 7 85.192 6.462 8 88.162 4.871 9 90.559 3.930 10 92.415 3.043 11 93.843 2.343 12 95.118 2.090 13 96.212 1.795 14 97.079 1.422 15 97.807 1.194 16 98.396 0.966 17 98.848 0.740 18 99.263 0.681 19 99.678 0.681 20 100.000 0.529 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3329 0.3329 2 0.4392 0.1064 3 0.5166 0.0773 4 0.5796 0.0630 5 0.6337 0.0541 6 0.6816 0.0479 7 0.7250 0.0434 8 0.7648 0.0398 9 0.8017 0.0369 10 0.8362 0.0345 11 0.8687 0.0325 12 0.8994 0.0308 13 0.9441 0.0446 14 0.9873 0.0433 15 1.0294 0.0421 16 1.0704 0.0410 17 1.1104 0.0400 i8 1.1495 0.0391 19 1.1877 0.0382 20 1.2251 0.0374 21 1.2618 0.0367 22 1.2978 0.0360 23 1.3332 0.0354 24 1.3680 0.0348 25 1.4022 0.0342 26 1.4358 0.0337 27 1.4690 0.0332 28 1.5017 0.0327 29 1.5339 0.0322 30 1.5657 0.0318 31 1.5970 0.0314 32 1.6280 0.0310 33 1.6586 0.0306 34 1.6888 0.0302 35 1.7187 0.0299 36 1.7483 0.0295 37 1.7774 0.0292 38 1.8063 0.0289 39 1.8349 0.0286 40 1.8632 0.0283 41 1.8912 0.0280 42 1.9190 0.0278 43 1.9465 0.0275 44 1.9737 0.0272 45 2.0007 0.0270 46 2.0275 0.0268 47 2.0540 0.0265 48 2.0803 0.0263 49 2.1064 0.0261 50 2.1323 0.0259 51 2.1580 0.0257 52 2.1835 0.0255 53 2.2087 0.0253 54 2.2338 0.0251 55 2.2588 0.0249 56 2.2835 0.0247 57 2.3081 0.0246 58 2.3324 0.0244 59 2.3567 0.0242 60 2.3807 0.0241 61 2.4047 0.0239 62 2.4284 0.0238 63 2.4520 0.0236 64 2.4755 0.0235 65 2.4988 0.0233 66 2.5219 0.0232 67 2.5450 0.0230 68 2.5679 0.0229 69 2.5906 0.0228 70 2.6133 0.0226 71 2.6358 0.0225 72 2.6581 0.0224 ------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (in) ------------------------------------------------------------------ 1 0.0224 0.0132 0.0092 2 0.0225 0.0133 0.0092 3 0.0228 0.0134 0.0094 4 0.0229 0.0135 0.0094 5 0.0232 0.0136 0.0095 6 0.0233 0.0137 0.0096 7 0.0236 0.0139 0.0097 8 0.0238 0.0140 0.0098 9 0.0241 0.0142 0.0099 10 0.0242 0.0143 0.0100 11 0.0246 0.0145 0.0101 12 0.0247 0.0146 0.0102 13 0.0251 0.0148 0.0103 14 0.0253 0.0149 0.0104 15 0.0257 0.0151 0.0106 16 0.0259 0.0152 0.0106 17 0.0263 0.0155 0.0108 18 0.0265 0.0156 0.0109 19 0.0270 0.0159 0.0111 20 0.0272 0.0160 0.0112 21 0.0278 0.0163 0.0114 22 0.0280 0.0165 0.0115 23 0.0286 0.0168 0.0117 24 0.0289 0.0170 0.0119 25 0.0295 0.0174 0.0121 26 0.0299 0.0176 0.0123 27 0.0306 0.0180 0.0126 28 0.0310 0.0182 0.0127 29 0.0318 0.0187 0.0131 30 0.0322 0.0190 0.0132 31 0.0332 0.0195 0.0136 32 0.0337 0.0198 0.0138 33 0.0348 0.0205 0.0143 34 0.0354 0.0208 0.0145 35 0.0367 0.0216 0.0151 36 0.0374 0.0220 0.0154 37 0.0391 0.0230 0.0161 38 0.0400 0.0236 0.0164 39 0.0421 0.0248 0.0173 40 0.0433 0.0255 0.0178 41 0.0308 0.0181 0.0126 42 0.0325 0.0191 0.0134 43 0.0369 0.0217 0.0152 44 0.0398 0.0234 0.0163 45 0.0479 0.0282 0.0197 46 0.0541 0.0319 0.0222 47 0.0773 0.0456 0.0318 48 0.1064 0.0482 0.0582 49 0.3329 0.0482 0.2847 50 0.0630 0.0371 0.0259 51 0.0434 0.0255 0.0178 52 0.0345 0.0203 0.0142 53 0.0446 0.0263 0.0183 54 0.0410 0.0241 0.0168 55 0.0382 0.0225 0.0157 56 0.0360 0.0212 0.0148 57 0.0342 0.0201 0.0141 58 0.0327 0.0192 0.0134 59 0.0314 0.0185 0.0129 60 0.0302 0.0178 0.0124 61 0.0292 0.0172 0.0120 62 0.0283 0.0167 0.0116 63 0.0275 0.0162 0.0113 64 0.0268 0.0158 0.0110 65 0.0261 0.0154 0.0107 66 0.0255 0.0150 0.0105 67 0.0249 0.0147 0.0102 68 0.0244 0.0144 0.0100 69 0.0239 0.0141 0.0098 70 0.0235 0.0138 0.0096 71 0.0230 0.0136 0.0095 72 0.02.26 0.0133 0.0093 --------------------------------------------------------------- --------------------------------------------------------------- Total soil rain loss = 1.40(In) Total effective rainfall = 1.25(In) Peak flow rate in flood hydrograph = 16.49(CFS) --------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) --------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) ------------------------- 0 5.0 10.0 15.0 20.0 ------------------------------ 0+ 5 0.0005 0.07 Q 0+10 0.0029 0.36 Q 0+15 0.0083 0.77 VQ 0+20 0.0154 1.03 V Q 0+25 0.0234 1.16 V Q 0+30 0.0320 1.25 V Q 0+35 0.0411 1.32 IVQ 0+40 0.0507 1.38 IVQ 0+45 0.0605 1.43 IVQ 0+50 0.0706 1.47 IVQ 0+55 0.0810 1.51 I VQ 1+ 0 0.0916 1.54 I VQ 1+ 5 0.1024 1.57 I VQ 1+10 0.1135 1.60 I Q 1+15 0.1247 1.63 I Q 1+20 0.1361 1.66 I Q 1+25 0.1477 1.68 I QV 1+30 0.1595 1.71 I QV 1+35 0.1714 1.73 I QV 1+40 0.1835 1.76 I Q V 1+45 0.1958 1.78 I Q V 1+50 0.2082 1.81 I Q V 1+55 0.2209 1.83 I Q V 2+ 0 0.2336 1.86 I Q V 2+ 5 0.2466 1.88 I Q V 2+10 0.2598 1.91 I Q V 2+15 0.2731 1.94 I Q V 2+20 0.2867 1.97 I Q V 2+25 0.3006 2.01 I Q V 2+30 0.3146 2.04 I Q V 2+35 0.3290 2.08 I Q VI 2+40 0.3436 2.12 I Q VI 2+45 0.3585 2.17 I Q V 2+50 0.3737 2.21 I Q V 2+55 0.3893 2.25 I Q V 3+ 0 0.4053 2.32 I Q IV 3+ 5 0.4217 2.38 I Q IV 3+10 0.4386 2.45 I Q I V 3+15 0.4559 2.52 I Q I V 3+20 0.4739 2.61 I Q I V 3+25 0.4922 2.65 I Q I V 3+30 0.5098 2.56 I Q I V 3+35 0.5264 2.41 Q V 3+40 0.5429 2.39 Q V 3+45 0.5602 2.51 Q V 3+50 0.5788 2.71 I Q V 3+55 0.5999 3.06 I Q V 4+ 0 0.6260 3.78 Q V 4+ 5 0.6733 6.88 I Q VI 4+10 0.7665 13.53 IV Q 4+15 0.8801 16.49 V I Q 4+20 0.9573 11.22 Q V 4+25 1.0056 7.02 Q V 4+30 1.0435 5.49 I Q V1 4+35 1.0768 4.84 I Q1 V 4+40 1.1064 4.30 Q (V 4+45 1.1333 3.89 I Q IV 4+50 1.1574 3.51 Q I V 4+55 1.1795 3.20 I Q I V 5+ 0 1.2003 3.02 Q I V 5+ 5 1.2198 2.83 Q V 5+10 1.2380 2.64 I Q V 5+15 1.2551 2.49 Q V 5+20 1.3713 2.35 I Q V 5+25 1.2867 2.22 Q V 5+30 1.3014 2.14 I Q 4 V 5+35 1.3157 2.08Q V 5+40 1.3293 1.97 I Q V 5+45 1.3415 1.78 Q V 5+50 1.3534 1.73 I Q V 5+55 1.3651 1.69 Q V 6+ 0 1.3764 1.65 I Q V 6+ 5 1.3871 1.55Q V 6+10 1.3956 1.23 Q VI 6+15 1.4011 0.80 IQ V 6+20 1.4047 0.53 IQ VI 6+25 1.4075 0.40 Q VI 6+30 1.4096 0.31 Q VI 6+35 1.4113 0.24 Q VI 6+40 1.4126 0.19 Q VI 6+45 1.4137 0.15 Q I VI 6+50 1.4145 0.12 Q VI 6+55 1.4152 0.10 Q VI 7+ 0 1.4157 0.08 Q VI 7+ 5 1.4162 0.06 Q VI 7+10 1.4165 0.05 Q VI 7+15 1.4167 0.03 Q V1 7+20 1.4169 0.03 Q VI 7+25 1.4170 0.02 Q VI 7+30 1.4171 0.01 Q VI 7+35 ----------------------------------------------------------------------- 1.4171 0.00 Q V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ----------------------------------------------------------------- - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 6HR Q25 EXISTING HYDROLOGY 02/12/07 DMB 453316Q25EX.OUT -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Ischyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 ---------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 --------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 ------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 ------------------------------------------------------------ Rainfall data for year 100 13.56 6 3.60 ----------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.465 Area -averaged catchment yield fraction, Y = 0.465 Area -averaged low loss fraction, Yb = 0.535 User entry of time of concentration = 0.247 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.198 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 42.1216 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.535 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.382(In) Computed peak 30 -minute rainfall = 0.782(In) Specified peak 1 -hour rainfall = 1.031(In) Computed peak 3 -hour rainfall = 1.998(In) Specified peak 6 -hour rainfall = 3.033(In) Specified peak 24-hour rainfall = 6.841(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.381(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.781(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.031(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.998(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.033(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 6.841(In) U n i t H y d r o g r a p h ++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.710 7.725 2 24.290 32.109 3 52.043 45.512 4 68.432 26.877 5 76.404 13.074 6 81.617 8.547 7 85.519 6.399 8 88.451 4.809 9 90.821 3.887 10 92.643 2.987 11 94.049 2.306 12 95.329 2.100 13 96.383 1.729 14 97.235 1.397 15 97.946 1.165 16 98.513 0.931 17 98.950 0.716 18 99.371 0.691 19 100.000 0.345 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3815 0.3815 2 0.5033 0.1219 3 0.5920 0.0886 4 0.6642 0.0722 5 0.7262 0.0620 6 0.7811 0.0549 7 0.8308 0.0497 8 0.8764 0.0456 9 0.9186 0.0423 10 0.9582 0.0395 11 0.9954 0.0372 12 1.0307 0.0353 13 1.0816 0.0509 14 1.1310 0.0494 15 1.1790 0.0480 16 1.2257 0.0468 17 1.2713 0.0456 18 1.3159 0.0445 19 1.3595 0.0436 20 1.4021 0.0427 21 1.4440 0.0418 22 1.4850 0.0410 23 1.5253 0.0403 24 1.5650 0.0396 25 1.6039 0.0390 26 1.6423 0.0384 27 1.6801 0.0378 28 1.7173 0.0372 29 1.7540 0.0367 30 1.7902 0.0362 31 1.8259 0.0357 32 1.8612 0.0353 33 1.8960 0.0348 34 1.9304 0.0344 35 1.9644 0.0340 36 1.9980 0.0336 37 2.0313 0.0332 38 2.0642 0.0329 39 2.0967 0.0325 40 2.1289 0.0322 41 2.1608 0.0319 42 2.1924 0.0316 43 2.2237 0.0313 44 2.2546 0.0310 45 2.2854 0.0307 46 2.3158 0.0304 47 2.3460 0.0302 48 2.3759 0.0299 49 2.4056 0.0297 50 2.4350 0.0294 51 2.4642 0.0292 52 2.4932 0.0290 53 2.5220 0.0288 54 2.5505 0.0285 55 2.5789 0.0283 56 2.6070 0.0281 57 2.6349 0.0279 58 2.6627 0.0277 59 2.6902 0.0275 60 2.7176 0.0274 61 2.7448 0.0272 62 2.7718 0.0270 63 2.7986 0.0268 64 2.8252 0.0267 65 2.8517 0.0265 66 2.8781 0.0263 67 2.9043 0.0262 68 2.9303 0.0260 69 2.9562 0.0259 70 2.9819 0.0257 71 3.0075 0.0256 72 3.0329 0.0254 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0254 0.0136 0.0118 2 0.0256 0.0137 0.0119 3 0.0259 0.0138 0.0120 4 0.0260 0.0139 0.0121 5 0.0263 0.0141 0.0122 6 0.0265 0.0142 0.0123 7 0.0268 0.0144 0.0125 8 0.0270 0.0144 0.0126 g 0.0274 0.0146 0.0127 10 0.0275 0.0147 0.0128 11 0.0279 0.0149 0.0130 12 0.0281 0.0151 0.0131 13 0.0285 0.0153 0.0133 14 0.0288 0.0154 0.0134 15 0.0292 0.0156 0.0136 16 0.0294 0.0158 0.0137 17 0.0299 0.0160 0.0139 18 0.0302 0.0161 0.0140 19 0.0307 0.0164 0.0143 20 0.0310 0.0166 0.0144 21 0.0316 0.0169 0.0147 22 0.0319 0.0171 0.0148 23 0.0325 0.0174 0.0151 24 0.0329 0.0176 0.0153 25 0.0336 0.0180 0.0156 26 0.0340 0.0182 0.0158 27 0.0348 0.0186 0.0162 28 0.0353 0.0189 0.0164 29 0.0362 0.0194 0.0168 30 0.0367 0.0196 0.0171 31 0.0378 0.0202 0.0176 32 0.0384 0.0205 0.0178 33 0.0396 0.0212 0.0184 34 0.0403 0.0216 0.0187 35 0.0418 0.0224 0.0194 36 0.0427 0.0228 0.0198 37 0.0445 0.0238 0.0207 38 0.0456 0.0244 0.0212 39 0.0480 0.0257 0.0223 40 0.0494 0.0264 0.0230 41 0.0353 0.0189 0.0164 42 0.0372 0.0199 0.0173 43 0.0423 0.0226 0.0197 44 0.0456 0.0244 0.0212 45 0.0549 0.0294 0.0255 46 0.0620 0.0332 0.0288 47 0.0886 0.0474 0.0412 48 0.1219 0.0482 0.0737 49 0.3815 0.0482 0.3333 50 0.0722 0.0386 0.0336 51 0.0497 0.0266 0.0231 52 0.0395 0.0212 0.0184 53 0.0509 0.0272 0.0237 54 0.0468 0.0250 0.0217 55 0.0436 0.0233 0.0203 56 0.0410 0.0220 0.0191 57 0.0390 0.0209 0.0181 58 0.0372 0.0199 0.0173 59 0.0357 0.0191 0.0166 60 0.0344 0.0184 0.0160 61 0.0332 0.0178 0.0155 62 0.0322 0.0172 0.0150 63 0.0313 0.0167 0.0145 64 0.0304 0.0163 0.0142 65 0.0297 0.0159 0.0138 66 0.0290 0.0155 0.0135 67 0.0283 0.0152 0.0132 68 0.0277 0.0148 0.0129 69 0.0272 0.0145 0.0126 70 0.0267 0.0143 0.0124 71 0.0262 0.0140 0.0122 72 ------------------------------------------------------------ 0.0257 0.0138 0.0120 -------------------------------------------------------------------- Total soil rain loss = 1.45(In) Total effective rainfall = 1.58(In) Peak flow rate in flood hydrograph = 19.81(CFS) --------I------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0006 0.09 Q 0+10 0.0039 0.47 Q 0+15 0.0109 1.01 V Q 0+20 0.0201 1.34 V Q 0+25 0.0304 1.50 V Q 0+30 0.0416 1.62 V Q 0+35 0.0534 1.71 IV Q 0+40 0.0656 1.78 IV Q 0+45 0.0783 1.84 IV Q 0+50 0.0914 1.90 I VQ 0+55 0.1048 1.94 I VQ 1+ 0 0.1184 1.99 I VQ 1+ 5 0.1324 2.03 I V Q 1+10 0.1466 2.06 I VQ 1+15 0.1611 2.10 I VQ 1+20 0.1758 2.13 I VQ 1+25 0.1907 2.17 1+30 0.2059 2.20 I Q 1+35 0.2212 2.23 I Q 1+40 0.2368 2.26 I QV 1+45 0.2526 2.29 I QV 1+50 0.2685 2.32 I Q V 1+55 0.2847 2.35 I Q V 2+ 0 0.3011 2.38 Q V 2+ 5 0.3178 2.42 I Q V 2+10 0.3347 2.45 I Q V 2+15 0.3518 2.49 I Q V 2+20 0.3693 2.53 I Q V 2+25 0.3870 2.58 i Q V 2+30 0.4051 2.62 I Q VI 2+35 0.4235 2.67 I Q VI 2+40 0.4423 2.73 I Q VI 2+45 0.4615 2.78 I Q V 2+50 0.4811 2.85 I Q V 2+55 0.5012 2.91 I Q IV 3+ 0 0.5217 2.98 I Q IV 3+ 5 0.5428 3.06 I Q I V 3+10 0.5645 3.15 I Q I V 3+15 0.5869 3.25 I Q I V 3+20 0.6100 3.36 I Q I V 3+25 0.6335 3.42 I Q I V 3+30 0.6563 3.30 I Q I V 3+35 0.6776 3.10 I Q I V 3+40 0.6989 3.09 I Q I V 3+45 0.7212 3.24 I Q I V 3+50 0.7454 3.51 I Q I V 3+55 0.7727 3.96 I Q I V 4+ 0 0.8064 4.91 QI V I 4+ 5 0.8662 8.68 I I Q VI I I 4+10 0.9805 16.60 I I I V I Q I 4+15 1.1170 19.81 I I I V I QI 4+20 1.2090 13.36 I I I QV I 4+25 1.2675 8.50 I I Q I V I 4+30 1.3141 6.76 I I Q I VI I 4+35 1.3553 5.99 I IQ I V 4+40 1.3921 5.35 I Q I IV 4+45 1.4256 4.85 I QI I I V 4+50 1.4558 4.39 I Q I I I V 4+55 1.4834 4.02 I Q I I I V 5+ 0 1.5096 3.80 I Q I I I V 5+ 5 1.5341 3.55 I Q I ( I V 5+10 1.5570 3.33 I Q I ( I V 5+15 1.5786 3.14 I Q I I I V 5+20 1.5990 2.96 I Q I I I V 5+25 1.6183 2.80 I Q I I I V 5+30 1.6369 2.69 I Q I I I V 5+35 1.6541 2.50 I Q I I I V 5+40 1.6701 2.33 I Q I I I V 5+45 1.6857 2.26 I Q I I I V 5+50 1.7009 2.21 I Q I I I V 5+55 1.7157 2.16 I Q I I I V 6+ 0 1.7303 2.11 I Q I I V 6+ 5 1.7439 1.97 I Q I I I VI 6+10 1.7546 1.56 I Q I I I VI 6+15 1.7614 0.99 IQ I I I VI 6+20 1.7659 0.66 IQ I I I VI 6+25 1.7693 0.49 Q I I I VI 6+30 1.7719 0.38 Q I I I VI 6+35 1.7739 0.30 Q I I I VI 6+40 1.7755 0.23 Q I I I VI 6+45 1.7768 0.18 Q I I I VI 6+50 1.7778 0.14 Q I I I VI 6+55 1.7786 0.11 Q I I I VI 7+ 0 1.7792 0.09 Q I I I VI 7+ 5 1.7796 0.06 Q I I I VI 7+10 1.7799 0.05 Q II I VI 7+15 1.7802 0.03 Q I I I VI 7+20 1.7803 0.02 Q I I I VI 7+25 1.7804 0.01 Q I I I VI 7+30 ----------------------------------------------------------------------- 1.7804 0.00 Q I I I VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 6HR Q100 EXISTING HYDROLOGY 02/12/07 DMB 453316Q100EX.OUT -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 ---------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.530 Area -averaged catchment yield fraction, Y = 0.530 Area -averaged low loss fraction, Yb = 0.470 User entry of time of concentration = 0.245 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.196 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 42.4650 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.470 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.455(In) Computed peak 30 -minute rainfall = 0.932(In) Specified peak 1 -hour rainfall = 1.230(In) Computed peak 3 -hour rainfall = 2.376(In) Specified peak 6 -hour rainfall = 3.600(In) Specified peak 24-hour rainfall = 8.400(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.455(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.932(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.229(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.376(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.600(In) 24-hour factor = -------------------------------------------------------- 1.000 Adjusted rainfall = 8.400(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.769 7.821 2 24.626 32.564 3 52.511 45.730 4 68.732 26.600 5 76.625 12.944 6 81.815 8.511 7 85.697 6.366 8 88.608 4.775 9 90.962 3.860 10 92.765 2.956 11 94.161 2.291 12 95.442 2.100 13 96.478 1.699 14 97.319 1.380 15 98.019 1.148 16 98.574 0.910 17 99.007 0.709 18 99.431 0.696 19 100.000 0.348 ----------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4549 0.4549 2 0.6003 0.1454 3 0.7060 0.1057 4 0.7921 0.0861 5 0.8661 0.0740 6 0.9316 0.0655 7 0.9908 0.0592 8 1.0452 0.0544 9 1.0956 0.0504 10 1.1428 0.0472 11 1.1872 0.0444 12 1.2292 0.0420 13 1.2897 0.0605 14 1.3483 0.0586 15 1.4053 0.0570 16 1.4608 0.0555 17 1.5149 0.0541 18 1.5677 0.0528 19 1.6194 0.0517 20 1.6700 0.0506 21 1.7196 0.0496 22 1.7682 0.0487 23 1.8160 0.0478 24 1.8630 0.0470 25 1.9092 0.0462 26 1.9546 0.0455 27 1.9994 0.0448 28 2.0435 0.0441 29 2.0869 0.0435 30 2.1298 0.0429 31 2.1721 0.0423 32 2.2139 0.0418 33 2.2551 0.0412 34 2.2959 0.0407 35 2.3362 0.0403 36 2.3760 0.0398 37 2.4153 0.0393 38 2.4542 0.0389 39 2.4927 0.0385 40 2.5309 0.0381 41 2.5686 0.0377 42 2.6060 0.0374 43 2.6430 0.0370 44 2.6797 0.0367 45 2.7160 0.0363 46 2.7520 0.0360 47 2.7877 0.0357 48 2.8231 0.0354 49 2.8582 0.0351 50 2.8931 0.0348 51 2.9276 0.0345 52 2.9619 0.0343 53 2.9959 0.0340 54 3.0297 0.0338 55 3.0632 0.0335 56 3.0964 0.0333 57 3.1295 0.0330 58 3.1622 0.0328 59 3.1948 0.0326 60 3.2272 0.0323 61 3.2593 0.0321 62 3.2912 0.0319 63 3.3229 0.0317 64 3.3545 0.0315 65 3.3858 0.0313 66 3.4169 0.0311 67 3.4478 0.0309 68 3.4786 0.0308 69 3.5092 0.0306 70 3.5396 0.0304 71 3.5698 0.0302 72 3.5998 0.0301 ------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ---------------------------------------------- 1 0.0301 0.0141 0.0159 2 0.0302 0.0142 0.0160 3 0.0306 0.0144 0.0162 4 0.0308 0.0144 0.0163 5 0.0311 0.0146 0.0165 6 0.0313 0.0147 0.0166 7 0.0317 0.0149 0.0168 8 0.0319 0.0150 0.0169 9 0.0323 0.0152 0.0172 10 0.0326 0.0153 0.017.3 11 0.0330 0.0155 0.0175 12 0.0333 0.0156 0.0176 13 0.0338 0.0159 0.0179 14 0.0340 0.0160 0.0180 15 0.0345 0.0162 0.0183 16 0.0348 0.0164 0.0185 17 0.0354 0.0166 0.0188 18 0.0357 0.0168 0.0189 19 0.0363 0.0171 0.0193 20 0.0367 0.0172 0.0195 21 0.0374 0.0175 0.0198 22 0.0377 0.0177 0.0200 23 0.0385 0.0181 0.0204 24 0.0389 0.0183 0.0206 25 0.0398 0.0187 0.0211 26 0.0403 0.0189 0.0214 27 0.0412 0.0194 0.0219 28 0.0418 0.0196 0.0222 29 0.0429 0.0201 0.0227 30 0.0435 0.0204 0.0231 31 0.0448 0.0210 0.0237 32 0.0455 0.0213 0.0241 33 0.0470 0.0221 0.0249 34 0.0478 0.0224 0.0253 35 0.0496 0.0233 0.0263 36 0.0506 0.0238 0.0268 37 0.0528 0.0248 0.0280 38 0.0541 0.0254 0.0287 39 0.0570 0.0268 0.0302 40 0.0586 0.0275 0.0311 41 0.0420 0.0197 0.0223 42 0.0444 0.0209 0.0236 43 0.0504 0.0237 0.0267 44 0.0544 0.0255 0.0288 45 0.0655 0.0308 0.0348 46 0.0740 0.0347 0.0392 47 0.1057 0.0482 0.0575 48 0.1454 0.0482 0.0972 49 0.4549 0.0482 0.4067 50 0.0861 0.0404 0.0457 51 0.0592 0.0278 0.0314 52 0.0472 0.0221 0.0250 53 0.0605 0.0284 0.0321 54 0.0555 0.0260 0.0294 55 0.0517 0.0243 0.0274 56 0.0487 0.0229 0.0258 57 0.0462 0.0217 0.0245 58 0.0441 0.0207 0.0234 59 0.0423 0.0199 0.0224 60 0.0407 0.0191 0.0216 61 0.0393 0.0185 0.0209 62 0.0381 0.0179 0.0202 63 0.0370 0.0174 0.0196 64 0.0360 0.0169 0.0191 65 0.0351 0.0165 0.0186 66 0.0343 0.0161 0.0182 67 0.0335 0.0157 0.0178 68 0.0328 0.0154 0.0174 69 0.0321 0.0151 0.0170 70 0.0315 0.0148 0.0167 71 0.0309 0.0145 0.0164 72 0.0304 0.0143 0.0161 -------------------------------------------------------------------- Total soil rain loss = 1.50(In) Total effective rainfall = 2.10(In) Peak flow rate in flood hydrograph = 24.84(CFS) --------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++-++++++++++++++++++++++ 6- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 0+ 5 0.0009 0.12 Q 0+10 0.0053 0.64 Q 0+15 0.0148 1.38 VQ 0+20 0.0273 1.81 V Q 0+25 0.0413 2.03 V Q 0+30 0.0564 2.19 V Q 0+35 0.0723 2.31 IV Q 0+40 0.0888 2.41 IV Q 0+45 0.1060 2.49 IV Q 0+50 0.1236 2.56 I VQ 0+55 0.1417 2.62 I VQ 1+ 0 0.1602 2.68 I VQ 1+ 5 0.1790 2.74 I Q 1+10 0.1982 2.79 I Q 1+15 0.2178 2.84 I Q 1+20 0.2376 2.88 I QV 1+25 0.2578 2.93 I QV 1+30 0.2782 2.97 I QV 1+35 0.2990 3.01 I QV 1+40 0.3200 3.05 I QV 1+45 0.3413 3.09 I QV 1+50 0.3628 3.13 I Q V 1+55 0.3847 3.17 Q V 2+ 0 0.4069 3.22 Q V 2+ 5 0.4294 3.27 I Q V 2+10 0.4522 3.32 I Q V 2+15 0.4754 3.37 I Q v i 2+20 0.4990 3.43 I Q V 2+25 0.5230 3.49 I Q V 2+30 0.5475 3.55 I Q VI 2+35 0.5724 3.62 I Q VI I 2+40 0.5978 3.69 Q V I 2+45 0.6237 3.77 Q V I 2+50 0.6503 3.85 I Q IV I 2+55 0.6774 3.94 I Q IV I 3+ 0 0.7052 4.04 I Q IV I 3+ 5 0.7338 14.15 I Q I V I 3+10 0.7632 4.27 I Q I V I 3+15 0.7935 4.40 I Q I V 3+20 0.8248 4.55 I Q I V I 3+25 0.8567 4.63 I Q I V I 3+30 0.8875 4.47 Q I V I 3+35 0.9.64 4.21 Q I V 3+40 0.9453 4.19 I Q I V 3+45 0.9757 4.41 I Q I V 3+50 1.0086 4.78 QQ 3+55 1.0459 5.41 i i V 4+ 0 1.0922 6.72 Q I v 4+ 5 1.1713 11.48 Q V 4+10 1.3170 21.17 I I I V Q 4+15 1.4881 24.84V Q 4+20 1.6037 16.78 I I I Q V i 4+25 1.6786 10.88 I Q I V 4+30 1.7389 8.76 I IQ I VI 4+35 1.7927 7.81 I Q I V 4+40 1.8410 7.01 I QI I IV 4+45 1.8850 6.38 I Q I I IV 4+50 1.9249 5.79 I Q I I I V 4+55 1.9616 5.33 I Q I I I V 5+ 0 1.9963 5.05 Q I I I V 5+ 5 2.0288 4.71 I Q I I I V 5+10 2.0592 4.43 I Q I I V 5+15 2.0880 4.18 I Q I I I V 5+20 2.1153 3.95 I Q I I I V 5+25 2.1411 3.75 I Q I I V 5+30 2.1659 3.61 QQ VV 5+35 2.1891 3.36 i I I I 5+40 2.2107 3.14 Q I I I V I 5+45 2.2317 3.05 VV 5+50 2.2523 2.98 i QQ I I I 5+55 2.2723 2.91 Q i I I V I 6+ 0 2.2919 2.85 I Q I I I V 6+ 5 2.3102 2.66I 6+10 2.3246 2.09 QQ I I I VVI I 6+15 2.3338 1.33 IQ I I I VI 6+20 2.3398 0.88 IQ I I I VI 6+25 2.3443 0.65 Q VI 6+30 2.3478 0.51 Q I I I VI 6+35 2.3505 0.39 Q 6+40 2.3527 0.31 Q i I I VVI I 6+45 2.3543 0.24 Q VI 6+50 2.3557 0.19 Q I I VI 6+55 2.3567 0.15 Q V 7+ 0 2.3575 0.12 Q I I I VI 7+ 5 2.3581 0.09 Q VI 7+10 2.3585 0.06 Q I I I VI 7+15 2.3588 0.04 Q VI 7+20 2.3590 0.03 Q I I I VI 7+25 2.3592 0.02 Q VV 7+30 ----------------------------------------------------------------------- 2.3592 0.01 Q i I I -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++..... +++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 47.4 13.56 1.000 0.840 1.000 0.840 Area -averaged adjusted loss rate Fm (In/Hr) = 0.840 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 13.56 1.000 67.0 47.4 11.10 0.062 Area -averaged catchment yield fraction, Y = 0.062 Area -averaged low loss fraction, Yb = 0.938 User entry of time of concentration = 0.253 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.203 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 41.1401 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.840(In/Hr) Average low loss rate fraction (Yb) = 0.938 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.248(In) Computed peak 30 -minute rainfall = 0.507(In) Specified peak 1 -hour rainfall = 0.669(In) Computed peak 3 -hour rainfall = 1.310(In) Specified peak 6 -hour rainfall = 2.000(In) Specified peak 24-hour rainfall = 4.000(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.248(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.507(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.669(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.309(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.000(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 4.000(In) U n i t H y d r o g r a p h ++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.545 7.453 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 -------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q2 EXISTING HYDROLOGY 02/12/07 DMB 4533124Q2EX.OUT ------------------------------------------- Storm Event Year = 2 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 ----------------------------------------- Rainfall data for year 2 13.56 6 2.00 --------------------------------------- Rainfall data for year 2 13.56 24 4.00 --------------------------------------- Rainfall data for year 100 13.56 1 1.23 --------------------------------------- Rainfall data for year 100 13.56 6 3.60 - ------------------------------------------------------------------ Rainfall data for year 100 13.56 24 8.40 2 23.337 30.817 3 50.663 44.813 4 67.544 27.684 5 75.759 13.471 6 81.037 8.655 7 84.998 6.496 8 87.992 4.910 9 90.402 3.952 10 92.278 3.076 11 93.723 2.370 12 94.993 2.083 13 96.110 1.831 14 96.986 1.437 15 97.723 1.209 16 98.324 0.985 17 98.788 0.761 18 99.200 0.675 19 99.611 0.675 20 --------------------------------------------------------------------- 100.000 0.638 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2476 0.2476 2 0.3267 0.0791 3 0.3842 0.0575 4 0.4310 0.0469 5 0.4713 0.0402 6 0.5069 0.0357 7 0.5392 0.0322 8 0.5688 0.0296 9 0.5962 0.0274 10 0.6219 0.0257 11 0.6460 0.0242 12 0.6689 0.0229 13 0.7025 0.0336 14 0.7350 0.0326 15 0.7667 0.0317 16 0.7976 0.0309 17 0.8277 0.0301 18 0.8571 0.0294 19 0.8859 0.0288 20 0.9141 0.0282 21 0.9418 0.0277 22 0.9690 0.0272 23 0.9957 0.0267 24 1.0219 0.0262 25 1.0478 0.0258 26 1.0732 0.0254 27 1.0983 0.0251 28 1.1229 0.0247 29 1.1473 0.0244 30 1.1713 0.0240 31 1.1950 0.0237 32 1.2185 0.0234 33 1.2416 0.0231 34 1.2645 0.0229 35 1.2871 0.0226 36 1.3095 0.0224 37 1.3316 0.0221 38 1.3534 0.0219 39 1.3751 0.0217 40 1.3965 0.0214 41 1.4178 0.0212 42 1.4388 0.0210 43 1.4596 0.0208 44 1.4803 0.0206 45 1.5007 0.0205 46 1.5210 0.0203 47 1.5411 0.0201 48 1.5611 0.0200 49 1.5809 0.0198 50 1.6005 0.0196 51 1.6200 0.0195 52 1.6393 0.0193 53 1.6585 0.0192 54 1.6776 0.0190 55 1.6965 0.0189 56 1.7153 0.0188 57 1.7339 0.0186 58 1.7524 0.0185 59 1.7708 0.0184 60 1.7891 0.0183 61 1.8073 0.0182 62 1.8253 0.0180 63 1.8432 0.0179 64 1.8611 0.0178 65 1.8788 0.0177 66 1.8964 0.0176 67 1.9139 0.0175 68 1.9313 0.0174 69 1.9486 0.0173 70 1.9658 0.0172 71 1.9829 0.0171 72 1.9999 0.0170 73 2.0138 0.0138 74 2.0275 0.0137 75 2.0412 0.0137 76 2.0547 0.0136 77 2.0682 0.0135 78 2.0816 0.0134 79 2.0949 0.0133 80 2.1081 0.0132 81 2.1212 0.0131 82 2.1343 0.0131 83 2.1473 0.0130 84 2.1602 0.0129 85 2.1730 0.0128 86 2.1857 0.0127 87 2.1984 0.0127 88 2.2110 0.0126 89 2.2235 0.0125 90 2.2360 0.0125 91 2.2484 0.0124 92 2.2607 0.0123 93 2.2729 0.0123 94 2.2851 0.0122 95 2.2973 0.0121 96 2.3093 0.0121 97 2.3213 0.0120 98 2.3332 0.0119 99 2.3451 0.0119 100 2.3569 0.0118 101 2.3687 0.0118 102 2.3804 0.0117 103 2.3920 0.0116 104 2.4036 0.0116 105 2.4151 0.0115 106 2.4266 0.0115 107 2.4380 0.0114 108 2.4494 0.0114 109 2.4607 0.0113 110 2.4720 0.0113 111 2.4832 0.0112 112 2.4944 0.0112 113 2.5055 0.0111 114 2.5165 0.0111 115 2.5275 0.0110 116 2.5385 0.0110 117 2.5494 0.0109 118 2.5603 0.0109 119 2.5711 0.0108 120 2.5819 0.0108 121 2.5926 0.0107 122 2.6033 0.0107 123 2.6140 0.0106 124 2.6246 0.0106 125 2.6351 0.0106 126 2.6457 0.0105 127 2.6561 0.0105 128 2.6666 0.0104 129 2.6770 0.0104 130 2.6873 0.0104 131 2.6977 0.0103 132 2.7079 0.0103 133 2.7182 0.0102 134 2.7284 0.0102 135 2.7385 0.0102 136 2.7487 0.0101 137 2.7587 0.0101 138 2.7688 0.0101 139 2.7788 0.0100 140 2.7888 0.0100 141 2.7987 0.0099 142 2.8086 0.0099 143 2.8185 0.0099 144 2.8283 0.0098 145 2.8381 0.0098 146 2.8479 0.0098 147 2.8577 0.0097 148 2.8674 0.0097 149 2.8770 0.0097 150 2.8867 0.0096 151 2.8963 0.0096 152 2.9058 0.0096 153 2.9154 0.0095 154 2.9249 0.0095 155 2.9344 0.0095 156 2.9438 0.0095 157 2.9533 0.0094 158 2.9626 0.0094 159 2.9720 0.0094 160 2.9813 0.0093 161 2.9906 0.0093 162 2.9999 0.0093 163 3.0092 0.0092 164 3.0184 0.0092 165 3.0276 0.0092 166 3.0367 0.0092 167 3.0459 0.0091 168 3.0550 0.0091 169 3.0640 0.0091 170 3.0731 0.0091 171 3.0821 0.0090 172 3.0911 0.0090 173 3.1001 0.0090 174 3.1090 0.0089 175 3.1180 0.0089 176 3.1269 0.0089 177 3.1357 0.0089 178 3.1446 0.0088 179 3.1534 0.0088 180 3.1622 0.0088 181 3.1710 0.0088 182 3.1797 0.0087 183 3.1884 0.0087 184 3.1971 0.0087 185 3.2058 0.0087 186 3.2145 0.0087 187 3.2231 0.0086 188 3.2317 0.0086 189 3.2403 0.0086 190 3.2489 0.0086 191 3.2574 0.0085 192 3.2659 0.0085 193 3.2744 0.0085 194 3.2829 0.0085 195 3.2913 0.0035 196 3.2998 0.0084 197 3.3082 0.0084 198 3.3165 0.0084 199 3.3249 0.0084 200 3.3333 0.0083 201 3.3416 0.0083 202 3.3499 0.0083 203 3.3582 0.0083 204 3.3664 0.0083 205 3.3747 0.0082 206 3.3829 0.0082 207 3.3911 0.0082 208 3.3993 0.0082 209 3.4074 0.0082 210 3.4156 0.0081 211 3.4237 0.0081 212 3.4318 0.0081 213 3.4399 0.0081 214 3.4479 0.0081 215 3.4560 0.0080 216 3.4640 0.0080 217 3.4720 0.0080 218 3.4800 0.0080 219 3.4880 0.0080 220 3.4960 0.0080 221 3.5039 0.0079 222 3.5118 0.0079 223 3.5197 0.0079 224 3.5276 0.0079 225 3.5355 0.0079 226 3.5433 0.0078 227 3.5511 0.0078 228 3.5590 0.0078 229 3.5667 0.0078 230 3.5745 0.0078 231 3.5823 0.0078 232 3.5900 0.0077 233 3.5978 0.0077 234 3.6055 0.0077 235 3.6132 0.0077 236 3.6209 0.0077 237 3.6285 0.0077 238 3.6362 0.0076 239 3.6438 0.0076 240 3.6514 0.0076 241 3.6590 0.0076 242 3.6666 0.0076 243 3.6742 0.0076 244 3.6817 0.0076 245 3.6893 0.0075 246 3.6968 0.0075 247 3.7043 0.0075 248 3.7118 0.0075 249 3.7192 0.0075 250 3.7267 0.0075 251 3.7342 0.0074 252 3.7416 0.0074 253 3.7490 0.0074 254 3.7564 0.0074 255 3.7638 0.0074 256 3.7712 0.0074 257 3.7785 0.0074 258 3.7859 0.0073 259 3.7932 0.0073 260 3.8005 0.0073 261 3.8078 0.0073 262 3.8151 0.0073 263 3.8224 0.0073 264 3.8296 0.0073 265 3.8369 0.0072 266 3.8441 0.0072 267 3.8513 0.0072 268 3.8585 0.0072 269 3.8657 0.0072 270 3.8729 0.0072 271 3.8801 0.0072 272 3.8872 0.0072 273 3.8944 0.0071 274 3.9015 0.0071 275 3.9086 0.0071 276 3.9157 0.0071 277 3.9228 0.0071 278 3.9299 0.0071 279 3.9369 0.0071 280 3.9440 0.0070 281 3.9510 0.0070 282 3.9580 0.0070 283 3.9651 0.0070 284 3.9721 0.0070 285 3.9790 0.0070 286 3.9860 0.0070 287 3.9930 0.0070 288 3.9999 0.0070 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) ------------ ------------------------ -- 1 0.0070 0.0065 0.0004 2 0.0070 0.0065 0.0004 3 0.0070 0.0066 0.0004 4 0.0070 0.0066 0.0004 5 0.0070 0.0066 0.0004 6 0.0070 0.0066 0.0004 7 0.0071 0.0066 0.0004 8 0.0071 0.0066 0.0004 9 0.0071 0.0067 0.0004 10 0.0071 0.0067 0.0004 11 0.0071 0.0067 0.0004 12 0.0072 0.0067 0.0004 13 0.0072 0.0067 0.0004 14 0.0072 0.0067 0.0004 15 0.0072 0.0068 0.0004 16 0.0072 0.0068 0.0004 17 0.0073 0.0068 0.0004 18 0.0073 0.0068 0.0004 19 0.0073 0.0069 0.0004 20 0.0073 0.0069 0.0005 21 0.0073 0.0069 0.0005 22 0.0074 0.0069 0.0005 23 0.0074 0.0069 0.0005 24 0.0074 0.0069 0.0005 25 0.0074 0.0070 0.0005 26 0.0074 0.0070 0.0005 27 0.0075 0.0070 0.0005 85 0.0093 0.0087 0.0006 86 0.0093 0.0087 0.0006 87 0.0094 0.0088 0.0006 88 0.0094 0.0088 0.0006 89 0.0095 0.0089 0.0006 90 0.0095 0.0089 0.0006 91 0.0095 0.0090 0.0006 92 0.0096 0.0090 0.0006 93 0.0096 0.0090 0.0006 94 0.0097 0.0091 0.0006 95 0.0097 0.0091 0.0006 96 0.0098 0.0092 0.0006 97 0.0098 0.0092 0.0006 98 0.0099 0.0093 0.0006 99 0.0099 0.0093 0.0006 100 0.0100 0.0094 0.0006 101 0.0101 0.0094 0.0006 102 0.0101 0.0095 0.0006 103 0.0102 0.0095 0.0006 104 0.0102 0.0096 0.0006 105 0.0103 0.0096 0.0006 106 0.0103 0.0097 0.0006 107 0.0104 0.0098 0.0006 108 0.0104 0.0098 0.0006 109 0.0105 0.0099 0.0006 110 0.0106 0.0099 0.0007 111 0.0106 0.0100 0.0007 112 0.0107 0.0100 0.0007 113 0.0108 0.0101 0.0007 114 0.0108 0.0102 0.0007 115 0.0109 0.0102 0.0007 116 0.0110 0.0103 0.0007 117 0.0111 0.0104 0.0007 118 0.0111 0.0104 0.0007 119 0.0112 0.0105 0.0007 120 0.0113 0.0106 0.0007 121 0.0114 0.0107 0.0007 122 0.0114 0.0107 0.0007 123 0.0115 0.0108 0.0007 124 0.0116 0.0109 0.0007 125 0.0117 0.0110 0.0007 126 0.0118 0.0110 0.0007 127 0.0119 0.0111 0.0007 128 0.0119 0.0112 0.0007 129 0.0121 0.0113 0.0007 130 0.0121 0.0114 0.0007 131 0.0123 0.0115 0.0008 132 0.0123 0.0116 0.0008 133 0.0125 0.0117 0.0008 134 0.0125 0.0118 0.0008 135 0.0127 0.0119 0.0008 136 0.0127 0.0120 0.0008 137 0.0129 0.0121 0.0008 138 0.0130 0.0122 0.0008 139 0.0131 0.0123 0.0008 140 0.0132 0.0124 0.0008 141 0.0134 0.0126 0.0008 142 0.0135 0.0126 0.0008 143 0.0137 0.0128 0.0008 144 0.0137 0.0129 0.0008 145 0.0170 0.0160 0.0010 146 0.0171 0.0161 0.0011 147 0.0173 0.0162 0.0011 148 0.0174 0.0163 0.0011 149 0.0176 0.0165 0.0011 150 0.0177 0.0166 0.0011 151 0.0179 0.0168 0.0011 152 0.0180 0.0169 0.0011 153 0.0183 0.0172 0.0011 154 0.0184 0.0173 0.0011 155 0.0186 0.0175 0.0011 156 0.0188 0.0176 0.0012 157 0.0190 0.0179 0.0012 158 0.0192 0.0180 0.0012 159 0.0195 0.0183 0.0012 160 0.0196 0.0184 0.0012 161 0.0200 0.0187 0.0012 162 0.0201 0.0189 0.0012 163 0.0205 0.0192 0.0013 164 0.0206 0.0194 0.0013 165 0.0210 0.0197 0.0013 166 0.0212 0.0199 0.0013 167 0.0217 0.0203 0.0013 168 0.0219 0.0205 0.0013 169 0.0224 0.0210 0.0014 170 0.0226 0.0212 0.0014 171 0.0231 0.0217 0.0014 172 0.0234 0.0220 0.0014 173 0.0240 0.0226 0.0015 174 0.0244 0.0229 0.0015 175 0.0251 0.0235 0.0015 176 0.0254 0.0239 0.0016 177 0.0262 0.0246 0.0016 178 0.0267 0.0251 0.0016 179 0.0277 0.0260 0.0017 180 0.0282 0.0265 0.0017 181 0.0294 0.0276 0.0018 182 0.0301 0.0283 0.0019 183 0.0317 0.0297 0.0019 184 0.0326 0.0306 0.0020 185 0.0229 0.0215 0.0014 186 0.0242 0.0227 0.0015 187 0.0274 0.0257 0.0017 188 0.0296 0.0278 0.0018 189 0.0357 0.0335 0.0022 190 0.0402 0.0378 0.0025 191 0.0575 0.0540 0.0035 192 0.0791 0.0700 0.0091 193 0.2476 0.0700 0.1776 194 0.0469 0.0440 0.0029 195 0.0322 0.0303 0.0020 196 0.0257 0.0241 0.0016 197 0.0336 0.0315 0.0021 198 0.0309 0.0290 0.0019 199 0.0288 0.0270 0.0018 200 0.0272 0.0255 0.0017 201 0.0258 0.0242 0.0016 202 0.0247 0.0232 0.0015 203 0.0237 0.0223 0.0015 204 0.0229 0.0215 0.0014 205 0.0221 0.0207 0.0014 206 0.0214 0.0201 0.0013 207 0.0208 0.0196 0.0013 208 0.0203 0.0190 0.0012 209 0.0198 0.0186 0.0012 210 0.0193 0.0181 0.0012 211 0.0189 0.0177 0.0012 212 0.0185 0.0174 0.0011 213 0.0182 0.0170 0.0011 214 0.0178 0.0167 0.0011 215 0.0175 0.0164 0.0011 216 0.0172 0.0161 0.0011 217 0.0138 0.0130 0.0009 218 0.0136 0.0127 0.0008 219 0.0133 0.0125 0.0008 220 0.0131 0.0123 0.0008 221 0.0128 0.0120 0.0008 222 0.0126 0.0118 0.0008 223 0.0124 0.0116 0.0008 224 0.0122 0.0114 0.0008 225 0.0120 0.0113 0.0007 226 0.0118 0.0111 0.0007 227 0.0116 0.0109 0.0007 228 0.0115 0.0108 0.0007 229 0.0113 0.0106 0.0007 230 0.0112 0.0105 0.0007 231 0.0110 0.0103 0.0007 232 0.0109 0.0102 0.0007 233 0.0107 0.0101 0.0007 234 0.0106 0.0100 0.0007 235 0.0105 0.0098 0.0006 236 0.0104 0.0097 0.0006 237 0.0102 0.0096 0.0006 238 0.0101 0.0095 0.0006 239 0.0100 0.0094 0.0006 240 0.0099 0.0093 0.0006 241 0.0098 0.0092 0.0006 242 0.0097 0.0091 0.0006 243 0.0096 0.0090 0.0006 244 0.0095 0.0089 0.0006 245 0.0094 0.0088 0.0006 246 0.0093 0.0088 0.0006 247 0.0092 0.0087 0.0006 248 0.0092 0.0086 0.0006 249 0.0091 0.0085 0.0006 250 0.0090 0.0084 0.0006 251 0.0089 0.0084 0.0005 252 0.0088 0.0083 0.0005 253 0.0088 0.0082 0.0005 254 0.0087 0.0082 0.0005 255 0.0086 0.0081 0.0005 256 0.0086 0.0080 0.0005 257 0.0085 0.0080 0.0005 258 0.0084 0.0079 0.0005 259 0.0084 0.0079 0.0005 260 0.0083 0.0078 0.0005 261 0.0082 0.0077 0.0005 262 0.0082 0.0077 0.0005 263 0.0081 0.0076 0.0005 264 0.0081 0.0076 0.0005 265 0.0080 0.0075 0.0005 266 0.0080 0.0075 0.0005 267 0.0079 0.0074 0.0005 268 0.0078 0.0074 0.0005 269 0.0078 0.0073 0.0005 270 0.0077 0.0073 0.0005 271 0.0077 0.0072 0.0005 272 0.0076 0.0072 0.0005 273 0.0076 0.0071 0.0005 274 0.0076 0.0071 0.0005 275 0.0075 0.0070 0.0005 276 0.0075 0.0070 0.0005 277 0.0074 0.0070 0.0005 278 0.0074 0.0069 0.0005 279 0.0073 0.0069 0.0005 280 0.0073 0.0068 0.0004 281 0.0072 0.0068 0.0004 282 0.0072 0.0068 0.0004 283 0.0072 0.0067 0.0004 284 0.0071 0.0067 0.0004 285 0.0071 0.0067 0.0004 286 0.0070 0.0066 0.0004 287 0.0070 0.0066 0.0004 288 -------------------------------------------------------------------- 0.0070 0.0065 0.0004 -------------------------------------------------------------------- Total soil rain loss = 3.59(In) Total effective rainfall = 0.41(In) Peak flow rate in flood hydrograph = 8.44(CFS) ------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------------------------- Time(h+m) volume Ac -Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q 0+10 0.0001 0.02 Q 0+15 0.0004 0.04 Q 0+20 0.0007 0.05 Q 0+25 0.0011 0.05 Q 0+30 0.0015 0.06 Q 0+35 0.0019 0.06 Q 0+40 0.0023 0.06 Q 0+45 0.0028 0.06 Q 0+50 0.0032 0.07 Q 0+55 0.0037 0.07 Q 1+ 0 0.0041 0.07 Q 1+ 5 0.0046 0.07 Q 1+10 0.0051 0.07 Q 1+15 0.0056 0.07 Q 1+20 0.0061 0.07 Q 1+25 0.0066 0.07 Q 1+30 0.0071 0.07 Q 1+35 0.0076 0.07 Q 1+40 0.0081 0.07 Q 1+45 0.0086 0.07 Q 1+50 0.0091 0.07 Q 1+55 0.0096 0.07 Q 2+ 0 0.0101 0.07 Q 2+ 5 0.0106 0.07 Q 2+10 0.0111 0.07 Q 2+15 0.0116 0.07 Q 2+20 0.0121 0.07 QV 2+25 0.0127 0.08 QV 2+30 0.0132 0.08 QV 2+35 0.0137 0.08 QV 2+40 0.0142 0.08 QV 2+45 0.0147 0.08 QV 2+50 0.0153 0.08 QV 2+55 0.0158 0.08 QV 3+ 0 0.0163 0.08 QV 3+ 5 0.0169 0.08 QV 3+10� 0.0174 0.08 QV 3+15 0.0179 0.08 QV 3+20 0.0185 0.08 QV 3+25 0.0190 0.08 QV 3+30 0.0195 0.08 QV 3+35 0.0201 0.08 QV 3+40 0.0206 0.08 QV 3+45 0.0212 0.08 QV 3+50 0.0217 0.08 QV 3+55 0.0222 0.08 QV 4+ 0 0.0228 0.08 QV 4+ 5 0.0233 0.08 Q V 4+10 0.0239 0.08 Q V 4+15 0.0245 0.08 Q V 4+20 0.0250 0.08 Q V 4+25 0.0256 0.08 Q V 4+30 0.0261 0.08 Q V 4+35 0.0267 0.08 Q V 4+40 0.0273 0.08 Q V 4+45 0.0278 0.08 Q V 4+50 0.0284 0.08 Q V 4+55, 0.0290 0.08 Q V 5+ 0 0.0295 0.08 Q V 5+ 5 0.0301 0.08 Q V 5+10 0.0307 0.08 Q V 5+15 0.0313 0.08 Q V 5+20 0.0318 0.08 Q V 5+25 0.0324 0.08 Q V 5+30 0.0330 0.09 Q V 5+35 0.0336 0.09 Q V 5+40 0.0342 0.09 Q V 5+45 0.0348 0.09 Q V 5+50 0.0354 0.09 Q V 5+55 0.0360 0.09 Q V 6+ 0 0.0366 0.09 Q V 6+ 5 0.0372 0.09 Q V 6+10 0.0378 0.09 Q V 6+15 0.0384 0.09 Q V 6+20 0.0390 0.09 Q V 6+25 0.0396 0.09 Q V 6+30 0.0402 0.09 Q V 6+35 0.0408 0.09 Q V 6+40 0.0415 0.09 Q V 6+45 0.0421 0.09 Q V 6+50 0.0427 0.09 Q V 6+55 0.0433 0.09 Q V 7+ 0 0.0440 0.09 Q V 7+ 5 0.0446 0.09 Q V 7+10 0.0452 0.09 Q V 7+15 0.0459 0.09 Q V 7+20 0.0465 0.09 Q V 7+25 0.0472 0.09 Q V 7+30 0.0478 0.09 Q V 7+35 0.0485 0.09 Q V 7+40 0.0491 0.10 Q V 7+45 0.0498 0.10 Q V 7+50 0.0504 0.10 Q V 7+55 0.0511 0.10 Q V 8+ 0 0.0518 0.10 Q V 8+ 5 0.0524 0.10 Q V 8+10 0.0531 0.10 Q V 8+15 0.0538 0.10 Q V 8+20 0.0545 0.10 Q V 8+25 0.0552 0.10 Q V 8+30 0.0559 0.10 Q V 8+35 0.0565 0.10 Q V 8+40 0.0572 0.10 Q V 8+45 0.0579 0.10 Q V 8+50 0.0586 0.10 Q V 8+55 0.0594 0.10 Q V 9+ 0 0.0601 0.10 Q V 9+ 5 0.0608 0.10 Q V 9+10 0.0615 0.10 Q V 9+15 0.0622 0.11 Q V 9+20 0.0630 0.11 Q V 9+25 0.0637 0.11 Q V 9+30 0.0644 0.11 Q V 9+35 0.0652 0.11 Q V 9+40 0.0659 0.11 Q V 9+45 0.0667 0.11 Q V 9+50 0.0674 0.11 Q V 9+55 0.0682 0.11 Q V 10+ 0 0.0689 0.11 Q V 10+ 5 0.0697 0.11 Q V 10+10 0.0705 0.11 Q V 10+15 0.0713 0.11 Q V 10+20 0.0721 0.11 Q 10+25 0.0728 0.11 Q 10+30 0.0736 0.12 Q 10+35 0.0744 0.12 Q 10+40 0.0753 0.12 Q 10+45 0.0761 0.12 Q 10+50 0.0769 0.12 Q 10+55 0.0777 0.12 Q 11+ 0 0.0786 0.12 Q 11+ 5 0.0794 0.12 Q 11+10 0.0802 0.12 Q 11+15 0.0811 0.12 Q 11+20 0.0820 0.13 Q 11+25 0.0828 0.13 Q 11+30 0.0837 0.13 Q 11+35 0.0846 0.13 Q 11+40 0.0855 0.13 Q 11+45 0.0864 0.13 Q 11+50 0.0873 0.13 Q 11+55 0.0882 0.13 Q 12+ 0 0.0891 0.13 Q 12+ 5 0.0901 0.14 Q 12+10 0.0911 0.14 Q 12+15 0.0921 0.15 Q 12+20 0.0932 0.16 Q 12+25 0.0944 0.16 Q 12+30 0.0955 0.17 Q 12+35 0.0967 0.17 Q 12+40 0.0979 0.17 Q 12+45 0.0991 0.18 Q 12+50 0.1003 0.18 Q 12+55 0.1015 0.18 Q 13+ 0 0.1028 0.18 Q 13+ 5 0.1041 0.18 Q 13+10 0.1053 0.19 Q 13+15 0.1066 0.19 Q 13+20 0.1080 0.19 Q 13+25 0.1093 0.19 Q 13+30 0.1.106 0.20 Q 13+35 0.1120 0.20 Q 13+40 0.1134 0.20 Q 13+45 0.1148 0.20 Q 13+50 0.1162 0.20 Q 13+55 0.1176 0.21 Q 14+ 0 0.1190 0.21 Q 14+ 5 0.1205 0.21 Q 14+10 0.1220 0.22 14+15 0.1235 0.22 Q 14+20 0.1251 0.22 Q 14+25 0.1266 0.23 Q 14+30 0.1282 -0.23 Q 14+35 0.1298 0.24 Q 14+40 0.1315 0.24 Q 14+45 0.1332 0.25 Q 14+50 0.1349 0.25 IQ 14+55 0.1367 0.26 IQ 15+ 0 0.1385 0.26 IQ V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V VI VI VI VI V1 VI VI VI VI V V V V V V V IV IV IV IV IV IV IV 15+ 5 15+10 15+15 15+20 15+25 15+30 15+35 15+40 15+45 15+50 15+55 16+ 0 16+ 5 16+10 16+15 16+20 16+25 16+30 16+35 16+40 16+45 16+50 16+55 17+ 0 17+ 5 17+10 17+15 17+20 17+25 17+30 17+35 17+40 17+45 17+50 17+55 18+ 0 18+ 5 18+10 18+15 18+20 18+25 18+30 18+35 18+40 18+45 18+50 18+55 19+ 0 19+ 5 19+10 19+15 19+20 19+25 19+30 19+35 19+40 19+45 0.1403 0.1422 0.1442 0.1462 0.1483 0.1503 0.1521 0.1540 0.1559 0.1580 0.1603 0.1634 0.1767 0.2187 0.2768 0.3136 0.3327 0.3457 0.3561 0.3644 0.3714 0.3773 0.3822 0.3867 0.3907 0.3943 0.3974 0.4003 0.4028 0.4051 0.4075 0.4097 0.4111 0.4124 0.4137 0.4150 0.4163 0.4175 0.4186 0.4196 0.4207 0.4216 0.4226 0.4235 0.4245 0.4253 0.4262 0.4271 0.4279 0.4287 0.4296 0.4304 0.4311 0.4319 0.4327 0.4334 0.4342 0.27 IQ I v 0.28 IQ v 0.28 IQ I v 0.29 Q I v 0.30 Q I v 0.29 Q v 0.27 Q I v 0.27 Q v 0.28 IQ I v 0.30 IQ v 0.34 Q v 0.44 IQ I v 1.93 Q Q v 6 11 I I V 8.44 5.33 2.77 1.89 Q 1.50 I Q 1.21 Q 1.02 I Q 0.85 Q 0.71 Q 0.65 I Q 0.59 Q 0.51 I Q 0.46 Q 0.41 Q 0.37 IQ 0.34 Q 0.34 IQ 0.32 Q 0.20 Q 0.20 Q 0.19 Q 0.19 Q 0.18 Q 0.17 Q 0.16 Q 0.15 Q 0.15 Q 0.14 Q 0.14 Q 0.14 Q 0.13 Q 0.13 Q 0.13 Q 0.12 Q 0.12 Q 0.12 Q 0.12 Q 0.12 Q 0.11 Q 0.11 Q 0.11 Q 0.11 Q 0.11 Q FOE Q v Q �Q v v vl v Iv Iv �v v I v v v V v v v v v v v v v v v v v v v v v v v v vv v v I I v I 19+50 0.4349 0.11 Q 19+55 0.4357 0.11 Q 20+ 0 0.4364 0.10 Q 20+ 5 0.4371 0.10 Q 20+10 0.4378 0.10 Q 20+15 0.4385 0.10 Q 20+20 0.4392 0.10 Q 20+25 0.4399 0.10 Q 20+30 0.4405 0.10 Q 20+35 0.4412 0.10 Q 20+40 0.4419 0.10 Q 20+45 0.4425 0.09 Q 20+50 0.4432 0.09 Q 20+55 0.4438 0.09 Q 21+ 0 0.4444 0.09 Q 21+ 5 0.4451 0.09 Q 21+10 0.4457 0.09 Q 21+15 0.4463 0.09 Q 21+20 0.4469 0.09 Q 21+25 0.4475 0.09 Q 21+30 0.4481 0.09 Q 21+35 0.4487 0.09 Q 21+40 0.4493 0.09 Q 21+45 0.4499 0.09 Q 21+50 0.4505 0.08 Q 21+55 0.4511 0.08 Q 22+ 0 0.4517 0.08 Q 22+ 5 0.4522 0.08 Q 22+10 0.4528 0.08 Q 22+15 0.4534 0.08 Q 22+20 0.4539 0.08 Q 22+25 0.4545 0.08 Q 22+30 0.4550 0.08 Q 22+35 0.4556 0.08 Q 22+40 0.4561 0.08 Q 22+45 0.4567 0.08 Q 22+50 0.4572 0.08 Q 22+55 0.4577 0.08 Q 23+ 0 0.4583 0.08 Q 23+ 5 0.4588 0.08 Q 23+10 0.4593 0.08 Q 23+15 0.4598 0.08 Q 23+20 0.4604 0.08 Q 23+25 0.4609 0.07 Q 23+30 0.4614 0.07 Q 23+35 0.4619 0.07 Q 23+40 0.4624 0.07 Q 23+45 0.4629 0.07 Q 23+50 0.4634 0.07 Q 23+55 0.4639 0.07 Q 24+ 0 0.4644 0.07 Q 24+ 5 0.4649 0.07 Q 24+10 0.4652 0.05 Q 24+15 0.4655 0.04 Q 24+20 0.4656 0.02 Q 24+25 0.4658 0.02 Q 24+30 0.4659 0.01 Q VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI 24+35 0.4659 0.01 Q 24+40 0.4660 0.01 Q I I VI 24+45 0.4660 0.01 Q 24+50 0.4661 0.01 Q I I I VI 24+55 0.4661 0.00 Q VI 25+ 0 0.4661 0.00 Q I VI 25+ 5 0.4662 0.00 Q 25+10 0.4662 0.00 Q i I I VVI I 25+15 0.4662 0.00 Q I I I VI 25+20 0.4662 0.00 Q VI 25+25 0.4662 0.00 Q I I I VI 25+30 0.4662 0.00 Q I I I VI 25+35 ----------------------------------------------------------------------- 0.4662 0.00 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q10 EXISTING HYDROLOGY 02/12/07 DMB 4533124Q10EX.OUT -------------------------------------------------------------------- Storm Event Year = 10 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.411 Area -averaged catchment yield fraction, Y = 0.411 Area -averaged low loss fraction, Yb = 0.589 User entry of t-ime of concentration = 0.251 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.201 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 41.5007 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.589 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.333(In) Computed peak 30 -minute rainfall = 0.682(In) Specified peak 1 -hour rainfall = 0.900(In) Computed peak 3 -hour rainfall = 1.748(In) Specified peak 6 -hour rainfall = 2.658(In) Specified peak 24-hour rainfall = 5.810(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.333(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.682(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.899(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.748(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.658(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 5.810(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.605 7.552 2 23.686 31.290 3 51.176 45.082 4 67.877 27.389 5 75.999 13.319 6 81.252 8.614 7 85.192 6.462 8 38.162 4.871 9 90.559 3.930 10 92.415 3.043 11 93.843 2.343 12 95.118 2.090 13 96.212 1.795 14 97.079 1.422 15 97.807 1.194 16 98.396 0.966 17 98.848 0.740 18 99.263 0.681 19 99.678 0.681 20 100.000 0.529 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3329 0.3329 2 0.4392 0.1064 3 0.5166 0.0773 4 0.5796 0.0630 5 0.6337 0.0541 6 0.6816 0.0479 7 0.7250 0.0434 8 0.7648 0.0398 9 0.8017 0.0369 10 0.8362 0.0345 11 0.8687 0.0325 12 0.8994 0.0308 13 0.9441 0.0446 14 0.9873 0.0433 15 1.0294 0.0421 16 1.0704 0.0410 17 1.1104 0.0400 18 1.1495 0.0391 19 1.1877 0.0382 20 1.2251 0.0374 21 1.2618 0.0367 22 1.2978 0.0360 23 1.3332 0.0354 24 1.3680 0.0348 25 1.4022 0.0342 26 1.4358 0.0337 27 1.4690 0.0332 28 1.5017 0.0327 29 1.5339 0.0322 30 1.5657 0.0318 31 1.5970 0.0314 32 1.6280 0.0310 33 1.6586 0.0306 34 1.6888 0.0302 35 1.7187 0.0299 36 1.7483 0.0295 37 1.7774 0.0292 38 1.8063 0.0289 39 1.8349 0.0286 40 1.8632 0.0283 41 1.8912 0.0280 42 1.9190 0.0278 43 1.9465 0.0275 44 1.9737 0.0272 45 2.0007 0.0270 46 2.0275 0.0268 47 2.0540 0.0265 48 2.0803 0.0263 49 2.1064 0.0261 50 2.1323 0.0259 51 2.1580 0.0257 52 2.1835 0.0255 53 2.2087 0.0253 54 2.2338 0.0251 55 2.2588 0.0249 56 2.2835 0.0247 57 2.3081 0.0246 58 2.3324 0.0244 59 2.3567 0.0242 60 2.3807 0.0241 61 2.4047 0.0239 62 2.4284 0.0238 63 2.4520 0.0236 64 2.4755 0.0235 65 2.4988 0.0233 66 2.5219 0.0232 67 2.5450 0.0230 68 2.5679 0.0229 69 2.5906 0.0228 70 2.6133 0.0226 71 2.6358 0.0225 72 2.6581 0.0224 73 2.6789 0.0208 74 2.6995 0.0206 75 2.7201 0.0205 76 2.7405 0.0204 77 2.7607 0.0203 78 2.7809 0.0202 79 2.8010 0.0201 80 2.8209 0.0199 81 2.8407 0.0198 82 2.8605 0.0197 83 2.8801 0.0196 84 2.8996 0.0195 85 2.9190 0.0194 86 2.9384 0.0193 87 2.9576 0.0192 89 2.9767 0.0191 89 2.9957 0.0190 90 3.0147 0.0189 91 3.0335 0.0188 92 3.0523 0.0188 93 3.0710 0.0187 94 3.0895 0.0186 95 3.1080 0.0185 96 3.1265 0.0184 97 3.1448 0.0183 98 3.1630 0.0182 99 3.1812 0.0182 100 3.1993 0.0181 101 3.2173 0.0180 102 3.2352 0.0179 103 3.2531 0.0179 104 3.2709 0.0178 105 3.2886 0.0177 106 3.3062 0.0176 107 3.3237 0.0176 108 3.3412 0.0175 109 3.3586 0.0174 110 3.3760 0.0173 111 3.3933 0.0173 112 3.4105 0.0172 113 3.4276 0.0171 114 3.4447 0.0171 115 3.4617 0.0170 116 3.4787 0.0169 117 3.4955 0.0169 118 3.5124 0.0168 119 3.5291 0.0168 120 3.5458 0.0167 121 3.5625 0.0166 122 3.5790 0.0166 123 3.5956 0.0165 124 3.6120 0.0165 125 3.6284 0.0164 126 3.6448 0.0163 127 3.6610 0.0163 128 3.6773 0.0162 129 3.6935 0.0162 130 3.7096 0.0161 131 3.7257 0.0161 132 3.7417 0.0160 133 3.7576 0.0160 134 3.7735 0.0159 135 3.7894 0.0159 136 3.8052 0.0158 137 3.8210 0.0158 138 3.8367 0.0157 139 3.8523 0.0157 140 3.8679 0.0156 141 3.8835 0.0156 142 3.8990 0.0155 143 3.9145 0.0155 144 3.9299 0.0154 145 3.9453 0.0154 146 3.9606 0.0153 147 3.9759 0.0153 148 3.9911 0.0152 149 4.0063 0.0152 150 4.0214 0.0151 151 4.0365 0.0151 152 4.0516 0.0151 153 4.0666 0.0150 154 4.0816 0.0150 155 4.0965 0.0149 156 4.1114 0.0149 157 4.1262 0.0148 158 4.1410 0.0148 159 4.1558 0.0148 160 4.1705 0.0147 161 4.1852 0.0147 162 4.1999 0.0146 163 4.2145 0.0146 164 4.2290 0.0146 165 4.2436 0.0145 166 4.2580 0.0145 167 4.2725 0.0144 168 4.2869 0.0144 169 4.3013 0.0144 170 4.3156 0.0143 171 4.3299 0.0143 172 4.3442 0.0143 173 4.3584 0.0142 174 4.3726 0.0142 175 4.3868 0.0142 176 4.4009 0.0141 177 4.4150 0.0141 178 4.4290 0.0141 179 4.4430 0.0140 180 4.4570 0.0140 181 4.4710 0.0140 182 4.4849 0.0139 183 4.4988 0.0139 184 4.5126 0.0139 185 4.5264 0.0138 186 4.5402 0.0138 187 4.5540 0.0138 188 4.5677 0.0137 189 4.5814 0.0137 190 4.5950 0.0137 191 4.6087 0.0136 192 4.6223 0.0136 193 4.6358 0.0136 194 4.6494 0.0135 195 4.6629 0.0135 196 4.6763 0.0135 197 4.6898 0.0134 198 4.7032 0.0134 199 4.7166 0.0134 200 4.7299 0.0134 201 4.7433 0.0133 202 4.7566 0.0133 203 4.7698 0.0133 204 4.7831 0.0132 205 4.7963 0.0132 206 4.8095 0.0132 207 4.8226 0.0132 208 4.8357 0.0131 209 4.8488 0.0131 210 4.8619 0.0131 211 4.8750 0.0130 212 4.8880 0.0130 213 4.9010 0.0130 214 4.9139 0.0130 215 4.9269 0.0129 216 4.9398 0.0129 217 4.9527 0.0129 218 4.9655 0.0129 219 4.9784 0.0128 220 4.9912 0.0128 221 5.0040 0.0128 222 5.0167 0.0128 223 5.0295 0.0127 224 5.0422 0.0127 225 5.0549 0.0127 226 5.0675 0.0127 227 5.0802 0.0126 228 5.0928 0.0126 229 5.1054 0.0126 230 5.1179 0.0126 231 5.1305 0.0125 232 5.1430 0.0125 233 5.1555 0.0125 234 5.1679 0.0125 235 5.1804 0.0124 236 5.1928 0.0124 237 5.2052 0.0124 238 5.2176 0.0124 239 5.2299 0.0124 240 5.2423 0.0123 241 5.2546 0.0123 242 5.2669 0.0123 243 5.2791 0.0123 244 5.2914 0.0122 245 5.3036 0.0122 246 5.3158 0.0122 247 5.3280 0.0122 248 5.3401 0.0122 249 5.3523 0.0121 250 5.3644 0.0121 251 5.3765 0.0121 252 5.3885 0.0121 253 5.4006 0.0121 254 5.4126 0.0120 255 5.4246 0.0120 256 5.4366 0.0120 257 5.4486 0.0120 258 5.4605 0.0119 259 5.4725 0.0119 260 5.4844 0.0119 261 5.4963 0.0119 262 5.5081 0.0119 263 5.5200 0.0118 264 5.5318 0.0118 265 5.5436 0.0118 266 5.5554 0.0118 267 5.5672 0.0118 268 5.5789 0.0118 269 5.5907 0.0117 270 5.6024 0.0117 271 5.6141 0.0117 272 5.6258 0.0117 273 5.6374 0.0117 274 5.6491 0.0116 275 5.6607 0.0116 276 5.6723 0.0116 277 5.6839 0.0116 278 5.6954 0.0116 279 5.7070 0.0115 280 5.7185 0.0115 281 5.7300 0.0115 282 5.7415 0.0115 283 5.7530 0.0115 284 5.7644 0.0115 285 5.7759 0.0114 286 5.7873 0.0114 287 5,7987 0.0114 288 5.8101 0.0114 -------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ----------------------------------------------------------------- 1 0.0114 0.0067 0.0047 2 0.0114 0.0067 0.0047 3 0.0114 0.0067 0.0047 4 0.0115 0.0067 0.0047 5 0.0115 0.0068 0.0047 6 0.0115 0.0068 0.0047 7 0.0115 0.0068 0.0047 8 0.0116 0.0068 0.0048 9 0.0116 0.0068 0.0048 10 0.0116 0.0068 0.0048 11 0.0117 0.0069 0.0048 12 0.0117 0.0069 0.0048 13 0.0117 0.0069 0.0048 14 0.0117 0.0069 0.0048 15 0.0118 0.0069 0.0048 16 0.0118 0.0069 0.0048 17 0.0118 0.0070 0.0049 18 0.0118 0.0070 0.0049 19 0.0119 0.0070 0.0049 20 0.0119 0.0070 0.0049 21 0.0119 0.0070 0.0049 22 0.0120 0.0071 0.0049 23 0.0120 0.0071 0.0049 24 0.0120 0.0071 0.0049 25 0.0121 0.0071 0.0050 26 0.0121 0.0071 0.0050 27 0.0121 0.0071 0.0050 28 0.0122 0.0072 0.0050 29 0.0122 0.0072 0.0050 30 0.0122 0.0072 0.0050 31 0.0123 0.0072 0.0050 32 0.0123 0.0072 0.0050 33 0.0123 0.0073 0.0051 34 0.0124 0.0073 0.0051 35 0.0124 0.0073 0.0051 36 0.0124 0.0073 0.0051 37 0.0125 0.0073 0.0051 38 0.0125 0.0074 0.0051 39 0.0125 0.0074 0.0052 40 0.0126 0.0074 0.0052 41 0.0126 0.0074 0.0052 42 0.0126 0.0074 0.0052 43 0.0127 0.0075 0.0052 44 0.0127 0.0075 0.0052 45 0.0128 0.0075 0.0052 46 0.0128 0.0075 0.0053 47 0.0128 0.0076 0.0053 48 0.0129 0.0076 0.0053 49 0.0129 0.0076 0.0053 50 0.0129 0.0076 0.0053 51 0.0130 0.0077 0.0053 52 0.0130 0.0077 0.0054 53 0.0131 0.0077 0.0054 54 0.0131 0.0077 0.0054 55 0.0132 0.0077 0.0054 56 0.0132 0.0078 0.0054 57 0.0132 0.0078 0.0054 58 0.0133 0.0078 0.0055 59 0.0133 0.0078 0.0055 60 0.0134 0.0079 0.0055 61 0.0134 0.0079 0.0055 62 0.0134 0.0079 0.0055 63 0.0135 0.0080 0.0055 64 0.0135 0.0080 0.0056 65 0.0136 0.0080 0.0056 66 0.0136 0.0080 0.0056 67 0.0137 0.0081 0.0056 68 0.0137 0.0081 0.0056 69 0.0138 0.0081 0.0057 70 0.0138 0.0081 0.0057 71 0.0139 0.0082 0.0057 72 0.0139 0.0082 0.0057 73 0.0140 0.0082 0.0057 74 0.0140 0.0083 0.0058 75 0.0141 0.0083 0.0058 76 0.0141 0.0083 0.0058 77 0.0142 0.0084 0.0058 78 0.0142 0.0084 0.0058 79 0.0143 0.0084 0.0059 80 0.0143 0.0084 0.0059 81 0.0144 0.0085 0.0059 82 0.0144 0.0085 0.0059 83 0.0145 0.0086 0.0060 84 0.0146 0.0086 0.0060 85 0.0146 0.0086 0.0060 86 0.0147 0.0086 0.0060 87 0.0148 0.0087 0.0061 88 0.0148 0.0087 0.0061 89 0.0149 0.0088 0.0061 90 0.0149 0.0088 0.0061 91 0.0150 0.0088 0.0062 92 0.0151 0.0089 0.0062 93 0.0151 0.0089 0.0062 94 0.0152 0.0089 0.0062 95 0.0153 0.0090 0.0063 96 0.0153 0.0090 0.0063 97 0.0154 0.0091 0.0063 98 0.0155 0.0091 0.0064 99 0.0156 0.0092 0.0064 100 0.0156 0.0092 0.0064 101 0.0157 0.0093 0.0065 102 0.0158 0.0093 0.0065 103 0.0159 0.0093 0.0065 104 0.0159 0.0094 0.0065 105 0.0160 0.0094 0.0066 106 0.0161 0.0095 0.0066 107 0.0162 0.0095 0.0066 108 0.0162 0.0096 0.0067 109 0.0163 0.0096 0.0067 110 0.0164 0.0097 0.0067 111 0.0165 0.0097 0.0068 112 0.0166 0.0098 0.0068 113 0.0167 0.0098 0.0069 114 0.0168 0.0099 0.0069 115 0.0169 0.0099 0.0069 116 0.0169 0.0100 0.0070 117 0.0171 0.0101 0.0070 118 0.0171 0.0101 0.0070 119 0.0173 0.0102 0.0071 120 0.0173 0.0102 0.0071 121 0.0175 0.0103 0.0072 122 0.0176 0.0103 0.0072 123 0.0177 0.0104 0.0073 124 0.0178 0.0105 0.0073 125 0.0179 0.0106 0.0074 126 0.0180 0.0106 0.0074 127 0.0182 0.0107 0.0075 128 0.0182 0.0107 0.0075 129 0.0184 0.0108 0.0076 130 0.0185 0.0109 0.0076 131 0.0187 0.0110 0.0077 132 0.0188 0.0110 0.0077 133 0.0189 0.0112 0.0078 134 0.0190 0.0112 0.0078 135 0.0192 0.0113 0.0079 136 0.0193 0.0114 0.0079 137 0.0195 0.0115 0.0080 138 0.0196 0.0116 0.0081 139 0.0198 0.0117 0.0082 140 0.0199 0.0117 0.0082 141 0.0202 0.0119 0.0083 142 0.0203 0.0119 0.0083 143 0.0205 0.0121 0.0084 144 0.0206 0.0122 0.0085 145 0.0224 0.0132 0.0092 146 0.0225 0.0133 0.0092 147 0.0228 0.0134 0.0094 148 0.0229 0.0135 0.0094 149 0.0232 0.0136 0.0095 150 0.0233 0.0137 0.0096 151 0.0236 0.0139 0.0097 152 0.0238 0.0140 0.0098 153 0.0241 0.0142 0.0099 154 0.0242 0.0143 0.0100 155 0.0246 0.0145 0.0101 156 0.0247 0.0146 0.0102 157 0.0251 0.0148 0.0103 158 0.0253 0.0149 0.0104 159 0.0257 0.0151 0.0106 160 0.0259 0.0152 0.0106 161 0.0263 0.0155 0.0108 162 0.0265 0.0156 0.0109 163 0.0270 0.0159 0.0111 164 0.0272 0.0160 0.0112 165 0.0278 0.0163 0.0114 166 0.0280 0.0165 0.0115 167 0.0286 0.0168 0.0117 168 0.0289 0.0170 0.0119 169 0.0295 0.0174 0.0121 170 0.0299 0.0176 0.0123 171 0.0306 0.0180 0.0126 172 0.0310 0.0182 0.0127 173 0.0318 0.0187 0.0131 174 0.0322 0.0190 0.0132 175 0.0332 0.0195 0.0136 176 0.0337 0.0198 0.0138 177 0.0348 0.0205 0.0143 178 0.0354 0.0208 0.0145 179 0.0367 0.0216 0.0151 180 0.0374 0.0220 0.0154 181 0.0391 0.0230 0.0161 182 0.0400 0.0236 0.0164 183 0.0421 0.0248 0.0173 184 0.0433 0.0255 0.0178 185 0.0308 0.0181 0.0126 186 0.0325 0.0191 0.0134 187 0.0369 0.0217 0.0152 188 0.0398 0.0234 0.0163 189 0.0479 0.0282 0.0197 190 0.0541 0.0319 0.0222 191 0.0773 0.0456 0.0318 192 0.1064 0.0482 0.0582 193 0.3329 0.0482 0.2847 194 0.0630 0.0371 0.0259 195 0.0434 0.0255 0.0178 196 0.0345 0.0203 0.0142 197 0.0446 0.0263 0.0183 198 0.0410 0.0241 0.0168 199 0.0382 0.0225 0.0157 200 0.0360 0.0212 0.0148 201 0.0342 0.0201 0.0141 202 0.0327 0.0192 0.0134 203 0.0314 0.0185 0.0129 204 0.0302 0.0178 0.0124 205 0.0292 0.0172 0.0120 206 0.0283 0.0167 0.0116 207 0.0275 0.0162 0.0113 208 0.0268 0.0158 0.0110 209 0.0261 0.0154 0.0107 210 0.0255 0.0150 0.0105 211 0.0249 0.0147 0.0102 212 0.0244 0.0144 0.0100 213 0.0239 0.0141 0.0098 214 0.0235 0.0138 0.0096 215 0.0230 0.0136 0.0095 216 0.0226 0.0133 0.0093 217 0.0208 0.0122 0.0085 218 0.0204 0.0120 0.0084 219 0.0201 0.0118 0.0082 220 0.0197 0.0116 0.0081 221 0.0194 0.0114 0.0080 222 0.0191 0.0113 0.0079 223 0.0188 0.0111 0.0077 224 0.0186 0.0109 0.0076 225 0.0183 0.0108 0.0075 226 0.0181 0.0107 0.0074 227 0.0179 0.0105 0.0073 228 0.0176 0.0104 0.0072 229 0.0174 0.0103 0.0072 230 0.0172 0.0101 0.0071 231 0.0170 0.0100 0.0070 232 0.0168 0.0099 0.0069 233 0.0166 0.0098 0.0068 234 0.0165 0.0097 0.0068 235 0.0163 0.0096 0.0067 236 0.0161 0.0095 0.0066 237 0.0160 0.0094 0.0066 238 0.0158 0.0093 0.0065 239 0.0157 0.0092 0.0064 240 0.0155 0.0091 0.0064 241 0.0154 0.0091 0.0063 242 0.0152 0.0090 0.0063 243 0.0151 0.0089 0.0062 244 0.0150 0.0088 0.0062 245 0.0148 0.0087 0.0061 246 0.0147 0.0087 0.0061 247 0.0146 0.0086 0.0060 248 0.0145 0.0085 0.0060 249 0.0144 0.0085 0.0059 250 0.0143 0.0084 0.0059 251 0.0142 0.0083 0.0058 252 0.0141 0.0083 0.0058 253 0.0140 0.0082 0.0057 254 0.0139 0.0082 0.0057 255 0.0138 0.0081 0.0057 256 0.0137 0.0080 0.0056 257 0.0136 0.0080 0.0056 258 0.0135 0.0079 0.0055 259 0.0134 0.0079 0.0055 260 0.0133 0.0078 0.0055 261 0.0132 0.0078 0.0054 262 0.0131 0.0077 0'.0054 263 0.0130 0.0077 0.0054 264 0.0130 0.0076 0.0053 265 0.0129 0.0076 0.0053 266 0.0128 0.0075 0.0053 267 0.0127 0.0075 0.0052 268 0.0127 0.0075 0.0052 269 0.0126 0.0074 0.0052 270 0.0125 0.0074 0.0051 271 0.0124 0.0073 0.0051 272 0.0124 0.0073 0.0051 273 0.0123 0.0073 0.0051 274 0.0122 0.0072 0.0050 275 0.0122 0.0072 0.0050 276 0.0121 0.0071 0.0050 277 0.0121 0.0071 0.0050 278 0.0120 0.0071 0.0049 279 0.0119 0.0070 0.0049 280 0.0119 0.0070 0.0049 281 0.0118 0.0070 0.0049 282 0.0118 0.0069 0.0048 283 0.0117 0.0069 0.0048 284 0.0116 0.0069 0.0048 285 0.0116 0.0068 0.0048 286 0.0115 0.0068 0.0047 287 0.0115 0.0068 0.0047 288 0.0114 0.0067 0.0047 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 3.26(In) Total effective rainfall = 2.55(In) Peak flow rate in flood hydrograph = 16.49(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.04 Q 0+10• 0.0015 0.18 Q 0+15 0.0042 -0.39 Q 0+20 0.0078 0.52 VQ 0+25 0.0118 0.59 VQ 0+30 0.0162 0.63 VQ 0+35 0.0207 0.66 VQ 0+40 0.0254 0.68 VQ 0+45 0.0302 0.70 VQ 0+50 0.0352 0.72 VQ 0+55 0.0402 0.73 VQ 1+ 0 0.0454 0.74 VQ 1+ 5 0.0505 0.75 VQ 1+10 0.0558 0.76 VQ 1+15 0.0611 0.77 VQ 1+20 0.0664 0.78 VQ 1+25 0.0718 0.78 VQ 1+30 0.0772 0.79 IQ 1+35 0.0827 0.79 iQ 1+40 0.0882 0.80 1+45 0.0937 0.80 IQ 1+50 0.0992 0.80 IQ 1+55 0.1047 0.80 IQ 2+ 0 0.1102 0.80 IQ 2+ 5 0.1158 0.81 IQ 2+10 0.1213 0.81 iQ 2+15 0.1269 0.81 2+20 0.1325 0.81 IQ 2+25 0.1381 0.81 iQ 2+30 0.1437 0.82 2+35 0.1494 0.82 IQV 2+40 0.1550 0.82 IQV 2+45 0.1607 0.82 IQV 2+50 0.1664 0.82 IQV 2+55 0.1721 0.83 IQV 3+ 0 0.1778 0.83 IQV 3+ 5 0.1835 0.83 IQV 3+10 0.1892 0.83 IQV 3+15 0.1950 0.84 IQV 3+20 0.2008 0.84 IQV 3+25 0.2066 0.84 IQV 3+30 0.2124 0.84 IQV 3+35 0.2182 0.85 IQ V 3+40 0.2240 0.85 IQ V 3+45 0.2299 0.85 IQ V 3+50 0.2358 0.85 IQ V 3+55 0.2417 0.86 IQ V 4+ 0 0.2476 0.86 IQ V 4+ 5 0.2535 0.86 IQ V 4+10 0.2594 0.86 IQ V 4+15 0.2654 0.87 IQ V 4+20 0.2714 0.87 IQ V 4+25 0.2774 0.87 IQ V 4+30 0.2834 0.87 IQ V 4+35 0.2894 0.88 IQ V 4+40 0.2955 0.88 IQ V 4+45 0.3016 0.88 IQ V 4+50 0.3077 0.88 IQ V 4+55 0.3138 0.89 IQ V 5+ 0 0.3199 -0.89 IQ V 5+ 5 0.3261 0.89 IQ V 5+10 0.3322 0.90 IQ V 5+15 0.3384 0.90 IQ V 5+20 0.3446 0.90 IQ V 5+25 0.3509 0.90 IQ V 5+30 0.3571 0.91 IQ V 5+35 0.3634 0.91 IQ V 5+40 0.3697 0.91 IQ V 5+45 0.3760 0.92 IQ V 5+50 0.3823 0.92 IQ V 5+55 0.3887 0.92 IQ V 6+ 0 0.3951 0.93 IQ V 6+ 5 0.4015 0.93 IQ V 6+10 0.4079 0.93 IQ V I 6+15 0.4144 0.94 IQ V 6+20 0.4208 0.94 IQ V 6+25 0.4273 0.94 IQ V 6+30 0.4338 0.95 IQ V 6+35 0.4404 0.95 IQ V 6+40 0.4470 0.95 IQ V I 6+45 0.4536 0.96 IQ V 6+50 0.4602 0.96 IQ V 6+55 0.4668 0.96 IQ V 7+ 0 0.4735 0.97 IQ V 7+ 5 0.4802 0.97 IQ V 7+10 0.4869 0.98 IQ V 7+15 0.4937 0.98 IQ V 7+20 0.5004 0.98 IQ V I 7+25 0.5072 0.99 IQ V 7+30 0.5141 0.99 IQ V 7+35 0.5209 1.00 IQ V 7+40 0.5278 1.00 I Q V 7+45 0.5347 1.00 I Q V 7+50 0.5417 1.01 I Q V 7+55 0.5487 1.01 I Q V 8+ 0 0.5557 1.02 I Q V 8+ 5 0.5627 1.02 I Q V 8+10 0.5698 1.03 I Q V 8+15 0.5769 1.03 I Q V 8+20 0.5840 1.04 I Q V 8+25 0.5912 1.04 I Q V 8+30 0.5984 1.05 I Q V 8+35 0.6056 1.05 I Q V 8+40 0.6129 1.06 I Q V 8+45 0.6202 1.06 I Q V I 8+50 0.6275 1.07 I Q V 8+55 0.6349 1.07 I Q V 9+ 0 0.6423 1.08 I Q V 9+ 5 0.6497 1.08 I Q VI 9+10 0.6572 1.09 I Q VI 9+15 0.6647 1.09 I Q VI 9+20 0.6723 1.10 I Q VI 9+25 0.6799 1.10 I Q VI 9+30 0.6875 1.11 I Q VI 9+35 0.6952 1.12 I Q VI 9+40 0.7029 1.12 I Q VI 9+45 0.7107 1.13 Q VI 9+50 0.7185 1.13 I Q VI 9+55 0.7264 1.14 I Q V 10+ 0 0.7342 1.15 I Q V 10+ 5 0.7422 1.15 I Q V 10+10 0.7502 1.16 I Q V 10+15 0.7582 1.17 I Q V 10+20 0.7663 1.17 I Q V 10+25 0.7744 1.18 Q 10+30 0.7826 1.19 I Q V 10+35 0.7908 1.20 I Q V 10+40 0.7991 1.20 Q IV 10+45 0.8075 1.21 Q IV 10+50 0.8159 1.22 I Q IV 10+55 0.8243 1.23 Q IV 11+ 0 0.8328 1.24 Q IV 11+ 5 0.8414 1.24 Q IV 11+10 0.8500 1.25 Q IV 11+15 0.8587 1.26 Q IV 11+20 0.8674 1.27 Q I V 11+25 0.8762 1.28 I Q I V 11+30 0.8851 1.29 Q I V 11+35 0.8941 1.30 Q I V 11+40 0.9031 1.31 I Q I V 11+45 0.9122 1.32 Q I V 11+50 0.9213 1.33 Q I V 11+55 0.9306 1.34 Q I V 12+ 0 0.9399 1.35 Q I V 12+ 5 0.9493 1.37 Q I V 12+10 0.9589 1.40 Q I V 12+15 0.9688 1.44 I Q I V 12+20 0.9789 1.47 Q I V 12+25 0.9892 1.49 Q I V 12+30 0.9996 1.51 Q I V 12+35 1.0101 1.52 Q I V 12+40 1.0207 1.54 Q I V 12+45 1.0314 1.56 Q I V 12+50 1.0422 1.57 Q I V 12+55 1.0532 1.59 I Q I V 13+ 0 1.0643 1.61 Q I V 13+ 5 1.0754 1.62 I Q I V 13+10 1.0868 1.64 I Q I V 13+15 1.0982 1.66 Q I V 13+20 1.1097 1.68 I Q I V 13+25 1.1214 1.70 I Q I V 13+30 1.1333 1.72 I Q I V 13+35 1.1453 1.74 Q I V 13+40 1.1574 1.76 I Q I V 13+45 1.1697 1.78 Q I V 13+50 1.1821 1.81 I Q I V 13+55 1.1947 1.83 Q I V 14+ 0 1.2075 1.86 I Q I V 14+ 5 1.2204 1.88 Q I V 14+10 1.2336 1.91 I Q I V 14+15 1.2470 1.94 I Q I V 14+20 1.2606 1.97 I Q I V 14+25 1.2744 2.01 I Q I V 14+30 1.2885 2.04 Q I V 14+35 1.3028 2.08 Q I V 14+40 1.3174 2.12 I Q I V 14+45 1.3323 2.17 Q I V 14+50 1.3476 2.21 Q I V 14+55 1.3632 2.26 I Q I V 2.5+ 0 1.3791 2.32 Q I VI 15+ 5 1.3955 2.38 15+10 1.4124 2.45 15+15 1.4298 2.52 15+20 1.4477 2.61 15+25 1.4660 2.65 15+30 1.4837 2.56 15+35 1.5003 2.41 15+40 1.5167 2.39 15+45 1.5340 2.51 15+50 1.5527 2.71 15+55 1.5737 3.06 16+ 0 1.5998 3.78 16+ 5 1.6472 6.88 16+10 1.7404 13.53 16+15 1.8539 16.49 16+20 1.9311 11.22 16+25 1.9795 7.02 16+30 2.0173 5.49 16+35 2.0506 4.84 16+40 2.0803 4.30 16+45 2.1071 3.89 16+50 2.1313 3.51 16+55 2.1533 3.20 17+ 0 2.1741 3.02 17+ 5 2.1936 2.83 17+10 2.2118 2.64 17+15 2.2290 2.49 17+20 2.2452 2.35 17+25 2.2605 2.22 17+30 2.2753 2.14 17+35 2.2896 2.08 17+40 2.3031 1.97 17+45 2.3153 1.78 17+50 2.3273 1.73 17+55 2.3389 1.69 18+ 0 2.3503 1.65 18+ 5 2.3614 1.61 18+10 2.3722 1.56 18+15 2.3825 1.50 18+20 2.3926 1.46 18+25 2.4024 1.42 18+30 2.4120 1.39 18+35 2.4214 1.37 18+40 2.4307 1.34 18+45 2.4397 1.32 18+50 2.4487 1.30 18+55 2.4575 1.28 19+ 0 2.4661 1.26 19+ 5 2.4746 1.24 19+10 2.4830 1.22 19+15 2.4913 1.20 19+20 2.4995 1.19 19+25 2.5076 1.17 19+30 2.5156 1.16 19+35 2.5235 1.15 19+40 2.5313 1.13 19+45 2.5390 1.12 Q VI Q VI Q VI Q I V Q I V Q I V Q V Q IV Q I IV QQ V I I IV Q V I I I I Q I V I QI Q Q I Q I Q I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I I Q I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ IQ IQ IQ IQ IQ P m V Q V Q V V VI VI V VI VI VI V V V V Iv IV Iv IV IV V IV IV IV IV IV I V I V I V I V I V I V I V I V I V I V I v I V I V I V I V I V I V I V I V 19+50 2.5466 1.11 I Q 19+55 2.5542 1.10 V 20+ 0 2.5616 1.09 I Q V 20+ 5 2.5690 1.07 Q V 20+10 2.5764 1.06 I Q V 20+15 2.5836 1.05 Q V 20+20 2.5908 1.04 I Q V 20+25 2.5979 1.03 Q V 20+30 2.6050 1.03 I Q V 20+35 2.6120 1.02 Q V 20+40 2.6189 1.01 I Q V 20+45 2.6258 1.00 IQ V 20+50 2.6326 0.99 IQ V 20+55 2.6394 0.98 IQ V 21+ 0 2.6461 0.97 IQ V 21+ 5 2.6528 0.97 IQ V 21+10 2.6594 0.96 IQ I I I v 21+15 2.6659 0.95 IQ V 21+20 2.6725 0.95 IQ I I I V 21+25 2.6789 0.94 IQ V 21+30 2.6853 0.93 IQ I I I V 21+35 2.6917 0.93 IQ V 21+40 2.6980 0.92 IQ I I I V 21+45 2.7043 0.91 IQ V 21+50 2.7106 0.91 IQ I I I V 21+55 2.7168 0.90 IQ I I I V 22+ 0 2.7229 0.89 IQ I I I V 22+ 5 2.7291 0.89 IQ I I I V 22+10 2.7351 0.88 IQ V 22+15 2.7412 0.88 IQ I I I V 22+20 2.7472 0.87 IQ V 22+25 2.7532 0.87 IQ I I I V 22+30 2.7591 0.86 IQ V 22+35 2.7650 0.86 IQ I I I V 22+40 2.7709 0.85 IQ V 22+45 2.7767 0.85 IQ I I I V 22+50 2.7825 0.84 IQ V 22+55 2.7883 0.84 IQ I I I V 23+ 0 2.7940 0.83 IQ I I I V 23+ 5 2.7997 0.83 IQ I I I V 23+10 2.8054 0.82 IQ v I VI 23+15 2.8110 0.82 IQ I I I VI 23+20 2.8167 0.82 IQ I I I VI 23+25 2.8222 0.81 IQ I I I VI 23+30 2.8278 0.81 IQ I I I VI 23+35 2.8333 0.80 IQ I I V 23+40 2.8388 0.80 IQ I VI 23+45 2.8443 0.79 IQ I I V 23+50 2.8498 0.79 IQ I I VI 23+55 2.8552 0.79 IQ I V 24+ 0 2.8606 -0.78 IQ I I VI 24+ 5 2.8657 0.74 IQ I I VI 24+10 2.8698 0.59 IQ I I VI 24+15 2.8724 0.38 Q I I I VI 24+20 2.8741 0.25 Q I I I VI 24+25 2.8754 0.19 Q I I I VI 24+30 2.8765 0.15 Q I I I 24+35 2.8773 0.12 Q I V 24+40 2.8779 0.09 Q V 24+45 2.8784 0.07 Q V 24+50 2.8788 0.06 Q V 24+55 2.8791 0.05 Q V 25+ 0 2.8794 0.04 Q I V 25+ 5 2.8796 0.03 Q V 25+10 2.8798 0.02 Q I V 25+15 2.8799 0.02 Q V 25+20 2.8800 0.01 Q V 25+25 2.8800 0.01 Q I V 25+30 2.8801 0.01 Q V 25+35 ----------------------------------------------------------------------- 2.8801 0.00 Q V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q25 EXISTING HYDROLOGY 02/12/07 DMB 4533124Q25EX.OUT -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.465 Area -averaged catchment yield fraction, Y = 0.465 Area -averaged low loss fraction, Yb = 0.535 User entry of time of concentration = 0.247 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.198 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 42.1216 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.535 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.382(In) Computed peak 30 -minute rainfall = 0.782(In) Specified peak 1 -hour rainfall = 1.031(In) Computed peak 3 -hour rainfall = 1.998(In) Specified peak 6 -hour rainfall = 3.033(In) Specified peak 24-hour rainfall = 6.841(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.381(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.781(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.031(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.998(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.033(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 6.841(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.710 7.725 2 24.290 32.109 3 52.043 45.512 4 68.432 26.877 5 76.404 13.074 6 81.617 8.547 7 85.519 6.399 8 88.451 4.809 9 90.821 3.887 10 92.643 2.987 11 94.049 2.306 12 95.329 2.100 13 96.383 1.729 14 97.235 1.397 15 97.946 1.165 16 98.513 0.931 17 98.950 0.716 18 99.371 0.691 19 --------------------------------------------------------------------- 100.000 0.345 Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3815 0.3815 2 0.5033 0.1219 3 0.5920 0.0886 4 0.6642 0.0722 5 0.7262 0.0620 6 0.7811 0.0549 7 0.8308 0.0497 8 0.8764 0.0456 9 0.9186 0.0423 10 0.9582 0.0395 11 0.9954 0.0372 12 1.0307 0.0353 13 1.0816 0.0509 14 1.1310 0.0494 15 1.1790 0.0480 16 1.2257 0.0468 17 1.2713 0.0456 18 1.3159 0.0445 19 1.3595 0.0436 20 1.4021 0.0427 21 1.4440 0.0418 22 1.4850 0.0410 23 1.5253 0.0403 24 1.5650 0.0396 25 1.6039 0.0390 26 1.6423 0.0384 27 1.6801 0.0378 28 1.7173 0.0372 29 1.7540 0.0367 30 1.7902 0.0362 31 1.8259 0.0357 32 1.8612 0.0353 33 1.8960 0.0348 34 1.9304 0.0344 35 1.9644 0.0340 36 1.9980 0.0336 37 2.0313 0.0332 38 2.0642 0.0329 39 2.0967 0.0325 40 2.1289 0.0322 41 2.1608 0.0319 42 2.1924 0.0316 43 2.2237 0.0313 44 2.2546 0.0310 45 2.2854 0.0307 46 2.3158 0.0304 47 2.3460 0.0302 48 2.3759 0.0299 49 2.4056 0.0297 50 2.4350 0.0294 51 2.4642 0.0292 52 2.4932 0.0290 53 2.5220 0.0288 54 2.5505 0.0285 55 2.5789 0.0283 56 2.6070 0.0281 57 2.6349 0.0279 58 2.6627 0.0277 59 2.6902 0.0275 60 2.7176 0.0274 61 2.7448 0.0272 62 2.7718 0.0270 63 2.7986 0.0268 64 2.8252 0.0267 65 2.8517 0.0265 66 2.8781 0.0263 67 2.9043 0.0262 68 2.9303 0.0260 69 2.9562 0.0259 70 2.9819 0.0257 71 3.0075 0.0256 72 3.0329 0.0254 73 3.0575 0.0246 74 3.0820 0.0245 75 3.1064 0.0244 76 3.1306 0.0242 77 3.1547 0.0241 78 3.1787 0.0240 79 3.2026 0.0238 80 3.2263 0.0237 81 3.2499 0.0236 82 3.2734 0.0235 83 3.2967 0.0234 84 3.3200 0.0232 85 3.3431 0.0231 86 3.3661 0.0230 87 3.3890 0.0229 88 3.4118 0.0228 89 3.4345 0.0227 90 3.4571 0.0226 91 3.4796 0.0225 92 3.5020 0.0224 93 3.5243 0.0223 94 3.5465 0.0222 95 3.5686 0.0221 96 3.5905 0.0220 97 3.6124 0.0219 98 3.6342 0.0218 99 3.6560 0.0217 100 3.6776 0.0216 101 3.6991 0.0215 102 3.7206 0.0214 103 3.7419 0.0214 104 3.7632 0.0213 105 3.7844 0.0212 106 3.8055 0.0211 107 3.8265 0.0210 108 3.8474 0.0209 109 3.8683 0.0209 110 3.8891 0.0208 ill 3.9098 0.0207 112 3.9304 0.0206 113 3.9510 0.0206 114 3.9715 0.0205 115 3.9919 0.0204 116 4.0122 0.0203 117 4.0324 0.0203 118 4.0526 0.0202 119 4.0727 0.0201 120 4.0928 0.0200 121 4.1128 0.0200 122 4.1327 0.0199 123 4.1525 0.0198 124 4.1723 0.0198 125 4.1920 0.0197 126 4.2116 0.0196 127 4.2312 0.0196 128 4.2507 0.0195 129 4.2702 0.0195 130 4.2896 0.0194 131 4.3089 0.0193 132 4.3282 0.0193 133 4.3474 0.0192 134 4.3665 0.0191 135 4.3856 0.0191 136 4.4047 0.0190 137 4.4236 0.0190 138 4.4426 0.0189 139 4.4614 0.0189 140 4.4802 0.0188 141 4.4990 0.0187 142 4.5177 0.0187 143 4.5363 0.0186 144 4.5549 0.0186 145 4.5734 0.0185 146 4.5919 0.0185 147 4.6103 0.0184 148 4.6287 0.0184 149 4.6470 0.0183 i50 4.6653 0.0183 151 4.6835 0.0182 152 4.7017 0.0182 153 4.7198 0.0181 154 4.7379 0.0181 155 4.7559 0.0180 156 4.7739 0.0180 157 4.7918 0.0179 158 4.8097 0.0179 159 4.8275 0.0178 160 4.8453 0.0178 161 4.8631 0.0177 162 4.8808 0.0177 163 4.8984 0.0177 164 4.9160 0.0176 165 4.9336 0.0176 166 4.9511 0.0175 167 4.9686 0.0175 168 4.9860 0.0174 169 5.0034 0.0174 170 5.0208 0.0173 171 5.0381 0.0173 172 5.0554 0.0173 173 5.0726 0.0172 174 5.0898 0.0172 175 5.1069 0.0171 176 5.1240 0.0171 177 5.1411 0.0171 178 5.1581 0.0170 179 5.1751 0.0170 180 5.1920 0.0169 181 5.2089 0.0169 182 5.2258 0.0169 183 5.2426 0.0168 184 5.2594 0.0168 185 5.2762 0.0168 186 5.2929 0.0167 187 5.3096 0.0167 188 5.3262 0.0166 189 5.3428 0.0166 190 5.3594 0.0166 191 5.3759 0.0165 192 5.3924 0.0165 193 5.4089 0.0165 194 5.4253 0.0164 195 5.4417 0.0164 196 5.4580 0.0164 197 5.4743 0.0163 198 5.4906 0.0163 199 5.5069 0.0163 200 5.5231 0.0162 201 5.5393 0.0162 202 5.5554 0.0162 203 5.5716 0.0161 204 5.5877 0.0161 205 5.6037 0.0161 206 5.6197 0.0160 207 5.6357 0.0160 208 5.6517 0.0160 209 5.6676 0.0159 210 5.6835 0.0159 211 5.6994 0.0159 212 5.7152 0.0158 213 5.7310 0.0158 214 5.7468 0.0158 215 5.7625 0.0157 216 5.7782 0.0157 217 5.7939 0.0157 218 5.8095 0.0157 219 5.8252 0.0156 220 5.8408 0.0156 221 5.8563 0.0156 222 5.8719 0.0155 223 5.8874 0.0155 224 5.9028 0.0155 225 5.9183 0.0154 226 5.9337 0.0154 227 5.9491 0.0154 228 5.9645 0.0154 229 5.9798 0.0153 230 5.9951 0.0153 231 6.0104 0.0153 232 6.0256 0.0153 233 6.0409 0.0152 234 6.0561 0.0152 235 6.0712 0.0152 236 6.0864 0.0151 237 6.1015 0.0151 238 6.1166 0.0151 239 6.1316 0.0151 240 6.1467 0.0150 241 6.1617 0.0150 242 6.1767 0.0150 243 6.1916 0.0150 244 6.2066 0.0149 245 6.2215 0.0149 246 6.2364 0.0149 247 6.2512 0.0149 248 6.2661 0.0148 249 6.2809 0.0148 250 6.2957 0.0148 251 6.3104 0.0148 252 6.3252 0.0147 253 6.3399 0.0147 254 6.3546 0.0147 255 6.3693 0.0147 256 6.3839 0.0146 257 6.3985 0.0146 258 6.4131 0.0146 259 6.4277 0.0146 260 6.4422 0.0145 261 6.4568 0.0145 262 6.4713 0.0145 263 6.4857 0.0145 264 6.5002 0.0145 265 6.5146 0.0144 266 6.5291 0.0144 267 6.5434 0.0144 268 6.5578 0.0144 269 6.5722 0.0143 270 6.5865 0.0143 271 6.6008 0.0143 272 6.6151 0.0143 273 6.6293 0.0143 274 6.6436 0.0142 275 6.6578 0.0142 276 6.6720 0.0142 277 6.6861 0.0142 278 6.7003 0.0142 279 6.7144 0.0141 280 6.7285 0.0141 281 6.7426 0.0141 282 6.7567 0.0141 283 6.7707 0.0140 284 6.7848 0.0140 285 6.7988 0.0140 286 6.8128 0.0140 287 6.8267 0.0140 288 6.8407 0.0139 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (in) --------------------------------------------------------------------- 1 0.0139 0.0075 0.0065 2 0.0140 0.0075 0.0065 3 0.0140 0.0075 0.0065 4 0.0140 0.0075 0.0065 5 0.0141 0.0075 0.0065 6 0.0141 0.0075 0.0066 7 0.0141 0.0076 0.0066 8 0.0142 0.0076 0.0066 9 0.0142 0.0076 0.0066 10 0.0142 0.0076 0.0066 11 0.0143 0.0076 0.0066 12 0.0143 0.0076 0.0066 13 0.0143 0.0077 0.0067 14 0.0143 0.0077 0.0067 15 0.0144 0.0077 0.0067 16 0.0144 0.0077 0.0067 17 0.0145 0.0077 0.0067 18 0.0145 0.0077 0.0067 19 0.0145 0.0078 0.0068 20 0.0145 0.0078 0.0068 21 0.0146 0.0078 0.0068 22 0.0146 0.0078 0.0068 23 0.0147 0.0078 0.0068 24 0.0147 0.0079 0.0068 25 0.0147 0.0079 0.0069 26 0.0148 0.0079 0.0069 27 0.0148 0.0079 0.0069 28 0.0148 0.7079 0.0069 29 0.0149 0.0080 0.0069 30 0.0149 0.0080 0.0069 31 0.0150 0.0080 0.0070 32 0.0150 0.0080 0.0070 33 0.0150 0.0080 0.0070 34 0.0151 0.0081 0.0070 35 0.0151 0.0081 0.0070 36 0.0151 0.0081 0.0070 37 0.0152 0.0081 0.0071 38 0.0152 0.0081 0.0071 39 0.0153 0.0082 0.0071 40 0.0153 0.0082 0.0071 41 0.0154 0.0082 0.0071 42 0.0154 0.0082 0.0072 43 0.0154 0.0083 0.0072 44 0.0155 0.0083 0.0072 45 0.0155 0.0083 0.0072 46 0.0156 0.0083 0.0072 47 0.0156 0.0084 0.0073 48 0.0157 0.0084 0.0073 49 0.0157 0.0084 0.0073 50 0.0157 0.0084 0.0073 51 0.0158 0.0085 0.0073 52 0.0158 0.0085 0.0074 53 0.0159 0.0085 0.0074 54 0.0159 0.0085 0.0074 55 0.0160 0.0086 0.0074 56 0.0160 0.0086 0.0074 57 0.0161 0.0086 0.0075 58 0.0161 0.0036 0.0075 59 0.0162 0.0087 0.0075 60 0.0162 0.0087 0.0075 61 0.0163 0.0087 0.0076 62 0.0163 0.0087 0.0076 63 0.0164 0.0088 0.0076 64 0.0164 0.0088 0.0076 65 0.0165 0.0088 0.0077 66 0.0165 0.0088 0.0077 67 0.0166 0.0089 0.0077 68 0.0166 0.0089 0.0077 69 0.0167 0.0089 0.0078 70 0.0168 0.0090 0.0078 71 0.0168 0.0090 0.0078 72 0.0169 0.0090 0.0078 73 0.0169 0.0091 0.0079 74 0.0170 0.0091 0.0079 75 0.0171 0.0091 0.0079 76 0.0171 0.0092 0.0080 77 0.0172 0.0092 0.0080 78 0.0172 0.0092 0.0080 79 0.0173 0.0093 0.0080 80 0.0173 0.0093 0.0081 81 0.0174 0.0093 0.0081 82 0.0175 0.0094 0.0081 83 0.0176 0.0094 0.0082 84 0.0176 0.0094 0.0082 85 0.0177 0.0095 0.0082 86 0.0177 0.0095 0.0083 87 0.0178 0.0095 0.0083 88 0.0179 0.0096 0.0083 89 0.0180 0.0096 0.0084 90 0.0180 0.0096 0.0084 91 0.0181 0.0097 0.0084 92 0.0182 0.0097 0.0084 93 0.0183 0.0098 0.0085 94 0.0183 0.0098 0.0085 95 0.0184 0.0099 0.0086 96 0.0185 0.0099 0.0086 97 0.0186 0.0099 0.0086 98 0.0186 0.0100 0.0087 99 0.0187 0.0100 0.0087 100 0.0188 0.0101 0.0087 101 0.0189 0.0101 0.0088 102 0.0190 0.0102 0.0088 103 0.0191 0.0102 0.0089 104 0.0191 0.0102 0.0089 105 0.0193 0.0103 0.0090 106 0.0193 0.0103 0.0090 107 0.0195 0.0104 0.0090 108 0.0195 0.0104 0.0091 109 0.0196 0.0105 0.0091 110 0.0197 0.0105 0.0092 111 0.0198 0.0106 0.0092 112 0.0199 0.0107 0.0093 113 0.0200 0.0107 0.0093 114 0.0201 0.0108 0.0094 115 0.0203 0.0108 0.0094 116 0.0203 0.0109 0.0095 117 0.0205 0.0110 0.0095 118 0.0206 0.0110 0.0096 119 0.0207 0.0111 0.0096 120 0.0208 0.0111 0.0097 121 0.0209 0.0112 0.0097 122 0.0210 0.0112 0.0098 123 0.0212 0.0113 0.0099 124 0.0213 0.0114 0.0099 125 0.0214 0.0115 0.0100 126 0.0215 0.0115 0.0100 127 0.0217 0.0116 0.0101 128 0.0218 0.0117 0.0101 129 0.0220 0.0118 0.0102 130 0.0221 0.0118 0.0103 131 0.0223 0.0119 0.0104 132 0.0224 0.0120 0.0104 133 0.0226 0.0121 0.0105 134 0.0227 0.0121 0.0106 135 0.0229 0.0123 0.0107 136 0.0230 0.0123 0.0107 137 0.0232 0.0124 0.0108 138 0.0234 0.0125 0.0109 139 0.0236 0.0126 0.0110 140 0.0237 0.0127 0.0110 141 0.0240 0.0128 0.0111 142 0.0241 0.0129 0.0112 143 0.0244 0.0130 0.0113 144 0.0245 0.0131 0.0114 145 0.0254 0.0136 0.0118 146 0.0256 0.0137 0.0119 147 0.0259 0.0138 0.0120 148 0.0260 0.0139 0.0121 149 0.0263 0.0141 0.0122 150 0.0265 0.0142 0.0123 151 0.0268 0.0144 0.0125 152 0.0270 0.0144 0.0126 153 0.0274 0.0146 0.0127 154 0.0275 0.0147 0.0128 155 0.0279 0.0149 0.0130 156 0.0281 0.0151 0.0131 157 0.0285 0.0153 0.0133 158 0.0288 0.0154 0.0134 159 0.0292 0.0156 0.0136 160 0.0294 0.0158 0.0137 161 0.0299 0.0160 0.0139 162 0.0302 0.0161 0.0140 163 0.0307 0.0164 0.0143 164 0.0310 0.0166 0.0144 165 0.0316 0.0169 0.0147 166 0.0319 0.0171 0.0148 167 0.0325 0.0174 0.0151 168 0.0329 0.0176 0.0153 169 0.0336 0.0180 0.0156 170 0.0340 0.0182 0.0158 171 0.0348 0.0186 0.0162 172 0.0353 0.0189 0.0164 173 0.0362 0.0194 0.0168 174 0.0367 0.0196 0.0171 175 0.0378 0.0202 0.0176 176 0.0384 0.0205 0.0178 177 0.0396 0.0212 0.0184 178 0.0403 0.0216 0.0187 179 0.0418 0.0224 0.0194 180 0.0427 0.0228 0.0198 181 0.0445 0.0238 0.0207 182 0.0456 0.0244 0.0212 183 0.0480 0.0257 0.0223 184 0.0494 0.0264 0.0230 185 0.0353 0.0189 0.0164 186 0.0372 0.0199 0.0173 187 0.0423 0.0226 0.0197 188 0.0456 0.0244 0.0212 189 0.0549 0.0294 0.0255 190 0.0620 0.0332 0.0288 191 0.0886 0.0474 0.0412 192 0.1219 0.0482 0.0737 193 0.3815 0.0482 0.3333 194 0.0722 0.0386 0.0336 195 0.0497 0.0266 0.0231 196 0.0395 0.0212 0.0184 197 0.0509 0.0272 0.0237 198 0.0468 0.0250 0.0217 199 0.0436 0.0233 0.0203 200 0.0410 0.0220 0.0191 201 0.0390 0.0209 0.0181 202 0.0372 0.0199 0.0173 203 0.0357 0.0191 0.0166 204 0.0344 0.0184 0.0160 205 0.0332 0.0178 0.0155 206 0.0322 0.0172 0.0150 207 0.0313 0.0167 0.0145 208 0.0304 0.0163 0.0142 209 0.0297 0.0159 0.0138 210 0.0290 0.0155 0.0135 211 0.0283 0.0152 0.0132 212 0.0277 0.0148 0.0129 213 0.0272 0.0145 0.0126 214 0.0267 0.0143 0.0124 215 0.0262 0.0140 0.0122 216 0.0257 0.0138 0.0120 217 0.0246 0.0132 0.0115 218 0.0242 0.0130 0.0113 219 0.0238 0.0128 0.0111 220 0.0235 0.0126 0.0109 221 0.0231 0.0124 0.0108 222 0.0228 0.0122 0.0106 223 0.0225 0.0120 0.0105 224 0.0222 0.0119 0.0103 225 0.0219 0.0117 0.0102 226 0.0216 0.0116 0.0101 227 0.0214 0.0114 0.0099 228 0.0211 0.0113 0.0098 229 0.0209 0.0112 0.0097 230 0.0206 0.0110 0.0096 231 0.0204 0.0109 0.0095 232 0.0202 0.0108 0.0094 233 0.0200 0.0107 0.0093 234 0.0198 0.0106 0.0092 235 0.0196 0.0105 0.0091 236 0.0194 0.0104 0.0090 237 0.0192 0.0103 0.0089 238 0.0190 0.0102 0.0088 239 0.0189 0.0101 0.0088 240 0.0187 0.0100 0.0087 241 0.0185 0.0099 0.0086 242 0.0184 0.0098 0.0085 243 0.0182 0.0098 0.0085 244 0.0181 0.0097 0.0084 245 0.0179 0.0096 0.0083 246 0.0178 0.0095 0.0083 247 0.0177 0.0094 0.0082 248 0.0175 0.0094 0.0081 249 0.0174 0.0093 0.0081 250 0.0173 0.0092 0.0080 251 0.0171 0.0092 0.0080 252 0.0170 0.0091 0.0079 253 0.0169 0.0090 0.0079 254 0.0168 0.0090 0.0078 255 0.0167 0.0089 0.0078 256 0.0166 0.0089 0.0077 257 0.0165 0.0088 0.0077 258 0.0164 0.0088 0.0076 259 0.0163 0.0087 0.0076 260 0.0162 0.0086 0.0075 261 0.0161 0.0086 0.0075 262 0.0160 0.0085 0.0074 263 0.0159 0.0085 0.0074 264 0.0158 0.0084 0.0073 265 0.0157 0.0084 0.0073 266 0.0156 0.0083 0.0072 267 0.0155 0.0083 0.0072 268 0.0154 0.0083 0.0072 269 0.0153 0.0082 0.0071 270 0.0153 0.0082 0.0071 271 0.0152 0.0081 0.0071 272 0.0151 0.0081 0.0070 273 0.0150 0.0080 0.0070 274 0.0149 0.0080 0.0069 275 0.0149 0.0080 0.0069 276 0.0148 0.0079 0.0069 277 0.0147 0.0079 0.0068 278 0.0146 0.0078 0.0068 279 0.0146 0.0078 0.0068 280 0.0145 0.0078 0.0067 281 0.0144 0.0077 0.0067 282 0.0144 0.0077 0.0067 283 0.0143 0.0077 0.0066 284 0.0142 0.0076 0.0066 285 0.0142 0.0076 0.0066 286 0.0141 0.0075 0.0066 287 0.0140 0.0075 0.0065 288 0.0140 0.0075 0.0065 -------------------------------------------------------------------- Total soil rain loss = 3.49(In) Total effective rainfall = 3.35(In) Peak flow rate in flood hydrograph = 19.81(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0003 0.05 Q 0+10 0.0021 0.26 Q 0+15 0.0059 0.55 VQ 0+20 0.0110 0.73 VQ 0+25 0.0166 0.82 VQ 0+30 0.0226 0.87 VQ 0+35 0.0289 0.92 VQ 0+40 0.0354 0.95 VQ 0+45 0.0422 0.98 VQ 0+50 0.0490 1.00 VQ 0+55 0.0560 1.02 V Q 1+ 0 0.0631 1.03 V Q 1+ 5 0.0703 1.04 V Q 1+10 0.0776 1.06 V Q 1+15 0.0849 1.07 V Q 1+20 0.0923 1.07 V Q 1+25 0.0998 1.08 IVQ 1+30 0.1073 1.09 IVQ 1+35 0.1148 1.09 IVQ 1+40 0.1224 1.10 IVQ 1+45 0.1299 1.10 IVQ 1+50 0.1375 1.10 IVQ 1+55 0.1451 1.10 IVQ 2+ 0 0.1527 1.11 IVQ 2+ 5 0.1604 1.11 IVQ 2+10 0.1680 1.11 IVQ 2+15 0.1757 1.11 IVQ 2+20 0.1834 1.12 IVQ 2+25 0.1911 1.12 I Q 2+30 0.1989 1.12 I Q 2+35 0.2066 1.13 I Q 2+40 0.2144 1.13 I Q 2+45 0.2222 1.13 ( Q 2+50 0.2300 1.13 I Q 2+55 0.2378 1.14 I Q 3+ 0 0.2457 1.14 I Q 3+ 5 0.2535 1.14 Q 3+10 0.2614 1.15 Q 3+15 0.2694 1.15 I Q 3+20 0.2773 1.15 I Q 3+25 0.2852 1.16 I QV 3+30 0.2932 1.16 I QV 3+35 0.3012 1.16 I QV 3+40 0.3092 1.16 I QV 3+45 0.3173 1.17 I QV 3+50 0.3253 1.17 I QV 3+55 0.3334 1.17 I QV 4+ 0 0.3415 1.18 I QV 4+ 5 0.3497 1.18 I QV 4+10 0.3578 1.18 I QV 4+15 0.3660 1.19 I QV 4+20 0.3742 1.19 I QV 4+25 0.3824 1.19 I Q V 4+30 0.3907 1.20 I Q V 4+35 0.3989 1.20 I Q V 4+40 0.4072 1.20 I Q V 4+45 0.4156 1.21 I Q V 4+50 0.4239 1.21 I Q V 4+55 0.4323 1.22 I Q V 5+ 0 0.4407 1.22 I Q V 5+ 5 0.4491 -1.22 I Q V 5+10 0.4575 1.23 I Q V 5+15 0.4660 1.23 I Q V 5+20 0.4745 1.23 I Q V 5+25 0.4830 1.24 I Q V 5+30 0.4916 1.24 I Q V 5+35 0.5002 1.25 Q V 5+40 0.5088 1.25 I Q V 5+45 0.5174 1.25 I Q V 5+50 0.5261 1.26 Q V 5+55 0.5348 1.26 I Q V 6+ 0 0.5435 1.27 I Q V 6+ 5 0.5522 1.27 ( Q V 6+10 0.5610 1.27 I Q V 6+15 0.5698 1.28 I Q V 6+20 0.5787 1.28 I Q V 6+25 0.5876 1.29 I Q V 6+30 0.5965 1.29 I Q V 6+35 0.6054 1.30 Q V 6+40 0.6144 1.30 Q V 6+45 0.6233 1.31 Q V 6+50 0.6324 1.31 I Q V 6+55 0.6414 1.32 Q V 7+ 0 0.6505 1.32 I Q V 7+ 5 0.6597 1.33 I Q V 7+10 0.6688 1.33 I Q V 7+15 0.6780 1.34 I Q V 7+20 0.6873 1.34 I Q V 7+25 0.6965 1.35 I Q V 7+30 0.7058 1.35 Q V 7+35 0.7152 1.36 Q V 7+40 0.7246 1.36 Q V 7+45 0.7340 1.37 I Q V 7+50 0.7434 1.37 I Q V 7+55 0.7529 1.38 I Q V 8+ 0 0.7625 1.38 Q V 8+ 5 0.7720 1.39 I Q V 8+10 0.7816 1.40 Q V 8+15 0.7913 1.40 Q V 8+20 0.8010 1.41 I Q V 8+25 0.8107 1.41 Q V 8+30 0.8205 1.42 Q V 8+35 0.8303 1.43 Q V 8+40 0.8402 1.43 I Q V 8+45 0.8501 1.44 I Q VI 8+50 0.8600 1.45 I Q VI 8+55 0.8700 1.45 Q VI 9+ 0 0.8801 1.46 1 Q V1 9+ 5 0.8902 1.47 I Q VI 9+10 0.9003 1.47 1 Q V1 9+15 0.9105 1.48 I Q VI 9+20 0.9208 1.49 Q VI 9+25 0.9311 1.49 Q VI 9+30 0.9414 1.50 I Q VI 9+35 0.9518 1.51 I Q V 9+40 0.9622 1.52 I Q V 9+45 0.9727 1.53 I Q V 9+50 0.9833 1.53 Q V 9+55 0.9939 1.54 I Q V 10+ 0 1.0046 1.55 I Q V 10+ 5 1.0153 1.56 Q V 10+10 1.0261 1.57 I Q V 10+15 1.0370 1.58 I Q V 10+20 1.0479 1.58 1 Q IV 10+25 1.0589 1.59 Q IV 10+30 1.0699 1.60 I Q IV 10+35 1.0810 1.61 I Q IV 10+40 1.0922 1.62 ( Q IV 10+45 1.1034 1.63 I Q IV 10+50 1.1147 1.64 I Q IV 10+55 1.1261 1.65 Q IV 11+ 0 1.1376 1.66 I Q I V 11+ 5 1.1491 1.67 I Q I V 11+10 1.1607 1.69 I Q I V 11+15 1.1724 1.70 I Q I V 11+20 1.1842 1.71 I Q I V 11+25 1.1960 1.72 I Q I V 11+30 1.2080 1.73 I Q I V 11+35 1.2200 1.75 I Q I V 11+40 1.2321 1.76 I Q I V 11+45 1.2443 1.77 I Q I V 11+50 1.2566 1.78 I Q I V 11+55 1.2690 1.80 Q I V 12+ 0 1.2814 1.81 I Q I V 12+ 5 1.2940 1.83 I Q I V 12+10 1.3068 1.85 I Q I V 12+15 1:3198 1.88 I Q I V 12+20 1.3329 1.91 I Q I V 12+25 1.3462 1.93 QQ 12+30 1.3596 1.95 i i V 12+35 1.3731 1.97 QQ 12+40 1.3868 1.98 i i V 12+45 1.4006 2.00 I Q I V 12+50 1.4145 2.02 I Q I V 12+55 1.4286 2.04 Q 13+ 0 1.4428 2.06 i i V 13+ 5 1.4572 2.09 13+10 1.4717 2.11 i QQ i V 13+15 1.4864 2.13 I Q I V 13+20 1.5012 2.15 I Q I V 13+25 1.5162 2.18 I Q I V 13+30 1.5314 2.30 13+35 1.5468 2.23 i QQ i V 13+40 1.5623 2.26 I Q I V 13+45 1.5781 2.29 QQ 13+50 1.5940 2.32 i V 13+55 1.6102 2.35 Q I V 14+ 0 1.6266 2.38 Q I V 14+ 5 1.6433 2.42 Q I V I 14+10 1.6602 2.45 Q I V I 14+15 1.6774 2.49 I Q I V 14+20 1.6948 2.53 I Q I V 14+25 1.7126 2.58 QQ 14+30 1.7307 2.62 i i V 14+35 1.7491 -2.67 I Q V 14+40 1.7679 2.73 QQ 14+45 1.7870 2.78 i i V 14+50 1.8066 2.85 I Q I VI 14+55 1.8267 2.91 I Q I VI 15+ 0 1.8472 2.98 I Q I VI 15+ 5 1.8683 3.06 I Q I VI 15+10 1.8900 3.15 15+15 1.9124 3.25 15+20 1.9355 3.36 15+25 1.9591 3.42 15+30 1.9818 3.30 15+35 2.0032 3.10 15+40 2.0244 3.09 15+45 2.0467 3.24 15+50 2.0709 3.51 15+55 2.0982 3.96 16+ 0 2.1320 4.91 16+ 5 2.1917 8.68 16+10 2.3061 16.60 16+15 2.4425 19.81 16+20 2.5345 13.36 16+25 2.5931 8.50 16+30 2.6396 6.76 16+35 2.6808 5.99 16+40 2.7177 5.35 16+45 2.7511 4.85 16+50 2.7813 4.39 16+55 2.8090 4.02 17+ 0 2.8352 3.80 17+ 5 2.8596 3.55 17+10 2.8825 3.33 17+15 2.9042 3.14 17+20 2.9245 2.96 17+25 2.9438 2.80 17+30 2.9624 2.69 17+35 2.9796 2.50 17+40 2.9956 2.33 17+45 3.0112 2.26 17+50 3.0264 2.21 17+55 3.0413 2.16 18+ 0 3.0558 2.11 18+ 5 3.0700 2.06 18+10 3.0839 2.01 18+15 3.0974 1.96 18+20 3.1106 1.92 18+25 3.1235 1.88 18+30 3.1362 1.85 18+35 3.1487 1.81 18+40 3.1610 1.78 18+45 3.1731 1.76 18+50 3.1850 1.73 18+55 3.1967 1.71 19+ 0 3.2083 1.68 19+ 5 3.2198 1.66 19+10 3.2310 1.64 19+15 3.2422 1.62 19+20 3.2532 -1.60 19+25 3.2641 1.58 19+30 3.2748 1.56 19+35 3.2855 1.54 19+40 3.2960 1.53 19+45 3.3064 1.51 19+50 3.3167 1.50 Q Q Q Q Q Q Q Q Q Q Q IQ Q QI QI Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q V V V V IV IV IV IV IV V IV I Q I V I I V I Q I V I I Q I Q I V I I V I I VI I VI I VI I VI I VI I V I V I V I V IV IV IV IV IV IV IV IV IV IV V IV IV V V V V V V V V V V V V V V V V V i V 19+55 3.3269 1.48 20+ 0 3.3370 1.47 20+ 5 3.3471 1.45 20+10 3.3570 1.44 20+15 3.3668 1.43 20+20 3.3766 1.42 20+25 3.3862 1.40 20+30 3.3958 1.39 20+35 3.4053 1.38 20+40 3.4148 1.37 20+45 3.4241 1.36 20+50 3.4334 1.35 20+55 3.4426 1.34 21+ 0 3.4517 1.33 21+ 5 3.4608 1.32 21+10 3.4698 1.31 21+15 3.4787 1.30 21+20 3.4876 1.29 21+25 3.4964 1.28 21+30 3.5052 1.27 21+35 3.5139 1.26 21+40 3.5225 1.25 21+45 3.5311 1.25 21+50 3.5397 1.24 21+55 3.5481 1.23 22+ 0 3.5566 1.22 22+ 5 3.5649 1.22 22+10 3.5733 1.21 22+15 3.5816 1.20 22+20 3.5898 1.19 22+25 3.5980 1.19 22+30 3.6061 1.18 22+35 3.6142 1.17 22+40 3.6222 1.17 22+45 3.6302 1.16 22+50 3.6382 1.16 22+55 3.6461 1.15 23+ 0 3.6540 1.14 23+ 5 3.6618 1.14 23+10 3.6696 1.13 23+15 3.6774 1.13 23+20 3.6851 1.12 23+25 3.6928 1.12 23+30 3.7004 1.11 23+35 3.7080 1.10 23+40 3.7156 1.10 23+45 3.7231 1.09 23+50 3.7306 1.09 23+55 3.7381 1.08 24+ 0 3.7455 1.08 24+ 5 3.7526 -1.02 24+10 3.7582 0.81 24+15 3.7617 0.51 24+20 3.7640 0.34 24+25 3.7657 0.25 24+30 3.7671 0.19 24+35 3.7681 0.15 i Q I v Q I I I v Q I I I v Q I I I v Q I I v Q I I I v Q I I I v Q I I I v Q I I I v Q I I I v Q I I I v Q I I I v Q I I I v Q I I v Q I I v Q I I I v Q I I I v Q I I I v l Q I I I v l Q I I I v Q I I I v Q I I I v Q I I i v Q I I I v Q I I I v Q I I I v Q I I I v Q I I I v Q I I v l Q I I I v Q I I I v l Q I I I v l Q I I v l Q I I I v l Q I I I v l Q I I I v l Q I I I v l Q I I I v l Q I I I v l Q I I I v l Q I I I vl Q I I vl Q I I v1 Q I I I vl Q I I I v1 Q I I I vl Q I I I vi Q I I vl Q I I I v1 Q I I I vl Q I I I vl Q I I I vl Q I I I vl I vl I VI I v1 I vi 24+40 3.7690 0.12 Q 24+45 3.7696 0.09 Q 24+50 3.7701 0.07 Q 24+55 3.7705 0.06 Q 25+ 0 3.7709 0.05 Q 25+ 5 3.7711 0.03 Q 25+10 3.7713 0.03 Q 25+15 3.7714 0.02 Q 25+20 3.7715 0.01 Q 25+25 3.7715 0.01 Q 25+30 ------------------------------------------------------ 3.7715 0.00 Q U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q100 EXISTING HYDROLOGY 02/12/07 DMB 4533124Q100EX.OUT -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 13.56 1 0.90 -------------------------------------------------------------------- Rainfall data for year 2 13.56 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 13.56 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 13.56 1 1.23 -------------------------------------------------------------------- Rainfall data for year 100 13.56 6 3.60 -------------------------------------------------------------------- Rainfall data for year 100 13.56 24 8.40 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 67.0 67.0 13.56 1.000 0.578 1.000 0.578 Area -averaged adjusted loss rate Fm (In/Hr) = 0.578 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 13.56 1.000 67.0 67.0 4.93 0.530 Area -averaged catchment yield fraction, Y = 0.530 Area -averaged low loss fraction, Yb = 0.470 User entry of time of concentration = 0.245 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 13.56(Ac.) Catchment Lag time = 0.196 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 42.4650 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.578(In/Hr) Average low loss rate fraction (Yb) = 0.470 (decimal) VALLEY UNDEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.455(In) Computed peak 30 -minute rainfall = 0.932(In) Specified peak 1 -hour rainfall = 1.230(In) Computed peak 3 -hour rainfall = 2.376(In) Specified peak 6 -hour rainfall = 3.600(In) Specified peak 24-hour rainfall = 8.400(In) Rainfall depth area reduction factors: Using a total area of 13.56(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.455(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.932(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.229(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.376(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.600(In) 24-hour --------------------------------------------------------------------- factor = 1.000 Adjusted rainfall = 8.400(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 163.99 (CFS)) 1 4.769 7.821 2 24.626 32.564 3 52.511 45.730 4 68.732 26.600 5 76.625 12.944 6 81.815 8.511 7 85.697 6.366 8 88.608 4.775 9 90.962 3.860 10 92.765 2.956 11 94.161 2.291 12 95.442 2.100 13 96.478 1.699 14 97.319 1.380 15 98.019 1.148 16 98.574 0.910 17 99.007 0.709 18 99.431 0.696 19 100.000 0.348 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4549 0.4549 2 0.6003 0.1454 3 0.7060 0.1057 4 0.7921 0.0861 5 0.8661 0.0740 6 0.9316 0.0655 7 0.9908 0.0592 8 1.0452 0.0544 9 1.0956 0.0504 10 1.1428 0.0472 11 1.1872 0.0444 12 1.2292 0.0420 13 1.2897 0.0605 14 1.3483 0.0586 15 1.4053 0.0570 16 1.4608 0.0555 17 1.5149 0.0541 18 1.5677 0.0528 19 1.6194 0.0517 20 1.6700 0.0506 21 1.7196 0.0496 22 1.7682 0.0487 23 1.8160 0.0478 24 1.8630 0.0470 25 1.9092 0.0462 26 1.9546 0.0455 27 1.9994 0.0448 28 2.0435 0.0441 29 2.0869 0.0435 30 2.1298 0.0429 31 2.1721 0.0423 32 2.2139 0.0418 33 2.2551 0.0412 34 2.2959 0.0407 35 2.3362 0.0403 36 2.3760 0.0398 37 2.4153 0.0393 38 2.4542 0.0389 39 2.4927 0.0385 40 2.5309 0.0381 41 2.5686 0.0377 42 2.6060 0.0374 43 2.6430 0.0370 44 2.6797 0.0367 45 2.7160 0.0363 46 2.7520 0.0360 47 2.7877 0.0357 48 2.8231 0.0354 49 2.8582 0.0351 50 2.8931 0.0348 51 2.9276 0.0345 52 2.9619 0.0343 53 2.9959 0.0340 54 3.0297 0.0338 55 3.0632 0.0335 56 3.0964 0.0333 57 3.1295 0.0330 58 3.1622 0.0328 59 3.1948 0.0326 60 3.2272 0.0323 61 3.2593 0.0321 62 3.2912 0.0319 63 3.3229 0.0317 64 3.3545 0.0315 65 3.3858 0.0313 66 3.4169 0.0311 67 3.4478 0.0309 68 3.4786 0.0308 69 3.5092 0.0306 70 3.5396 0.0304 71 3.5698 0.0302 72 3.5998 0.0301 73 3.6303 0.0305 74 3.6606 0.0303 75 3.6908 0.0302 76 3.7208 0.0300 77 3.7506 0.0298 78 3.7803 0.0297 79 3.8099 0.0295 80 3.8393 0.0294 81 3.8686 0.0293 82 3.8977 0.0291 83 3.9267 0.0290 84 3.9555 0.0288 85 3.9842 0.0287 86 4.0128 0.0286 87 4.0413 0.0285 88 4.0696 0.0283 89 4.0978 0.0282 90 4.1259 0.0281 91 4.1538 0.0280 92 4.1817 0.0278 93 4.2094 0.0277 94 4.2370 0.0276 95 4.2645 0.0275 96 4.2919 0.0274 97 4.3192 0.0273 98 4.3463 0.0272 99 4.3734 0.0271 100 4.4003 0.0269 101 4.4272 0.0268 102 4.4539 0.0267 103 4.4805 0.0266 104 4.5071 0.0265 105 4.5335 0.0264 106 4.5599 0.0263 107 4.5861 0.0262 108 4.6123 0.0261 109 4.6383 0.0261 110 4.6643 0.0260 111 4.6901 0.0259 112 4.7159 0.0258 113 4.7416 0.0257 114 4.7672 0.0256 115 4.7927 0.0255 116 4.8182 0.0254 117 4.8435 0.0253 118 4.8688 0.0253 119 4.8940 0.0252 120 4.9191 0.0251 121 4.9441 0.0250 122 4.9690 0.0249 123 4.9939 0.0249 124 5.0186 0.0248 125 5.0433 0.0247 126 5.0680 0.0246 127 5.0925 0.0245 128 5.1170 0.0245 129 5.1414 0.0244 130 5.1657 0.0243 131 5.1899 0.0243 132 5.2141 0.0242 133 5.2382 0.0241 134 5.2623 0.0240 135 5.2862 0.0240 136 5.3101 0.0239 137 5.3340 0.0238 138 5.3577 0.0238 139 5.3814 0.0237 140 5.4051 0.0236 141 5.4286 0.0236 142 5.4521 0.0235 143 5.4756 0.0234 144 5.4989 0.0234 145 5.5222 0.0233 146 5.5455 0.0232 147 5.5687 0.0232 148 5.5918 0.0231 149 5.6149 0.0231 150 5.6379 0.0230 151 5.6608 0.0229 152 5.6837 0.0229 153 5.7065 0.0228 154 5.7293 0.0228 155 5.7520 0.0227 156 5.7746 0.0227 157 5.7972 0.0226 158 5.8198 0.0225 159 5.8423 0 0225 160 5.8647 0.0224 161 5.8871 0.0224 162 5.9094 0.0223 163 5.9317 0.0223 164 5.9539 0.0222 165 5.9760 0.0222 166 5.9982 0.0221 167 6.0202 0.0221 168 6.0422 0.0220 169 6.0642 0.0220 170 6.0861 0.0219 171 6.1079 0.0219 172 6.1298 0.0218 173 6.1515 0.0218 174 6.1732 0.0217 175 6.1949 0.0217 176 6.2165 0.0216 177 6.2381 0.0216 178 6.2596 0.0215 179 6.2810 0.0215 180 6.3025 0.0214 181 6.3238 0.0214 182 6.3452 0.0213 183 6.3665 0.0213 184 6.3877 0.0212 185 6.4089 0.0212 186 6.4301 0.0212 187 6.4512 0.0211 188 6.4722 0.0211 189 6.4932 0.0210 190 6.5142 0.0210 191 6.5352 0.0209 192 6.5561 0.0209 193 6.5769 0.0208 194 6.5977 0.0208 195 6.6185 0.0208 196 6.6392 0.0207 197 6.6599 0.0207 198 6.6805 0.0206 199 6.7011 0.0206 200 6.7217 0.0206 201 6.7422 0.0205 202 6.7627 0.0205 203 6.7831 0.0204 204 6.8035 0.0204 205 6.8239 0.0204 206 6.8442 0.0203 207 6.8645 0.0203 208 6.8848 0.0203 209 6.9050 0.0202 210 6.9252 0.0202 211 6.9453 0.0201 212 6.9654 0.0201 213 6.9855 0.0201 214 7.0055 0.0200 215 7.0255 0.0200 216 7.0454 0.0200 217 7.0653 0.0199 218 7.0852 0.0199 219 7.1051 0.0198 220 7.1249 0.0198 221 7.1447 0.0198 222 7.1644 0.0197 223 7.1841 0.0197 224 7.2038 0.0197 225 7.2234 0.0196 226 7.2430 0.0196 227 7.2626 0.0196 228 7.2821 0.0195 229 7.3017 0.0195 230 7.3211 0.0195 231 7.3406 0.0194 232 7.3600 0.0194 233 7.3793 0.0194 234 7.3987 0.0193 235 7.4180 0.0193 236 7.4373 0.0193 237 7.4565 0.0192 238 7.4757 0.0192 239 7.4949 0.0192 240 7.5141 0.0192 241 7.5332 0.0191 242 7.5523 0.0191 243 7.5713 0.0191 244 7.5904 0.0190 245 7.6094 0.0190 246 7.6283 0.0190 247 7.6473 0.0189 248 7.6662 0.0189 249 7.6851 0.0189 250 7.7039 0.0188 251 7.7227 0.0188 252 7.7415 0.0188 253 7.7603 0.0188 254 7.7790 0.0187 255 7.7977 0.0187 256 7.8164 0.0187 257 7.8350 0.0186 258 7.8537 0.0186 259 7.8723 0.0186 260 7.8908 0.0186 261 7.9094 0.0185 262 7.9279 0.0185 263 7.9463 0.0185 264 7.9648 0.0185 265 7.9832 0.0184 266 8.0016 0.0184 267 8.0200 0.0184 268 8.0383 0.0183 269 8.0567 0.0183 270 8.0750 0.0183 271 8.0932 0.0183 272 8.1115 0.0182 273 8.1297 0.0182 274 8.1479 0.0182 275 8.1660 0.0182 276 8.1842 0.0181 277 8.2023 0.0181 278 8.2204 0.0181 279 8.2384 0.0181 280 8.2565 0.0180 281 8.2745 0.0180 282 8.2925 0.0180 283 8.3104 0.0180 284 8.3284 0.0179 285 8.3463 0.0179 286 8.3642 0.0179 287 8.3820 0.0179 288 8.3999 0.0178 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0178 0.0084 0.0095 2 0.0179 0.0084 0.0095 3 0.0179 0.0084 0.0095 4 0.0179 0.0084 0.0095 5 0.0180 0.0084 0.0095 6 0.0180 0.0085 0.0096 7 0.0181 0.0085 0.0096 8 0.0181 0.0085 0.0096 9 0.0181 0.0085 0.0096 10 0.0182 0.0085 0.0096 11 0.0182 0.0086 0.0097 12 0.0182 0.0086 0.0097 13 0.0183 0.0086 0.0097 14 0.0183 0.0086 0.0097 15 0.0184 0.0086 0.0097 16 0.0184 0.0086 0.0098 17 0.0185 0.0087 0.0098 18 0.0185 0.0087 0.0098 19 0.0185 0.0087 0.0098 20 0.0186 0.0087 0.0098 21 0.0186 0.0087 0.0099 22 0.0186 0.0088 0.0099 23 0.0187 0.0088 0.0099 24 0.0187 0.0088 0.0099 25 0.0188 0.0088 0.0100 26 0.0188 0.0088 0.0100 27 0.0189 0.0089 0.0100 28 0.0189 0.0089 0.0100 29 0.0190 0.0089 0.0101 30 0.0190 0.0089 0.0101 31 0.0191 0.0090 0.0101 32 0.0191 0.0090 0.0101 33 0.0192 0.0090 0.0102 34 0.0192 0.0090 0.0102 35 0.0192 0.0090 0.0102 36 0.0193 0.0091 0.0102 37 0.0193 0.0091 0.0103 38 0.0194 0.0091 0.0103 39 0.0194 0.0091 0.0103 40 0.0195 0.0091 0.0103 41 0.0195 0.0092 0.0104 42 0.0196 0.0092 0.0104 43 0.0196 0.0092 0.0104 44 0.0197 0.0092 0.0104 45 0.0197 0.0093 0.0105 46 0.0198 0.0093 0.0105 47 0.0198 0.0093 0.0105 48 0.0199 0.0093 0.0105 49 0.0200 0.0094 0.0106 50 0.0200 0.0094 0.0106 51 0.0201 0.0094 0.0106 52 0.0201 0.0094 0.0107 53 0.0202 0.0095 0.0107 54 0.0202 0.0095 0.0107 55 0.0203 0.0095 0.0108 56 0.0203 0.0095 0.0108 57 0.0204 0.0096 0.0108 58 0.0204 0.0096 0.0108 59 0.0205 0.0096 0.0109 60 0.0206 0.0097 0.0109 61 0.0206 0.0097 0.0109 62 0.0207 0.0097 0.0110 63 0.0208 0.0098 0.0110 64 0.0208 0.0098 0.0110 65 0.0209 0.0098 0.0111 66 0.0209 0.0098 0.0111 67 0.0210 0.0099 0.0111 68 0.0211 0.0099 0.0112 69 0.0212 0.0099 0.0112 70 0.0212 0.0100 0.0112 71 0.0213 0.0100 0.0113 72 0.0213 0.0100 0.0113 73 0.0214 0.0101 0.0114 74 0.0215 0.0101 0.0114 75 0.0216 0.0101 0.0114 76 0.0216 0.0101 0.0115 77 0.0217 0.0102 0.0115 78 0.0218 0.0102 0.0115 79 0.0219 0.0103 0.0116 80 0.0219 0.0103 0.0116 81 0.0220 0.0103 0.0117 82 0.0221 0.0104 0.0117 83 0.0222 0.0104 0.0118 84 0.0222 0.0104 0.0118 85 0.0223 0.0105 0.0118 86 0.0224 0.0105 0.0119 87 0.0225 0.0106 0.0119 88 0.0225 0.0106 0.0120 89 0.0227 0.0106 0.0120 90 0.0227 0.0107 0.0120 91 0.0228 0.0107 0.0121 92 0.0229 0.0107 0.0121 93 0.0230 0.0108 0.0122 94 0.0231 0.0108 0.0122 95 0.0232 0.0109 0.0123 96 0.0232 0.0109 0.0123 97 0.0234 0.0110 0.0124 98 0.0234 0.0110 0.0124 99 0.0236 0.0111 0.0125 100 0.0236 0.0111 0.0125 101 0.0238 0.0112 0.0126 102 0.0238 0.0112 0.0126 103 0.0240 0.0113 0.0127 104 0.0240 0.0113 0.0127 105 0.0242 0.0114 0.0128 106 0.0243 0.0114 0.0129 107 0.0244 0.0115 0.0129 108 0.0245 0.0115 0.0130 109 0.0246 0.0116 0.0131 110 0.0247 0.0116 0.0131 111 0.0249 0.0117 0.0132 112 0.0249 0.0117 0.0132 113 0.0251 0.0118 0.0133 114 0.0252 0.0118 0.0134 115 0.0253 0.0119 0.0134 116 0.0254 0.0119 0.0135 117 0.0256 0.0120 0.0136 118 0.0257 0.0121 0.0136 119 0.0259 0.0121 0.0137 120 0.0260 0.0122 0.0138 121 0.0261 0.0123 0.0139 122 0.0262 0.0123 0.0139 123 0.0264 0.0124 0.0140 124 0.0265 0.0125 0.0141 125 0.0267 0.0126 0.0142 126 0.0268 0.0126 0.0142 127 0.0271 0.0127 0.0143 128 0.0272 0.0128 0.0144 129 0.0274 0.0129 0.0145 130 0.0275 0.0129 0.0146 131 0.0277 0.0130 0.0147 132 0.0278 0.0131 0.0148 133 0.0281 0.0132 0.0149 134 0.0282 0.0132 0.0150 135 0.0285 0.0134 0.0151 136 0.0286 0.0134 0.0152 137 0.0288 0.0135 0.0153 138 0.0290 0.0136 0.0154 139 0.0293 0.0137 0.0155 140 0.0294 0.0138 0.0156 141 0.0297 0.0139 0.0158 142 0.0298 0.0140 0.0158 143 0.0302 0.0142 0.0160 144 0.0303 0.0142 0.0161 145 0.0301 0.0141 0.0159 146 0.0302 0.0142 0.0160 147 0.0306 0.0144 0.0162 148 0.0308 0.0144 0.0163 149 0.0311 0.0146 0.0165 150 0.0313 0.0147 0.0166 151 0.0317 0.0149 0.0168 152 0.0319 0.0150 0.0169 153 0.0323 0.0152 0.0172 154 0.0326 0.0153 0.0173 155 0.0330 0.0155 0.0175 156 0.0333 0.0156 0.0176 157 0.0338 0.0159 0.0179 158 0.0340 0.0160 0.0180 159 0.0345 0.0162 0.0183 160 0.0348 0.0164 0.0185 161 0.0354 0.0166 0.0188 162 0.0357 0.0168 0.0189 163 0.0363 0.0171 0.0193 164 0.0367 0.0172 0.0195 165 0.0374 0.0175 0.0198 166 0.0377 0.0177 0.0200 167 0.0385 0.0181 0.0204 168 0.0389 0.0183 0.0206 169 0.0398 0.0187 0.0211 170 0.0403 0.0189 0.0214 171 0.0412 0.0194 0.0219 172 0.0418 0.0196 0.0222 173 0.0429 0.0201 0.0227 174 0.0435 0.0204 0.0231 175 0.0448 0.0210 0.0237 176 0.0455 0.0213 0.0241 177 0.0470 0.0221 0.0249 178 0.0478 0.0224 0.0253 179 0.0496 0.0233 0.0263 180 0.0506 0.0238 0.0268 181 0.0528 0.0248 0.0280 182 0.0541 0.0254 0.0287 183 0.0570 0.0268 0.0302 184 0.0586 0.0275 0.0311 185 0.0420 0.0197 0.0223 186 0.0444 0.0209 0.0236 187 0.0504 0.0237 0.0267 188 0.0544 0.0255 0.0288 189 0.0655 0.0308 0.0348 190 0.0740 0.0347 0.0392 191 0.1057 0.0482 0.0575 192 0.1454 0.0482 0.0972 193 0.4549 0.0482 0.4067 194 0.0861 0.0404 0.0457 195 0.0592 0.0278 0.0314 196 0.0472 0.0221 0.0250 197 0.0605 0.0284 0.0321 198 0.0555 0.0260 0.0294 199 0.0517 0.0243 0.0274 200 0.0487 0.0229 0.0258 201 0.0462 0.0217 0.0245 202 0.0441 0.0207 0.0234 203 0.0423 0.0199 0.0224 204 0.0407 0.0191 0.0216 205 0.0393 0.0185 0.0209 206 0.0381 0.0179 0.0202 207 0.0370 0.0174 0.0196 208 0.0360 0.0169 0.0191 209 0.0351 0.0165 0.0186 210 0.0343 0.0161 0.0182 211 0.0335 0.0157 0.0178 212 0.0328 0.0154 0.0174 213 0.0321 0.0151 0.0170 214 0.0315 0.0148 0.0167 215 0.0309 0.0145 0.0164 216 0.0304 0.0143 0.0161 217 0.0305 0.0143 0.0162 218 0.0300 0.0141 0.0159 219 0.0295 0.0139 0.0157 220 0.0291 0.0137 0.0154 221 0.0287 0.0135 0.0152 222 0.0283 0.0133 0.0150 223 0.0280 0.0131 0.0148 224 0.0276 0.0130 0.0146 225 0.0273 0.0128 0.0145 226 0.0269 0.0127 0.0143 227 0.0266 0.0125 0.0141 228 0.0263 0.0124 0.0140 229 0.0261 0.0122 0.0138 230 0.0258 0.0121 0.0137 231 0.0255 0.0120 0.0135 232 0.0253 0.0119 0.0134 233 0.0250 0.0117 0.0133 234 0.0248 0.0116 0.0131 235 0.0245 0.0115 0.0130 236 0.0243 0.0114 0.0129 237 0.0241 0.0113 0.0128 238 0.0239 0.0112 0.0127 239 0.0237 0.0111 0.0126 240 0.0235 0.0110 0.0125 241 0.0233 0.0109 0.0124 242 0.0231 0.0109 0.0123 243 0.0229 0.0108 0.0122 244 0.0228 0.0107 0.0121 245 0.0226 0.0106 0.0120 246 0.0224 0.0105 0.0119 247 0.0223 0.0105 0.0118 248 0.0221 0.0104 0.0117 249 0.0220 0.0103 0.0116 250 0.0218 0.0102 0.0116 251 0.0217 0.0102 0.0115 252 0.0215 0.0101 0.0114 253 0.0214 0.0100 0.0113 254 0.0212 0.0100 0.0113 255 0.0211 0.0099 0.0112 256 0.0210 0.0099 0.0111 257 0.0208 0.0098 0.0111 258 0.0207 0.0097 0.0110 259 0.0206 0.0097 0.0109 260 0.0205 0.0096 0.0109 261 0.0204 0.0096 0.0108 262 0.0203 0.0095 0.0107 263 0.0201 0.0095 0.0107 264 0.0200 0.0094 0.0106 265 0.0199 0.0094 0.0106 266 0.0198 0.0093 0.0105 267 0.0197 0.0093 0.0105 268 0.0196 0.0092 0.0104 269 0.0195 0.0092 0.0103 270 0.0194 0.0091 0.0103 271 0.0193 0.0091 0.0102 272 0.0192 0.0090 0.0102 273 0.0191 0.0090 0.0101 274 0.0190 0.0089 0.0101 275 0.0189 0.0089 0.0100 276 0.0188 0.0089 0.0100 277 0.0188 0.0088 0.0100 278 0.0187 0.0088 0.0099 279 0.0186 0.0087 0.0099 280 0.0185 0.0087 0.0098 281 0.0184 0.0087 0.0098 282 0.0183 0.0086 0.0097 283 0.0183 0.0086 0.0097 284 0.0182 0.0085 0.0096 285 0.0181 0.0085 0.0096 286 0.0180 0.0085 0.0096 287 0.0180 0.0084 0.0095 288 0.0179 0.0084 0.0095 -------------------------------------------------------------------- Total soil rain loss = 3.76(In) Total effective rainfall = 4.64(In) Peak flow rate in flood hydrograph = 24.84(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q 0+10 0.0031 0.38 Q 0+15 0.0088 0.82 VQ 0+20 0.0161 1.07 VQ 0+25 0.0243 1.19 VQ 0+30 0.0331 1.28 VQ 0+35 0.0424 1.34 VQ 0+40 0.0519 1.39 VQ 0+45 0.0617 1.43 VQ 0+50 0.0718 1.46 VQ 0+55 0.0820 1.48 VQ 1+ 0 0.0923 1.51 V Q 1+ 5 0.1028 1.52 V Q 1+10 0.1134 1.54 V Q 1+15 0.1242 1.55 V Q 1+20 0.1349 1.57 IVQ 1+25 0.1458 1.58 IVQ 1+30 0.1567 1.59 IVQ 1+35 0.1677 1.59 IVQ 1+40 0.1787 1.60 IVQ 1+45 0.1897 1.60 IVQ 1+50 0.2008 1.60 IVQ 1+55 0.2119 1.61 IVQ 2+ 0 0.2230 1.61 IVQ 2+ 5 0.2341 1.62 IVQ 2+10 0.2452 1.62 IVQ 2+15 0.2564 1.62 IVQ 2+20 0.2676 1.63 I Q 2+25 0.2788 1.63 I Q 2+30 0.2901 1.63 I Q 2+35 0.3014 1.64 I Q 2+40 0.3127 1.64 I Q 2+45 0.3240 1.65 I Q 2+50 0.3354 1.65 I Q 2+55 0.3468 1.65 I Q 3+ 0 0.3582 1.66 I Q 3+ 5 0.3696 1.66 I Q 3+10 0.3811 1.67 I Q 3+15 0.3926 1.67 I QV 3+20 0.4041 1.67 I QV 3+25 0.4157 1.68 I QV 3+30 0.4273 1.68 I QV 3+35 0.4389 1.69 I QV 3+40 0.4505 1.69 I QV 3+45 0.4622 1.70 I QV 3+50 0.4739 1.70 I QV 3+55 0.4856 1.70 I QV 4+ 0 0.4974 1.71 I QV 4+ 5 0.5092 1.71 I QV 4+10 0.5210 1.72 I QV 4+15 0.5329 1.72 I Q V 4+20 0.5448 1.73 I Q V 4+25 0.5567 1.73 I Q V 4+30 0.5686 1.74 I Q V 4+35 0.5806 1.74 I Q V 4+40 0.5927 1.75 I Q V 4+45 0.6047 1.75 I Q V 4+50 0.6168 1.76 I Q V 4+55 0.6289 1.76 I Q V 5+ 0 0.6411 1.77 I Q V 5+ 5 0.6533 -1.77 I Q V 5+10 0.6655 1.78 I Q V 5+15 0.6778 1.78 I Q V 5+20 0.6901 1.79 I Q V 5+25 0.7024 1.79 I Q V 5+30 0.7148 1.80 I Q V 5+35 0.7272 1.80 1 Q V 5+40 0.7396 1.81 Q V 5+45 0.7521 1.81 I Q V 5+50 0.7646 1.82 I Q V 5+55 0.7772 1.82 I Q V 6+ 0 0.7898 1.83 I Q V 6+ 5 0.8025 1.84 I Q V 6+10 0.8151 1.84 I Q V 6+15 0.8279 1.85 I Q V 6+20 0.8406 1.85 I Q V 6+25 0.8534 1.86 I Q V 6+30 0.8663 1.87 I Q V 6+35 0.8792 1.87 I Q V 6+40 0.8921 1.88 I Q V 6+45 0.9051 1.88 I Q V 6+50 0.9181 1.89 I Q V 6+55 0.9312 1.90 I Q V 7+ 0 0.9443 1.90 I Q V 7+ 5 0.9574 1.91 I Q V 7+10 0.9706 1.92 I Q V 7+15 0.9839 1.92 I Q V 7+20 0.9972 1.93 I Q V 7+25 1.0105 1.94 I Q V 7+30 1.0239 1.94 I Q V 7+35 1.0373 1.95 I Q V 7+40 1.0508 1.96 I Q V 7+45 1.0644 1.97 I Q V 7+50 1.0780 1.97 I Q V 7+55 1.0916 1.98 Q V 8+ 0 1.1053 1.99 I Q V 8+ 5 1.1191 2.00 I Q V 8+10 1.1329 2.00 I Q V 8+15 1.1467 2.01 I Q V 8+20 1.1607 2.02 I Q V 8+25 1.1746 2.03 I Q V 8+30 1.1887 2.04 I Q VI 8+35 1.2028 2.05 I Q VI 8+40 1.2169 2.05 I Q VI 8+45 1.2311 2.06 I Q VI 8+50 1.2454 2.07 I Q VI 8+55 1.2597 2.08 I Q VI 9+ 0 1.2741 2.09 I Q VI 9+ 5 1.2886 2.10 I Q VI 9+10 1.3031 2.11 I Q VI 9+15 1.3177 2.12 I Q V 9+20 1.3324 2.13 I Q V 9+25 1.3471 2.14 I Q V 9+30 1.3619 2.15 I Q V 9+35 1.3767 2.16 I Q V 9+40 1.3917 2.17 I Q V 9+45 1.4067 2.18 I Q V 9+50 1.4218 2.19 I Q V 9+55 1.4369 2.20 I Q IV 10+ 0 1.4522 2.21 I Q IV 10+ 5 1.4675 2.22 I Q IV 10+10 1.4829 2.24 I Q IV 10+15 1.4984 2.25 I Q IV 10+20 1.5139 2.26 1 Q IV 10+25 1.5296 2.27 I Q IV 10+30 1.5453 2.28 I Q IV 10+35 1.5611 2.30 I Q IV 10+40 1.5770 2.31 I Q I V 10+45 1.5930 2.32 I Q I V 10+50 1.6091 2.34 I Q I V 10+55 1.6253 2.35 I Q I V 11+ 0 1.6416 2.37 I Q I V 11+ 5 1.6580 2.38 I Q I V 11+10 1.6745 2.39 I Q I V 11+15 1.6911 2.41 Q I V 11+20 1.7078 2.43 I Q I V 11+25 1.7246 2.44 I Q I V 11+30 1.7415 2.46 I Q I V 11+35 1.7586 2.47 I Q I V 11+40 1.7757 2.49 I Q I V 11+45 1.7930 2.51 I Q I V 11+50 1.8104 2.53 I Q I V 11+55 1.8279 2.54 I Q I V 12+ 0 1.8456 2.56 I Q I V 12+ 5 1.8634 2.58 I Q I V 12+10 1.8812 2.59 I Q I V 12+15 1.8991 2.60 I Q I V I I I 12+20 1.9171 2.61 I Q I V 12+25 1.9352 2.63 I Q I V 12+30 1.9534 2.65 I Q I V 12+35 1.9718 2.67 I Q I V 12+40 1.9903 2.69 I Q I V 12+45 2.0090 2.71 I Q I V 12+50 2.0279 2.74 I Q I V 12+55 2.0469 2.77 I Q I V 13+ 0 2.0661 2.79 I Q I V 13+ 5 2.0856 2.82 I Q I V 13+10 2.1052 2.85 I Q I V 13+15 2.1250 2.88 I Q I V 13+20 2.1451 2.91 I Q I V 13+25 2.1653 2.94 I Q I V 13+30 2.1858 2.98 I Q I V 13+35 2.2066 3.01 I Q I V 13+40 2.2276 3.05 I Q I V 13+45 2.2489 3.09 I Q I V 13+50 2.2704 3.13 I Q I V 13+55 2.2923 3.17 Q I V 14+ 0 2.3145 3.22 I Q I V 14+ 5 2.3370 3.27 I Q I V 14+10 2.3598 3.32 I Q I V 14+15 2.3830 3.37 I Q I V 14+20 2.4066 3.43 I Q I V 14+25 2.4306 3.49 I Q I V 14+30 2.4551 3.55 I Q I V 14+35 2.4800 3.62 I Q I V 14+40 2.5054 3.69 I Q I VI 14+45 2.5313 3.77 I Q I VI 14+50 2.5578 3.85 I Q I VI 14+55 2.5850 3.94 I Q I VI 15+ 0 2.6128 4.04 I Q I V 1S+ 5 2.6414 4.15 I Q I V 15+10 2.6708 4.27 Q V I I 15+15 2.7011 4.40 Q V 15+20 2.7324 4.55 Q V 15+25 2.7643 4.63 Q IV 15+30 2.7951 4.47 I Q IV 15+35 2.8240 4.21 Q I IV 15+40 2.8529 4.19 I Q I IV 15+45 2.8833 4.41 I Q I V 15+50 2.9162 4.78 I Q I I V 15+55 2.9535 5.41 I Q I I V 16+ 0 2.9998 6.72 Q I I V 16+ 5 3.0788 11.48 I Q I VV 16+10 3.2246 21.17 Q 16+15 3.3957 24.84 I I I V I Q 16+20 3.5112 16.78 I I I Q V I 16+25 3.5862 10.88 I I Q I V I 16+30 3.6465 8.76 I IQ I V I 16+35 3.7003 7.81 I Q I V I 16+40 3.7486 7.01 I QI I V I 16+45 3.7926 6.38 I Q I I VI 16+50 3.8325 5.79 I Q I I VI 16+55 3.8692 5.33 I Q I I VI 17+ 0 3.9039 5.05 I Q I I VI 17+ 5 3.9364 4.71 I Q I I V 17+10 3.9668 4.43 I Q I I V 17+15 3.9956 4.18 I Q I I V 17+20 4.0228 3.95 I Q I I V 17+25 4.0487 3.75 I Q I I V 17+30 4.0735 3.61 I Q I I IV 17+35 4.0967 3.36 I Q I I IV 17+40 4.1183 3.14 I Q I I IV 17+45 4.1393 3.05 I Q I IV 17+50 4.1598 2.98 I Q I IV 17+55 4.1799 2.91 I Q I I V 18+ 0 4.1995 2.85 I Q I I I V 18+ 5 4.2187 2.79 I Q I I I V 18+10 4.2376 2.74 I Q I I I V 18+15 4.2562 2.71 I Q I I I V 18+20 4.2746 2.67 I Q I ( I V 18+25 4.2927 2.63 I Q I I I V 18+30 4.3105 2.59 I Q I I I V 18+35 4.3280 2.55 I Q I I I V 18+40 4.3453 2.51 Q I I I V 18+45 4.3624 2.48 I Q I I I V 18+50 4.3792 2.45 I Q I I I V 18+55 4.3959 2.41 I Q I I V 19+ 0 4.4123 2.38 I Q I I I V 19+ 5 4.4285 2.36 I Q I I I V 19+10 4.4445 2.33 I Q I I I V 19+15 4.4604 2.30 I Q I I ( V 19+20 4.4761 -2.28 QI V 19+25 4.4916 2.25 I Q I I I V 19+30 4.5069 2.23 I Q I I I V 19+35 4.5221 2.21 I Q I I I V 19+40 4.5371 2.18 I Q I I I V 19+45 4.5520 2.16 I Q I I I V 19+50 4.5668 2.14 I Q I I I V 19+55 4.5814 2.12 I Q v 20+ 0 4.5959 2.10 Q v 20+ 5 4.6102 2.08 I Q v 20+10 4.6244 2.07 I Q v 20+15 4.6385 2.05 I Q v 20+20 4.6525 2.03 I Q v 20+25 4.6664 2.01 I Q v 20+30 4.6802 2.00 I Q v 20+35 4.6938 1.98 I Q v 20+40 4.7074 1.97 I Q v 20+45 4.7208 1.95 I Q v 20+50 4.7342 1.94 I Q v 20+55 4.7475 1.93 I Q I v 21+ 0 4.7606 1.91 I Q v 21+ 5 4.737 1.90 I Q v 21+10 4.7867 1.89 I Q v 21+15 4.7996 1.87 I Q v 21+20 4.8124 1.86 I Q v 21+25 4.8251 1.85 I Q v 21+30 4.8378 1.84 I Q v 21+35 4.8503 1.83 I Q v 21+40 4.8628 1.81 I Q v 21+45 4.8752 1.80 I Q v 21+50 4.8876 1.79 I Q I v 21+55 4.8999 1.78 I Q I v 22+ 0 4.9121 1.77 I Q ( v 22+ 5 4.9242 1.76 I Q v 22+10 4.9362 1.75 I Q v 22+15 4.9482 1.74 I Q v 22+20 4.9602 1.73 I Q v 22+25 4.9720 1.72 I Q v 22+30 4.9838 1.71 I Q v 22+35 4.9956 1.70 I Q v 22+40 5.0073 1.70 I Q v 22+45 5.0189 1.69 I Q v 22+50 5.0304 1.68 I Q v 22+55 5.0419 1.67 I Q v 23+ 0 5.0534 1.66 I Q v 23+ 5 5.0648 1.65 I Q v 23+10 5.0761 1.65 I Q v 23+15 5.0874 1.64 Q v 23+20 5.0986 1.63 I Q VI 23+25 5.1098 1.62 I Q VI 23+30 5.1209 1.62 I Q VI 23+35 5.1320 1.61 I Q VI 23+40 5.1430 1.60 I Q vi 23+45 5.1540 1.59 Q v 23+50 5.1649 1.59 I Q VI 23+55 5.1758 1.58 I Q VI 24+ 0 5.1867 1.57 I Q I v) 24+ 5 5.1969 11.49 IQ v 24+10 5.2051 1.18 IQ VI 24+15 5.2102 0.74 Q I ( I VI 24+20 5.2133 0.49 Q I I I VI 24+25 5.2160 0.36 Q I I I VI 24+30 5.2180 0.28 Q I I I VI 24+35 5.2195 0.22 Q I I I vi 24+40 5.2207 0.17 Q I I 24+45 5.2216 0.14 Q 24+50 5.2224 0.11 Q 24+55 5.2230 0.09 Q 25+ 0 5.2234 0.07 Q 25+ 5 5.2238 0.05 Q 25+10 5.2240 0.04 Q 25+15 5.2242 0.03 Q 25+20 5.2243 0.02 Q 25+25 5.2244 0.01 Q 25+30 ----------------------------------------------------------------------- 5.2244 0.00 Q VI VI VI VI VI VI VI VI VI VI VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 3HR Q2 DEVELOPED HYDROLOGY 02/12/07 DMB 453313Q2DEV.OUT -------------------------------------------------------------------- Storm Event Year = 2 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 0.80 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 16.6 12.11 1.000 1.000 0.682 0.682 Area -averaged adjusted loss rate Fm (In/Hr) = 0.682 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 8.26 0.682 32.0 16.6 7.50 0.000 3.85 0.318 98.0 98.0 0.20 0.853 Area -averaged catchment yield fraction, Y = 0.271 Area -averaged low loss fraction, Yb = 0.729 User entry of time of concentration = 0.126 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.101 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 82.4103 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.682(In/Hr) Average low loss rate fraction (Yb) = 0.729 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.272(In) Computed peak 30 -minute rainfall = 0.557(In) Specified peak 1 -hour rainfall = 0.735(In) Computed peak 3 -hour rainfall = 0.774(In) Specified peak 6 -hour rainfall = 0.800(In) Specified peak 24-hour rainfall = 1.500(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.272(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.557(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.735(In) 3 -hour factor = 1.000 Adjusted rainfall = 0.774(In) 6 -hour factor = 1.000 Adjusted rainfall = 0.800(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 1.500(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 11.955 17.509 2 66.074 79.259 3 94.692 41.913 4 98.992 6.297 5 100.000 1.476 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (in) (In) 1 0.2720 0.2720 2 0.3590 0.0869 3 0.4222 0.0632 4 0.4737 0.0515 5 0.5179 0.0442 6 0.5571 0.0392 7 0.5925 0.0354 8 0.6250 0.0325 9 0.6551 0.0302 10 0.6833 0.0282 11 0.7099 0.0266 12 0.7350 0.0251 13 0.7378 0.0028 14 0.7404 0.0026 15 0.7429 0.0024 16 0.7451 0.0023 17 0.7473 0.0021 18 0.7493 0.0020 19 0.7512 0.0019 20 0.7531 0.0018 21 0.7548 0.0017 22 0.7565 0.0017 23 0.7581 0.0016 24 0.7596 0.0015 25 0.7611 0.0015 26 0.7625 0.0014 27 0.7638 0.0014 28 0.7652 0.0013 29 0.7664 0.0013 30 0.7677 0.0012 31 0.7689 0.0012 32 0.7700 0.0012 33 0.7711 0.0011 34 0.7722 0.0011 35 0.7733 0.0011 36 0.7743 0.0010 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0010 0.0008 0.0003 2 0.0011 0.0008 0.0003 3 0.0011 0.0008 0.0003 4 0.0012 0.0008 0.0003 5 0.0012 0.0009 0.0003 6 0.0013 0.0009 0.0003 7 0.0014 0.0010 0.0004 8 0.0014 0.0010 0.0004 9 0.0015 0.0011 0.0004 10 0.0016 0.0012 0.0004 11 0.0017 0.0013 0.0005 12 0.0018 0.0013 0.0005 13 0.0020 0.0015 0.0006 14 0.0021 0.0016 0.0006 15 0.0024 0.0018 0.0007 16 0.0026 0.0019 0.0007 17 0.0251 0.0183 0.0068 18 0.0266 0.0193 0.0072 19 0.0302 0.0220 0.0082 20 0.0325 0.0237 0.0088 21 0.0392 0.0285 0.0106 22 0.0442 0.0322 0.0120 23 0.0632 0.0461 0.0172 24 0.0869 0.0568 0.0301 25 0.2720 0.0568 0.2152 26 0.0515 0.0375 0.0140 27 0.0354 0.0258 0.0096 28 0.0282 0.0205 0.0077 29 0.0028 0.0020 0.0008 30 0.0023 0.0017 0.0006 31 0.0019 0.0014 0.0005 32 0.0017 0.0012 0.0005 33 0.0015 0.0011 0.0004 34 0.0013 0.0010 0.0004 35 0.0012 0.0009 0.0003 36 0.0011 0.0008 0.0003 -------------------------------------------------------------------- Total soil rain loss = 0.42(In) Total effective rainfall = 0.36(In) Peak flow rate in flood hydrograph = 18.69(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q 0+10 0.0002 0.03 Q 0+15 0.0005 0.04 Q 0+20 0.0008 0.04 Q 0+25 0.0011 0.05 Q 0+30 0.0014 0.05 Q 0+35 0.0018 0.05 Q 0+40 0.0022 0.05 Q 0+45 0.0025 0.06 Q 0+50 0.0029 0.06 Q 0+55 0.0034 0.06 Q 1+ 0 0.0038 0.07 Q 1+ 5 0.0043 0.07 Q 1+10 0.0049 0.08 Q 1+15 0.0055 0.08 Q 1+20 0.0061 0.09 Q 1+25 0.0075 0.21 Q 1+30 0.0124 0.70 Q 1+35 0.0193 1.01 1Q 1+40 0.0272 1.15 I QV 1+45 0.0361 1.28 QV 1+50 0.0463 1.48 I Q V 1+55 0.0584 1.76 I Q V 2+ 0 0.0754 2.47 Q V 2+ 5 0.1234 6.96 I Q 2+10 0.2521 18.69 I ( V Q 2+15 0.3245 10.51 IQ V 2+20 0.3443 2.88 Q 2+25 0.3542 1.43 I Q 2+30 0.3574 0.47 Q 2+35 0.3585 0.15 Q 2+40 0.3591 0.09 Q 2+45 0.3596 0.07 Q 2+50 0.3600 0.06 Q 2+55 0.3604 0.05 Q 3+ 0 0.3607 0.05 Q 3+ 5 0.3610 0.04 Q 3+10 0.3611 0.01 Q 3+15 0.3611 0.00 Q 3+20 ----------------------------------------------------------------------- 0.3611 0.00 Q VI VI VI VI VI VI VI VI VI VI VI VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 3HR Q10 DEVELOPED HYDROLOGY 02/12/07 DMB 453313Q10DEV.OUT -------------------------------------------------------------------- Storm Event Year = 10 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 0.80 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** (Ac.) Fract SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 32.0 12.11 1.000 0.978 0.682 0.667 Area -averaged adjusted loss rate Fm (In/Hr) = 0.667 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 8.26 0.682 32.0 32.0 21.25 0.011 3.85 0.318 98.0 98.0 0.20 0.956 Area -averaged catchment yield fraction, Y = 0.312 Area -averaged low loss fraction, Yb = 0.688 User entry of time of concentration = 0.123 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.098 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 84.7573 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.667(In/Hr) Average low loss rate fraction (Yb) = 0.688 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.389(In) Computed peak 30 -minute rainfall = 0.796(In) Specified peak 1 -hour rainfall = 1.050(In) Computed peak 3 -hour rainfall = 1.708(In) Specified peak 6 -hour rainfall = 2.322(In) Specified peak 24-hour rainfall = 5.408(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.388(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.795(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.049(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.708(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.322(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 5.408(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 12.600 18.453 2 68.183 81.404 3 95.323 39.748 4 99.140 5.590 5 100.000 1.260 --------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3884 0.3884 2 0.5125 0.1241 3 0.6027 0.0902 4 0.6762 0.0735 5 0.7394 0.0631 6 0.7953 0.0559 7 0.8459 0.0506 8 0.8923 0.0464 9 0.9353 0.0430 10 0.9756 0.0403 11 1.0135 0.0379 12 1.0494 0.0359 13 1.0873 0.0379 14 1.1236 0.0363 15 1.1586 0.0349 16 1.1922 0.0336 17 1.2247 0.0325 18 1.2561 0.0314 19 1.2866 0.0305 20 1.3162 0.0296 21 1.3450 0.0288 22 1.3730 0.0280 23 1.4003 0.0273 24 1.4270 0.0267 25 1.4531 0.0261 26 1.4786 0.0255 27 1.5035 0.0250 28 1.5280 0.0244 29 1.5519 0.0240 30 1.5755 0.0235 31 1.5985 0.0231 32 1.6212 0.0227 33 1.6435 0.0223 34 1.6654 0.0219 35 1.6869 0.0215 36 1.7081 0.0212 --------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ---------------------------------------------------- 1 0.0212 0.0146 0.0066 2 0.0215 0.0148 0.0067 3 0.0223 0.0153 0.0069 4 0.0227 0.0156 0.0071 5 0.0235 0.0162 0.0073 6 0.0240 0.0165 0.0075 7 0.0250 0.0172 0.0078 8 0.0255 0.0175 0.0079 9 0.0267 0.0184 0.0083 10 0.0273 0.0188 0.0085 11 0.0288 0.0198 0.0090 12 0.0296 0.0204 0.0092 13 0.0314 0.0216 0.0098 14 0.0325 0.0224 0.0101 15 0.0349 0.0240 0.0109 16 0.0363 0.0250 0.0113 17 0.0359 0.0247 0.0112 18 0.0379 0.0261 0.0118 19 0.0430 0.0296 0.0134 20 0.0464 0.0319 0.0145 21 0.0559 0.0385 0.0174 22 0.0631 0.0435 0.0197 23 0.0902 0.0556 0.0347 24 0.1241 0.0556 0.0685 25 0.3884 0.0556 0.3328 26 0.0735 0.0506 0.0229 27 0.0506 0.0348 0.0158 28 0.0403 0.0277 0.0125 29 0.0379 0.0261 0.0118 30 0.0336 0.0232 0.0105 31 0.0305 0.0210 0.0095 32 0.0280 0.0193 0.0087 33 0.0261 0.0179 0.0081 34 0.0244 0.0168 0.0076 35 0.0231 0.0159 0.0072 36 -------------------------------------------- 0.0219 0.0151 0.0068 -------------------------------------------- Total soil rain loss = 0.93(In) Total effective rainfall = 0.78(In) Peak flow rate in flood hydrograph = 30.46(CFS) -------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------- Time(h+m) Volume Ac -Ft ------------------------ Q(CFS) ------------------------- 0 10.0 20.0 30.040.0 - --- ------ ------------------------------ 0+ 5 0.0008 0.12 Q 0+10 0.0054 0.66 Q 0+15 0.0119 0.94 Q 0+20 0.0187 1.00 Q 0+25 0.0258 1.03 IQ 0+30 0.0332 1.06 IQ 0+35 0.0407 1.09 IQV 0+40 0.0484 -1.13 IQV 0+45 0.0564 1.16 IQV 0+50 0.0647 1.20 IQ V 0+55 0.0733 1.24 IQ V 1+ 0 0.0822 1.30 IQ V 1+ 5 0.0914 1.35 IQ V 1+10 0.1012 1.41 IQ V 1+15 0.1113 1.48 IQ V I 1+20 0.1221 1.56 IQ V 1+25 0.1333 1.63 IQ V I 1+30 0.1447 1.65 IQ V I 1+35 0.1566 1.73 IQ V I 1+40 0.1697 1.90 IQ V 1+45 0.1843 2.11 I Q VI 1+50 0.2011 2.45 I Q V 1+55 0.2220 3.03 I Q IV 2+ 0 0.2563 4.98 I Q I V 2+ 5 0.3474 13.23 I I Q V I Q 2+10 0.5572 30.46 V 2+15 0.6661 15.81 I I Q I I V 2+20 0.6962 4.37Q V 2+25 0.7128 2.41 I Q I I I V 2+30 0.7250 1.77 IQ V 2+35 0.7360 1.59 IQ I I I V 2+40 0.7458 1.43 IQ V 2+45 0.7549 1.31 IQ I I I V 2+50 0.7632 1.22 IQ V 2+55 0.7711 1.14 IQ I I I VI 3+ 0 0.7784 1.07 IQ I I I VI 3+ 5 0.7846 0.89 Q I I I VI 3+10 0.7868 0.32 Q I I I VI 3+15 0.7871 0.05 Q I I I VI 3+20 ----------------------------------------------------------------- 0.7872 0.01 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ----------------------------------------------------------- - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 ------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 3HR Q25 DEVELOPED HYDROLOGY 02/12/07 DMB 453313Q25DEV.OUT ------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 ------------------------------------------------------- Rainfall data for year 2 12.11 6 0.80 ---------------------------------------------------------- Rainfall data for year 2 12.11 24 1.50 -------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 ------------------------------------------------------ Rainfall data for year 100 12.11 6 4.50 ----------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) AP Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 32.0 12.11 1.000 0.978 0.682 0.667 Area -averaged adjusted loss rate Fm (In/Hr) = 0.667 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 8.26 0.682 32.0 32.0 21.25 0.061 3.85 0.318 98.0 98.0 0.20 0.969 Area -averaged catchment yield fraction, Y = 0.350 Area -averaged low loss fraction, Yb = 0.650 User entry of time of concentration = 0.121 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.097 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 85.8045 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.667(In/Hr) Average low loss rate fraction (Yb) = 0.650 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.455(In) Computed peak 30 -minute rainfall = 0.931(In) Specified peak 1 -hour rainfall = 1.229(In) Computed peak 3 -hour rainfall = 2.205(In) Specified peak 6 -hour rainfall = 3.189(In) Specified peak 24-hour rainfall = 7.634(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.455(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.931(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.228(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.205(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.189(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 7.633(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 12.893 18.882 2 69.084 82.295 3 95.582 38.808 4 99.205 5.305 5 100.000 1.165 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4546 0.4546 2 0.5999 0.1453 3 0.7055 0.1056 4 0.7916 0.0860 5 0.8655 0.0739 6 0.9309 0.0655 7 0.9901 0.0592 8 1.0445 0.0543 9 1.0949 0.0504 10 1.1420 0.0471 11 1.1864 0.0444 12 1.2284 0.0420 13 1.2819 0.0535 14 1.3335 0.0516 15 1.3834 0.0499 16 1.4318 0.0484 17 1.4787 0.0470 18 1.5244 0.0457 19 1.5690 0.0445 20 1.6124 0.0434 21 1.6549 0.0424 22 1.6964 0.0415 23 1.7370 0.0406 24 1.7768 0.0398 25 1.8159 0.0391 26 1.8542 0.0383 27 1.8919 0.0376 28 1.9288 0.0370 29 1.9652 0.0364 30 2.0010 0.0358 31 2.0363 0.0352 32 2.0710 0.0347 33 2.1052 0.0342 34 2.1390 0.0337 35 2.1722 0.0333 36 2.2051 0.0328 ------------------------------------------------------------------ Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ------------------------------------------------------------------- 1 0.0328 0.0214 0.0115 2 0.0333 0.0216 0.0116 3 0.0342 0.0223 0.0120 4 0.0347 0.0226 0.0121 5 0.0358 0.0233 0.0125 6 0.0364 0.0237 0.0127 7 0.0376 0.0245 0.0132 8 0.0383 0.0249 0.0134 9 0.0398 0.0259 0.0139 10 0.0406 0.0264 0.0142 11 0.0424 0.0276 0.0148 12 0.0434 0.0283 0.0152 13 0.0457 0.0297 0.0160 14 0.0470 0.0306 0.0164 15 0.0499 0.0325 0.0174 16 0.0516 0.0336 0.0180 17 0.0420 0.0273 0.0147 18 0.0444 0.0289 0.0155 19 0.0504 0.0328 0.0176 20 0.0543 0.0353 0.0190 21 0.0655 0.0426 0.0229 22 0.0739 0.0481 0.0258 23 0.1056 0.0556 0.0501 24 0.1453 0.0556 0.0897 25 0.4546 0.0556 0.3991 26 0.0860 0.0556 0.0305 27 0.0592 0.0385 0.0207 28 0.0471 0.0307 0.0165 29 0.0535 0.0348 0.0187 30 0.0484 0.0315 0.0169 31 0.0445 0.0290 0.0156 32 0.0415 0.0270 0.0145 33 0.0391 0.0254 0.0136 34 0.0370 0.0241 0.0129 35 0.0352 0.0229 0.0123 36 0.0337 0.0219 0.0118 -------------------------------------------------------------------- Total soil rain loss = 1.14(In) Total effective rainfall = 1.06(In) Peak flow rate in flood hydrograph = 37.19(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ----------------------------------------------=--------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0015 0.22 Q 0+10 0.0095 1.16 VQ 0+15 0.0207 1.63 VQ 0+20 0.0326 1.73 IQ 0+25 0.0448 1.77 IQ 0+30 0.0574 1.82 IQV 0+35 0.0702 1.86 IQV 0+40 0.0833 -1.91 IQ V I 0+45 0.0968 1.96 IQ V I 0+50 0.1107 2.02 i Q V 0+55 0.1250 2.08 1+ 0 0.1398 2.15 I Q V I 1+ 5 0.1551 2.22 I Q V I 1+10 0.1710 2.31 Q V I 1+15 0.1875 2.40 I Q V 1+20 0.2048 2.52 I Q V 1+25 0.2223 2.54 I Q V 1+30 0.2383 2.31 I Q V 1+35 0.2541 2.30 I Q VI 1+40 0.2714 2.51 I Q V 1+45 0.2905 2.78 I Q V 1+50 0.3127 3.22 I Q IV 1+55 0.3408 4.08 I Q I V 2+ 0 0.3887 6.96 Q I V 2+ 5 0.5059 17.02 I QV 2+10 0.7621 37.19 V I Q 2+15 0.8924 18.92 I Q I I V i 2+20 0.9297 5.42 Q V 2+25 0.9513 3.14 I Q V 2+30 0.9695 2.64 I Q V 2+35 0.9869 2.52 Q V 2+40 1.0029 2.33 I Q V 2+45 1.0178 2.17 I Q I V 2+50 1.0318 2.03Q V 2+55 1.0451 1.92 IQ V 3+ 0 1.0577 1.83 IQ I I I VI 3+ 5 1.0682 1.53 IQ I I I VI 3+10 1.0719 0.54 Q I I I VI 3+15 1.0725 0.08 Q I I I VI 3+20 ----------------------------------------------------------------------- 1.0725 0.01 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 3HR Q100 DEVELOPED HYDROLOGY 02/12/07 DMB 453313Q100DEV.OUT -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05' -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 0.80 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 1.50 ---------------------------------- ---------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 12.11 1.000 0.785 0.682 0.535 Area -averaged adjusted loss rate Fm (In/Hr) = 0.535 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 8.26 0.682 32.0 52.0 9.23 0.414 3.85 0.318 98.0 98.0 0.20 0.978 Area -averaged catchment yield fraction, Y = 0.594 Area -averaged low loss fraction, Yb = 0.406 User entry of time of concentration = 0.184 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.147 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 56.5816 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.535(In/Hr) Average low loss rate fraction (Yb) = 0.406 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.555(In) Computed peak 30 -minute rainfall = 1.137(In) Specified peak 1 -hour rainfall = 1.500(In) Computed peak 3 -hour rainfall = 2.942(In) Specified peak 6 -hour rainfall = 4.500(In) Specified peak 24-hour rainfall = 11.000(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.555(In) 30 -minute factor = 0.999 Adjusted rainfall = 1.136(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.499(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.942(In) 6 -hour factor = 1.000 Adjusted rainfall = 4.500(In) 24-hour factor = -------------------------------------------------------------------- 1.000 Adjusted rainfall = 11.000(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 5.816 8.518 2 37.436 46.309 3 78.120 59.584 4 94.027 23.296 5 98.320 6.288 6 99.402 1.584 7 100.000 0.876 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5548 0.5548 2 0.7321 0.1773 3 0.8610 0.1289 4 0.9660 0.1050 5 1.0562 0.0902 6 1.1361 0.0799 7 1.2084 0.0723 8 1.2747 0.0663 9 1.3362 0.0615 10 1.3937 0.0575 11 1.4479 0.0542 12 1.4991 0.0513 13 1.5746 0.0755 14 1.6479 0.0733 15 1.7191 0.0713 16 1.7886 0.0694 17 1.8564 0.0678 18 1.9226 0.0663 19 1.9875 0.0649 20 2.0510 0.0635 21 2.1134 0.0623 22 2.1745 0.0612 23 2.2347 0.0601 24 2.2938 0.0591 25 2.3520 0.0582 26 2.4093 0.0573 27 2.4657 0.0564 28 2.5214 0.0556 29 2.5762 0.0549 30 2.6304 0.0542 31 2.6838 0.0535 32 2.7366 0.0528 33 2.7888 0.0522 34 2.8404 0.0516 35 2.8913 0.0510 36 2.9417 0.0504 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0504 0.0205 0.0299 2 0.0510 0.0207 0.0303 3 0.0522 0.0212 0.0310 4 0.0528 0.0215 0.0313 5 0.0542 0.0220 0.0321 6 0.0549 0.0223 0.0326 7 0.0564 0.0229 0.0335 8 0.0573 0.0233 0.0340 9 0.0591 0.0240 0.0351 10 0.0601 0.0244 0.0357 11 0.0623 0.0253 0.0370 12 0.0635 0.0258 0.0377 13 0.0663 0.0269 0.0393 14 0.0678 0.0275 0.0402 15 0.0713 0.0290 0.0423 16 0.0733 0.0298 0.0435 17 0.0513 0.0208 0.0304 18 0.0542 0.0220 0.0321 19 0.0615 0.0250 0.0365 20 0.0663 0.0269 0.0394 21 0.0799 0.0325 0.0474 22 0.0902 0.0367 0.0535 23 0.1289 0.0446 0.0843 24 0.1773 0.0446 0.1327 25 0.5548 0.0446 0.5102 26 0.1050 0.0427 0.0623 27 0.0723 0.0294 0.0429 28 0.0575 0.0234 0.0341 29 0.0755 0.0307 0.0448 30 0.0694 0.0282 0.0412 31 0.0649 0.0264 0.0385 32 0.0612 0.0249 0.0363 33 0.0582 0.0236 0.0345 34 0.0556 0.0226 0.0330 35 0.0535 0.0217 0.0317 36 0.0516 0.0210 0.0306 -------------------------------------------------------------------- Total soil rain loss = 0.98(In) Total effective rainfall = 1.96(In) Peak flow rate in flood hydrograph = 37.40(CFS) -----=--------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0018 0.25 Q 0+10 0.0131 1.64 VQ 0+15 0.0368 3.45 V Q 0+20 0.0658 4.20 IV Q 0+25 0.0965 4.46 IV Q 0+30 0.1281 -4.59 I V Q 0+35 0.1605 4.71 I VQ 0+40 0.1936 4.80 VQ 0+45 0.2274 4.91 Q 0+50 0.2620 5.02 I Q 0+55 0.2974 5.14 I QV 1+ 0 0.3337 5.27 QV 1+ 5 0.3711 5.42 Q V 1+10 0.4095 5.58 I Q V 1+15 0.4492 5.77 I Q VI 1+20 0.4904 5.97 I Q VI I I 1+25 0.5322 6.07 I Q V I I 1+30 0.5708 5.61 I Q IV I I 1+35 0.6052 4.99 I Q I V I I 1+40 0.6398 5.03 I Q I V I I 1+45 0.6773 5.45 I Q I V I I 1+50 0.7196 6.14 I Q I V I I 1+55 0.7695 7.25 I Q I V I I 2+ 0 0.8360 9.66 I QI V I I I 2+ 5 0.9541 17.15 I I Q VI I 2+10 1.1916 34.47 I I I V I Q 2+15 1.4491 37.40 I I I VI Q I 2+20 1.5792 18.89 I Q I IV I 2+25 1.6444 9.46 I QI I I V I 2+30 1.6911 6.78 I Q I I I V 2+35 1.7360 6.52 I Q I I I V 2+40 1.7768 5.93 I Q I I I V 2+45 1.8154 5.60 I Q I I I V 2+50 1.8519 5.30 I Q I I V 2+55 1.8867 5.05 I Q I I I V 3+ 0 1.9199 4.83 I Q I I I V 3+ 5 1.9502 4.39 I Q I I I VI 3+10 1.9698 2.86 I Q I I I VI 3+15 1.9767 1.00 Q I I I VI 3+20 1.9786 0.27 Q I I I VI 3+25 1.9791 0.08 Q I I I VI 3+30 ----------------------------------------------------------------------- 1.9793 0.03 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 6HR Q2 DEVELOPED HYDROLOGY 02/12/07 DMB 453316Q2DEV.OUT -------------------------------------------------------------------- Storm Event Year = 2 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 0.80 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** S Pervious SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 16.6 12.11 1.000 1.000 0.682 0.682 Area -averaged adjusted loss rate Fm (In/Hr) = 0.682 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 8.26 0.682 32.0 16.6 7.50 0.000 3.85 0.318 98.0 98.0 0.20 0.853 Area -averaged catchment yield fraction, Y = 0.271 Area -averaged low loss fraction, Yb = 0.729 User entry of time of concentration = 0.126 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.101 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 82.4103 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.682(In/Hr) Average low loss rate fraction (Yb) = 0.729 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.272(In) Computed peak 30 -minute rainfall = 0.557(In) Specified peak 1 -hour rainfall = 0.735(In) Computed peak 3 -hour rainfall = 0.774(In) Specified peak 6 -hour rainfall = 0.800(In) Specified peak 24-hour rainfall = 1.500(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.272(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.557(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.735(In) 3 -hour factor = 1.000 Adjusted rainfall = 0.774(In) 6 -hour factor = 1.000 Adjusted rainfall = 0.800(In) 24-hour factor = -------------------------------------------------------------------- 1.000 Adjusted rainfall = 1.500(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 11.955 17.509 2 66.074 79.259 3 94.692 41.913 4 98.992 6.297 5 100.000 1.476 ------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2720 0.2720 2 0.3590 0.0869 3 0.4222 0.0632 4 0.4737 0.0515 5 0.5179 0.0442 6 0.5571 0.0392 7 0.5925 0.0354 8 0.6250 0.0325 9 0.6551 0.0302 10 0.6833 0.0282 11 0.7099 0.0266 12 0.7350 0.0251 13 0.7378 0.0028 14 0.7404 0.0026 15 0.7429 0.0024 16 0.7451 0.0023 17 0.7473 0.0021 18 0.7493 0.0020 19 0.7512 0.0019 20 0.7531 0.0018 21 0.7548 0.0017 22 0.7565 0.0017 23 0.7581 0.0016 24 0.7596 0.0015 25 0.7611 0.0015 26 0.7625 0.0014 27 0.7638 0.0014 28 0.7652 0.0013 29 0.7664 0.0013 30 0.7677 0.0012 31 0.7689 0.0012 32 0.7700 O.OQ12 33 0.7711 0.0011 34 0.7722 0.0011 35 0.7733 0.0011 36 0.7743 0.0010 37 0.7753 0.0010 38 0.7763 0.0010 39 0.7773 0.0009 40 0.7782 0.0009 41 0.7791 0.0009 42 0.7800 0.0009 43 0.7808 0.0009 44 0.7817 0.0008 45 0.7825 0.0008 46 0.7833 0.0008 47 0.7841 0.0008 48 0.7849 0.0008 49 0.7856 0.0008 50 0.7864 0.0007 51 0.7871 0.0007 52 0.7878 0.0007 53 0.7885 0.0007 54 0.7892 0.0007 55 0.7899 0.0007 56 0.7906 0.0007 57 0.7912 0.0007 58 0.7919 0.0006 59 0.7925 0.0006 60 0.7931 0.0006 61 0.7938 0.0006 62 0.7944 0.0006 63 0.7950 0.0006 64 0.7956 0.0006 65 0.7961 0.0006 66 0.7967 0.0006 67 0.7973 0.0006 68 0.7978 0.0006 69 0.7984 0.0005 70 0.7989 0.0005 71 0.7994 0.0005 72 0.8000 0.0005 --------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------- 1 0.0005 0.0004 0.0001 2 0.0005 0.0004 0.0001 3 0.0005 0.0004 0.0001 4 0.0006 0.0004 0.0002 5 0.0006 0.0004 0.0002 6 0.0006 0.0004 0.0002 7 0.0006 0.0004 0.0002 8 0.0006 0.0004 0.0002 9 0.0006 0.0005 0.0002 10 0.0006 0.0005 0.0002 11 0.0007 0.0005 0.0002 12 0.0007 0.0005 0.0002 13 0.0007 0.0005 0.0002 14 0.0007 0.0005 0.0002 15 0.0007 0.0005 0.0002 16 0.0007 0.0005 0.0002 17 0.0008 0.0006 0.0002 18 0.0008 0.0006 0.0002 19 0.0008 0.0006 0.0002 20 0.0008 0.0006 0.0002 21 0.0009 0.0006 0.0002 22 0.0009 0.0007 0.0002 23 0.0009 0.0007 0.0003 24 0.0010 0.0007 0.0003 25 0.0010 0.0008 0.0003 26 0.0011 0.0008 0.0003 27 0.0011 0.0008 0.0003 28 0.0012 0.0008 0.0003 29 0.0012 0.0009 0.0003 30 0.0013 0.0009 0.0003 31 0.0014 0.0010 0.0004 32 0.0014 0.0010 0.0004 33 0.0015 0.0011 0.0004 34 0.0016 0.0012 0.0004 35 0.0017 0.0013 0.0005 36 0.0018 0.0013 0.0005 37 0.0020 0.0015 0.0006 38 0.0021 0.0016 0.0006 39 0.0024 0.0018 0.0007 40 0.0026 0.0019 0.0007 41 0.0251 0.0183 0.0068 42 0.0266 0.0193 0.0072 43 0.0302 0.0220 0.0082 44 0.0325 0.0237 0.0088 45 0.0392 0.0285 0.0106 46 0.0442 0.0322 0.0120 47 0.0632 0.0461 0.0172 48 0.0869 0.0568 0.0301 49 0.2720 0.0568 0.2152 50 0.0515 0.0375 0.0140 51 0.0354 0.0258 0.0096 52 0.0282 0.0205 0.0077 53 0.0028 0.0020 0.0008 54 0.0023 0.0017 0.0006 55 0.0019 0.0014 0.0005 56 0.0017 0.0012 0.0005 57 0.0015 0.0011 0.0004 58 0.0013 0.0010 0.0004 59 0.0012 0.0009 0.0003 60 0.0011 0.0008 0.0003 61 0.0010 0.0007 0.0003 62 0.0009 0.0007 0.0003 63 0.0009 0.0006 0.0002 64 0.0008 0.0006 0.0002 65 0.0008 0.0006 0.0002 66 0.0007 0.0005 0.0002 67 0.0007 0.0005 0.0002 68 0.0006 0.0005 0.0002 69 0.0006 0.0004 0.0002 70 0.0006 0.0004 0.0002 71 0.0006 0.0004 0.0002 72 ----------------------------------------------------- 0.0005 0.0004 0.0001 --------------------------------------------------- Total soil rain loss = 0.43(In) Total effective rainfall = 0.36(In) Peak flow rate in flood hydrograph = 18.69(CFS) -------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 --------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q 0+10 0.0001 0.01 Q 0+15 0.0003 0.02 Q 0+20 0.0004 0.02 Q 0+25 0.0005 0.02 Q 0+30 0.0007 0.02 Q 0+35 0.0009 0.02 Q 0+40 0.0010 0.02 Q 0+45 0.0012 0.02 Q 0+50 0.0014 0.02 Q 0+55 0.0015 0.03 Q 1+ 0 0.0017 0.03 Q 1+ 5 0.0019 0.03 Q 1+10 0.0021 0.03 Q 1+15 0.0023 0.03 Q 1+20 0.0025 0.03 Q 1+25 0.0027 0.03 Q 1+30 0.0029 0.03 Q 1+35 0.0031 0.03 Q 1+40 0.0033 0.03 Q 1+45 0.0036 0.03 Q 1+50 0.0038 0.03 Q 1+55 0.0040 0.04 Q 2+ 0 0.0043 0.04 Q 2+ 5 0.0046 0.04 Q 2+10 0.0048 0.04 Q 2+15 0.0051 0.04 Q 2+20 0.0054 0.04 Q 2+25 0.0057 0.05 Q 2+30 0.0061 0.05 Q 2+35 0.0064 0.05 Q 2+40 0.0068 0.05 Q 2+45 0.0072 0.06 Q 2+50 0.0076 0.06 Q 2+55 0.0080 0.06 Q 3+ 0 0.0085 0.07 Q 3+ 5 0.0090 0.07 Q 3+10 0.0095 0.08 QV 3+15 0.0101 0.08 QV 3+20 0.0107 0.09 QV 3+25 0.0122 0.21 QV 3+30 0.0170 0.70 Q 3+35 0.0239 1.01 IQ 3+40 0.0318 1.15 I QV 3+45 0.0407 1.28 I Q V 3+50 0.0509 1.48 I Q V 3+55 0.0631 1.76 I Q V 4+ 0 0.0801 2.47 I Q V 4+ 5 0.1280 6.96 I I Q 4+10 0.2567 18.69 I I I V I Q 4+15 0.3291 10.51 I I IQ I V 4+20 0.3490 2.88Q V 4+25 0.3588 1.43 I Q I I I V 4+30 0.3621 0.47 Q I I I V 4+35 0.3631 0.15 Q I I I V 4+40 0.3637 0.09 Q I I I V 4+45 0.3642 0.07 Q Vi VI 4+50 0.3646 0.06 Q VI 4+55 0.3650 0.05 Q VI 5+ 0 0.3654 0.05 Q VI 5+ 5 0.3657 0.04 Q 5+10 0.3659 0.04 Q VI VI 5+15 0.3662 0.04 Q 5+20 0.3664 0.04 Q i VI 5+25 0.3667 0.03 Q VI 5+30 0.3669 0.03 Q VI 5+35 0.3671 0.03 Q VI 5+40 0.3673 0.03 Q VI 5+45 0.3675 0.03 Q VI 5+50 0.3676 0.02 Q VI 5+55 0.3678 0.02 Q VI 6+ 0 0.3679 0.02 Q VI 6+ 5 0.3681 0.02 Q VI 6+10 0.3681 0.01 Q Vi VI 6+15 0.3681 0.00 Q 6+20 ---------------------------------------------------------------- 0.3681 0.00 Q VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 6HR Q10 DEVELOPED HYDROLOGY 02/12/07 DMB 453316Q10DEV.OUT -------------------------------------------------------------------- Storm Event Year = 10 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 0.80 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm NO.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 32.0 12.11 1.000 0.978 0.682 0.667 Area -averaged adjusted loss rate Fm (In/Hr) = 0.667 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 8.26 0.682 32.0 32.0 21.25 0.011 3.85 0.318 98.0 98.0 0.20 0.956 Area -averaged catchment yield fraction, Y = 0.312 Area -averaged low loss fraction, Yb = 0.688 User entry of time of concentration = 0.123 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.098 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 84.7573 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.667(In/Hr) Average low loss rate fraction (Yb) = 0.688 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.389(In) Computed peak 30 -minute rainfall = 0.796(In) Specified peak 1 -hour rainfall = 1.050(In) Computed peak 3 -hour rainfall = 1.708(In) Specified peak 6 -hour rainfall = 2.322(In) Specified peak 24-hour rainfall = 5.408(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.388(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.795(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.049(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.708(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.322(In) 24-hour factor = -------------------------------------- 1.000 Adjusted rainfall = 5.408(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) ----------- -------------------------- (K = 146.46 (CFS)) 1 12.600 18.453 2 68.183 81.404 3 95.323 39.748 4 99.140 5.590 5 100.000 1.260 --- ----------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3884 0.3884 2 0.5125 0.1241 3 0.6027 0.0902 4 0.6762 0.0735 5 0.7394 0.0631 6 0.7953 0.0559 7 0.8459 0.0506 8 0.8923 0.0464 9 0.9353 0.0430 10 0.9756 0.0403 11 1.0135 0.0379 12 1.0494 0.0359 13 1.0873 0.0379 14 1.1236 0.0363 15 1.1586 0.0349 16 1.1922 0.0336 17 1.2247 0.0325 18 1.2561 0.0314 19 1.2866 0.0305 20 1.3162 0.0296 21 1.3450 0.0288 22 1.3730 0.0280 23 1.4003 0.0273 24 1.4270 0.0267 25 1.4531 0.0261 26 1.4786 0.0255 27 1.5035 0.0250 28 1.5280 0.0244 29 1.5519 0.0240 30 1.5755 0.0235 31 1.5985 0.0231 32 1.6212 0.0227 33 1.6435 0.0223 34 1.6654 0.0219 35 1.6869 0.0215 36 1.7081 0.0212 37 1.7290 0.0209 38 1.7495 0.0205 39 1.7698 0.0203 40 1.7897 0.0200 41 1.8094 0.0197 42 1.8288 0.0194 43 1.8480 0.0192 44 1.8669 0.0189 45 1.8856 0.0187 46 1.9041 0.0185 47 1.9223 0.0182 48 1.9403 0.0180 49 1.9581 0.0178 50 1.9757 0.0176 51 1.9931 0.0174 52 2.0103 0.0172 53 2.0274 0.0170 54 2.0442 0.0169 55 2.0609 0.0167 56 2.0774 0.0165 57 2.0938 0.0164 58 2.1100 0.0162 59 2.1260 0.0160 60 2.1419 0.0159 61 2.1577 0.0157 62 2.1733 0.0156 63 2.1887 0.0155 64 2.2041 0.0153 65 2.2192 0.0152 66 2.2343 0.0151 67 2.2492 0.0149 68 2.2641 0.0148 69 2.2787 0.0147 70 2.2933 0.0146 71 2.3078 0.0145 72 2.3221 0.0143 ------------------ Unit Unit ------- Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ------------------------------------------ 1 0.0143 0.0099 0.0045 2 0.0145 0.0100 0.0045 3 0.0147 0.0101 0.0046 4 0.0148 0.0102 0.0046 5 0.0151 0.0104 0.0047 6 0.0152 0.0105 0.0047 7 0.0155 0.0106 0.0048 8 0.0156 0.0107 0.0049 9 0.0159 0.0109 0.0050 10 0.0160 0.0110 0.0050 11 0.0164 0.0113 0.0051 12 0.0165 0.0114 0.0051 13 0.0169 0.0116 0.0053 14 0.0170 0.0117 0.0053 15 0.0174 0.0120 0.0054 16 0.0176 0.0121 0.0055 17 0.0180 0.0124 0.0056 18 0.0182 0.0125 0.0057 19 0.0187 0.0129 0.0058 20 0.0189 0.0130 0.0059 21 0.0194 0.0134 0.0061 22 0.0197 0.0136 0.0061 23 0.0203 0.0139 0.0063 24 0.0205 0.0141 0.0064 25 0.0212 0.0146 0.0066 26 0.0215 0.0148 0.0067 27 0.0223 0.0153 0.0069 28 0.0227 0.0156 0.0071 29 0.0235 0.0162 0.0073 30 0.0240 0.0165 0.0075 31 0.0250 0.0172 0.0078 32 0.0255 0.0175 0.0079 33 0.0267 0.0184 0.0083 34 0.0273 0.0188 0.0085 35 0.0288 0.0198 0.0090 36 0.0296 0.0204 0.0092 37 0.0314 0.0216 0.0098 38 0.0325 0.0224 0.0101 39 0.0349 0.0240 0.0109 40 0.0363 0.0250 0.0113 41 0.0359 0.0247 0.0112 42 0.0379 0.0261 0.0118 43 0.0430 0.0296 0.0134 44 0.0464 0.0319 0.0145 45 0.0559 0.0385 0.0174 46 0.0631 0.0435 0.0197 47 0.0902 0.0556 0.0347 48 0.1241 0.0556 0.0685 49 0.3884 0.0556 0.3328 50 0.0735 0.0506 0.0229 51 0.0506 0.0348 0.0158 52 0.0403 0.0277 0.0125 53 0.0379 0.0261 0.0118 54 0.0336 0.0232 0.0105 55 0.0305 0.0210 0.0095 56 0.0280 0.0193 0.0087 57 0.0261 0.0179 0.0081 58 0.0244 0.0168 0.0076 59 0.0231 0.0159 0.0072 60 0.0219 0.0151 0.0068 61 0.0209 0.0144 0.0065 62 0.0200 0.0137 0.0062 63 0.0192 0.0132 0.0060 64 0.0185 0.0127 0.0057 65 0.0178 0.0123 0.0055 66 0.0172 0.0119 0.0054 67 0.0167 0.0115 0.0052 68 0.0162 0.0111 0.0050 69 0.0157 0.0108 0.0049 70 0.0153 0.0105 0.0048 71 0.0149 0.0103 0.0047 72 ----------------------------------------- 0.0146 0.0100 0.0045 ------------------------------------------- Total soil rain loss = 1.35(In) Total effective rainfall = 0.97(In) Peak flow rate in flood hydrograph = 30.46(CFS) ----------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0006 0.08 Q 0+10 0.0036 0.45 Q 0+15 0.0080 0.63 Q 0+20 0.0125 0.66 Q 0+25 0.0172 0.68 Q 0+30 0.0219 0.68 Q 0+35 0.0267 0.69 QV 0+40 0.0315 0.70 QV 0+45 0.0364 0.71 QV 0+50 0.0414 0.72 QV 0+55 0.0464 0.73 QV 1+ 0 0.0515 0.74 Q V l+ 5 0.0567 0.75 Q V 1+10 0.0620 0.76 Q V 1+15 0.0673 0.78 Q V 1+20 0.0727 0.79 Q V 1+25 0.0783 0.80 Q V 1+30 0.0839 0.82 Q V 1+35 0.0896 0.83 Q V 1+40 0.0954 0.85 Q V 1+45 0.1014 0.86 Q V 1+50 0.1074 0.88 Q V 1+55 0.1136 0.90 Q V 2+ 0 0.1199 0.92 Q V 2+ 5 0.1264 0.94 Q V 2+10 0.1330 0.96 Q V 2+15 0.1397 0.98 Q V 2+20 0.1467 1.01 IQ V 2+25 0.1538 1.03 IQ V I 2+30 0.1611 1.06 IQ V I 2+35 0.1686 1.09 IQ V I 2+40 0.1764 1.13 IQ V I 2+45 0.1843 1.16 IQ V I 2+50 0.1926 1.20 IQ V I 2+55 0.2012 1.24 IQ V I 3+ 0 0.2101 1.30 IQ V I I 3+ 5 &.2194 1.35 IQ V I 3+10 0.2291 1.41 IQ VI 3+15 0.2393 1.48 IQ VI 3+20 0.2500 1.56 IQ V I 3+25 0.2613 1.63 IQ V I 3+30 0.2726 1.65 IQ IV I 3+35 0.2846 1.73 IQ IV I 3+40 0.2977 1.90 IQ I V I 3+45 0.3122 2.11 I Q I V I 3+50 0.3291 2.45 I Q I V 3+55 0.3500 3.03 I Q I V 4+ 0 0.3843 4.98 I Q I V I 4+ 5 0.4754 13.23 I I Q VI 4+10 0.6852 30.46 I I I V Q 4+15 0.7940 15.81 I I Q I I V 4+20 0.8242 4.37 ( Q I I I V 4+25 0.8408 2.41 I Q I I I V 4+30 0.8530 1.77 IQ P I V 4+35 0.8639 1.59 IQ I I V 4+40 0.8738 1.43 IQ I V 4+45 0.8828 1.31 Q � � � V 4+50 0.8912 1.22 Q � � � V 4+55 0.8990 1.14 Q � � � V 5+ 0 0.9064 1.07 IQ I I v 5+ 5 0.9134 1.01 IQ I I I v 5+10 0.9200 0.96 Q I I I v 5+15 0.9264 0.92 Q I I I v 5+20 0.9324 0.88 Q I I I v 5+25 0.9383 0.85 Q I I I v 5+30 0.9440 0.82 Q I I I v 5+35 0.9494 0.79 Q I I I v 5+40 0.9547 0.77 Q I I I v 5+45 0.9598 0.74 Q I I I VI 5+50 0.9648 0.72 Q I I I vI 5+55 0.9697 0.70 Q I I I vi 6+ 0 0.9744 0.69 Q I I I VI 6+ 5 0.9784 0.59 Q I I I VI 6+10 0.9799 0.21 Q I I VI 6+15 0.9801 0.03 Q I I I VI 6+20 ----------------------------------------------------------------------- 0.9802 0.01 Q ( I I v U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 6HR Q25 DEVELOPED HYDROLOGY 02/12/07 DMB 453316Q25DEV.OUT -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 0.80 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 32.0 12.11 1.000 0.978 0.682 0.667 Area -averaged adjusted loss rate Fm (In/Hr) = 0.667 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 8.26 0.682 32.0 32.0 21.25 0.061 3.85 0.318 98.0 98.0 0.20 0.969 Area -averaged catchment yield fraction, Y = 0.350 Area -averaged low loss fraction, Yb = 0.650 User entry of time of concentration = 0.121 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ watershed area = 12.11(Ac.) Catchment Lag time = 0.097 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 85.8045 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.667(In/Hr) Average low loss rate fraction (Yb) = 0.650 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.455(In) Computed peak 30 -minute rainfall = 0.931(In) Specified peak 1 -hour rainfall = 1.229(In) Computed peak 3 -hour rainfall = 2.205(In) Specified peak 6 -hour rainfall = 3.189(In) Specified peak 24-hour rainfall = 7.634(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.455(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.931(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.228(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.205(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.189(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 7.633(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 12.893 18.882 2 69.084 82.295 3 95.582 38.808 4 99.205 5.305 5 100.000 1.165 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4546 0.4546 2 0.5999 0.1453 3 0.7055 0.1056 4 0.7916 0.0860 5 0.8655 0.0739 6 0.9309 0.0655 7 0.9901 0.0592 8 1.0445 0.0543 9 1.0949 0.0504 10 1.1420 0.0471 11 1.1864 0.0444 12 1.2284 0.0420 13 1.2819 0.0535 14 1.3335 0.0516 15 1.3834 0.0499 16 1.4318 0.0484 17 1.4787 0.0470 18 1.5244 0.0457 19 1.5690 0.0445 20 1.6124 0.0434 21 1.6549 0.0424 22 1.6964 0.0415 23 1.7370 0.0406 24 1.7768 0.0398 25 1.8159 0.0391 26 1.8542 0.0383 27 1.8919 0.0376 28 1.9288 0.0370 29 1.9652 0.0364 30 2.0010 0.0358 31 2.0363 0.0352 32 2.0710 0.0347 33 2.1052 0.0342 34 2.1390 0.0337 35 2.1722 0.0333 36 2.2051 0.0328 37 2.2375 0.0324 38 2.2694 0.0320 39 2.3010 0.0316 40 2.3322 0.0312 41 2.3631 0.0308 42 2.3936 0.0305 43 2.4237 0.0302 44 2.4536 0.0298 45 2.4831 0.0295 46 2.5123 0.0292 47 2.5412 0.0289 48 2.5699 0.0286 49 2.5982 0.0284 50 2.6263 0.0281 51 2.6541 0.0278 52 2.6817 0.0276 53 2.7090 0.0273 54 2.7361 0.0271 55 2.7629 0.0268 56 2.7896 0.0266 57 2.8160 0.0264 58 2.8421 0.0262 59 2.8681 0.0260 60 2.8939 0.0258 61 2.9194 0.0256 62 2.9448 0.0254 63 2.9700 0.0252 64 2.9950 0.0250 65 3.0198 0.0248 66 3.0444 0.0246 67 3.0689 0.0245 68 3.0932 0.0243 69 3.1173 0.0241 70 3.1413 0.0240 71 3.1651 0.0238 72 --------------------------------------------------------------------- 3.1887 0.0236 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0236 0.0154 0.0083 2 0.0238 0.0155 0.0083 3 0.0241 0.0157 0.0084 4 0.0243 0.0158 0.0085 5 0.0246 0.0160 0.0086 6 0.0248 0.0161 0.0087 7 0.0252 0.0164 0.0088 8 0.0254 0.0165 0.0089 9 0.0258 0.0168 0.0090 10 0.0260 0.0169 0.0091 11 0.0264 0.0172 0.0092 12 0.0266 0.0173 0.0093 13 0.0271 0.0176 0.0095 14 0.0273 0.0178 0.0095 15 0.0278 0.0181 0.0097 16 0.0281 0.0183 0.0098 17 0.0286 0.0186 0.0100 18 0.0289 0.0188 0.0101 19 0.0295 0.0192 0.0103 20 0.0298 0.0194 0.0104 21 0.0305 0.0198 0.0107 22 0.0308 0.0201 0.0108 23 0.0316 0.0205 0.0110 24 0.0320 0.0208 0.0112 25 0.0328 0.0214 0.0115 26 0.0333 0.0216 0.0116 27 0.0342 0.0223 0.0120 28 0.0347 0.0226 0.0121 29 0.0358 0.0233 0.0125 30 0.0364 0.0237 0.0127 31 0.0376 0.0245 0.0132 32 0.0383 0.0249 0.0134 33 0.0398 0.0259 0.0139 34 0.0406 0.0264 0.0142 35 0.0424 0.0276 0.0148 36 0.0434 0.0283 0.0152 37 0.0457 0.0297 0.0160 38 0.0470 0.0306 0.0164 39 0.0499 0.0325 0.0174 40 0.0516 0.0336 0.0180 41 0.0420 0.0273 0.0147 42 0.0444 0.0289 0.0155 43 0.0504 0.0328 0.0176 44 0.0543 0.0353 0.0190 45 0.0655 0.0426 0.0229 46 0.0739 0.0481 0.0258 47 0.1056 0.0556 0.0501 48 0.1453 0.0556 0.0897 49 0.4546 0.0556 0.3991 50 0.0860 0.0556 0.0305 51 0.0592 0.0385 0.0207 52 0.0471 0.0307 0.0165 53 0.0535 0.0348 0.0187 54 0.0484 0.0315 0.0169 55 0.0445 0.0290 0.0156 56 0.0415 0.0270 0.0145 57 0.0391 0.0254 0.0136 58 0.0370 0.0241 0.0129 59 0.0352 0.0229 0.0123 60 0.0337 0.0219 0.0118 61 0.0324 0.0211 0.0113 62 0.0312 0.0203 0.0109 63 0.0302 0.0196 0.0105 64 0.0292 0.0190 0.0102 65 0.0284 0.0184 0.0099 66 0.0276 0.0179 0.0096 67 0.0268 0.0175 0.0094 68 0.0262 0.0170 0.0092 69 0.0256 0.0166 0.0089 70 0.0250 0.0163 0.0087 71 0.0245 0.0159 0.0085 72 0.0240 0.0156 0.0084 -------------------------------------------------------------------- Total soil rain loss = 1.78(In) Total effective rainfall = 1.41(In) Peak flow rate in flood hydrograph = 37.19(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6- H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0011 0.16 Q 0+10 0.0068 0.84 Q 0+15 0.0149 1.16 VQ 0+20 0.0233 1.22 VQ 0+25 0.0318 1.24 VQ 0+30 0.0405 1.26 IQ 0+35 0.0492 1.27 IQ I 0+40 0.0581 1.28 IQ I 0+45 0.0670 1.30 IQ I 0+50 0.0760 1.31 QV I 0+55 0.0852 1.33 IQV I I 1+ 0 0.0945 1.35 IQV I I I 1+ 5 0.1038 1.36 IQV I I I 1+10 0.1133 1.38 IQ V I I I 1+15 0.1230 1.40 IQ V I I I 1+20 0.1327 1.42 IQ V I I I 1+25 0.1426 1.44 IQ V I I I 1+30 0.1526 1.46 IQ V I I I 1+35 0.1628 1.48 IQ V I I 1+40 0.1732 1.50 IQ V I I I 1+45 0.1837 1.53 IQ V I I I 1+50 0.1944 1.55 IQ V I I I 1+55 0.2052 1.58 IQ V I I I 2+ 0 0.2163 1.61 IQ V I I I 2+ 5 0.2276 1.63 IQ V I I I 2+10 0.2391 1.67 IQ V I I I 2+15 0.2508 1.70 IQ V I I I 2+20 0.2627 1.74 IQ V I I I 2+25 0.2750 1.77 IQ V I I I 2+30 0.2875 1.82 IQ V I I I 2+35 0.3003 1.86 IQ V I I I 2+40 0.3134 1.91 IQ V I I I 2+45 0.3269 1.96 IQ VI I I 2+50 0.3408 2.02 I Q VI I I 2+55 0.3551 2.08 I Q V I 3+ 0 0.3699 2.15 I Q V I 3+ 5 0.3852 2.22 I Q V I 3+10 0.4011 2.31 I Q IV I 3+15 0.4176 2.40 I Q IV I 3+20 0.4349 2.52 I Q I V 3+25 0.4525 2.54 I Q I V 3+30 0.4684 2.31 I Q I V 3+35 0.4842 2.30 I Q I V 3+40 0.5015 2.51 I Q I V 3+45 0.5206 2.78 I Q I V 3+50 0.5428 3.22 I Q I V 3+55 0.5709 4.08 I Q I V 4+ 0 0.6188 6.96 I Q I V 4+ 5 0.7361 17.02 I I Q V 4+10 0.9922 37.19 I I I V I Q 4+15 1.1225 18.92 I I Q I IV 4+20 1.1598 5.42 I Q I I I V 4+25 1.1814 3.14 I Q I I I V 4+30 1.1996 2.64 I Q I I I V 4+35 1.2170 2.52 I Q I I I V 4+40 1.2330 2.33 I Q I I I V 4+45 1.2480 2.17 I Q I V 4+50 1.2620 2.03 I Q I I V 4+55 1.2752 1.92 IQ I I V I 5+ 0 1.2878 1.83 IQ I V I 5+ 5 1.2998 1.75 IQ I I V I 5+10 1.3114 1.68 IQ I I I V I 5+15 1.3225 1.61 IQ I I I V I 5+20 1.3332 1.56 IQ I I I V I 5+25 1.3436 1.51 IQ I I I V I 5+30 1.3537 1.46 IQ I I I V I 5+35 1.3634 1.42 IQ I I I V I 5+40 1.3730 1.38 IQ I I I V I 5+45 1.3823 1.35 IQ I I V I 5+50 1.3913 1.32 IQ I I I VI 5+55 1.4002 1.29 IQ I I I VI 6+ 0 1.4089 1.26 IQ I I I VI 6+ 5 1.4163 1.08 IQ I I I VI 6+10 1.4189 0.38 Q I I I VI 6+15 1.4193 0.05 Q I I I VI 6+20 ----------------------------------------------------------------------- 1.4193 0.01 Q I I I VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 02/12/07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------- - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 ------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 6HR Q100 DEVELOPED HYDROLOGY 02/12/07 DMB 453316Q100DEV.OUT ----------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 ------------------------------------------------------- Rainfall data for year 2 12.11 6 0.80 ------------------------------------------------------- Rainfall data for year 2 12.11 24 1.50 -------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 ------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 ---------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 ----------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 12.11 1.000 0.785 0.682 0.535 Area -averaged adjusted loss rate Fm (In/Hr) = 0.535 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 8.26 0.682 32.0 52.0 9.23 0.414 3.85 0.318 98.0 98.0 0.20 0.978 Area -averaged catchment yield fraction, Y = 0.594 Area -averaged low loss fraction, Yb = 0.406 User entry of time of concentration = 0.184 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.147 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 56.5816 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.535(In/Hr) Average low loss rate fraction (Yb) = 0.406 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.555(In) Computed peak 30 -minute rainfall = 1.137(In) Specified peak 1 -hour -rainfall = 1.500(In) Computed peak 3 -hour rainfall = 2.942(In) Specified peak 6 -hour rainfall = 4.500(In) Specified peak 24-hour rainfall = 11.000(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.555(In) 30 -minute factor = 0.999 Adjusted rainfall = 1.136(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.499(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.942(In) 6 -hour factor = 1.000 Adjusted rainfall = 4.500(In) 24-hour factor = ------------------------------------------------------- 1.000 Adjusted rainfall = 11.000(In) U n i t H y d r o g r a p h ++++++++++++++++++.....+......+++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 5.816 8.518 2 37.436 46.309 3 78.120 59.584 4 94.027 23.296 5 98.320 6.288 6 99.402 1.584 7 100.000 0.876 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5548 0.5548 2 0.7321 0.1773 3 0.8610 0.1289 4 0.9660 0.1050 5 1.0562 0.0902 6 1.1361 0.0799 7 1.2084 0.0723 8 1.2747 0.0663 9 1.3362 0.0615 10 1.3937 0.0575 11 1.4479 0.0542 12 1.4991 0.0513 13 1.5746 0.0755 14 1.6479 0.0733 15 1.7191 0.0713 16 1.7886 0.0694 17 1.8564 0.0678 18 1.9226 0.0663 19 1.9875 0.0649 20 2.0510 0.0635 21 2.1134 0.0623 22 2.1745 0.0612 23 2.2347 0.0601 24 2.2938 0.0591 25 2.3520 0.0582 26 2.4093 0.0573 27 2.4657 0.0564 28 2.5214 0.0556 29 2.5762 0.0549 30 2.6304 0.0542 31 2.6838 0.0535 32 2.7366 0.0528 33 2.7888 0.0522 34 2.8404 0.0516 35 2.8913 0.0510 36 2.9417 0.0504 37 2.9916 0.0498 38 3.0409 0.0493 39 3.0897 0.0488 40 3.1381 0.0483 41 3.1860 0.0479 42 3.2334 0.0474 43 3.2804 0.0470 44 3.3269 0.0466 45 3.3731 0.0462 46 3.4189 0.0458 47 3.4643 0.0454 48 3.5093 0.0450 49 3.5539 0.0447 50 3.5982 0.0443 51 3.6422 0.0440 52 3.6858 0.0436 53 3.7291 0.0433 54 3.7721 0.0430 55 3.8148 0.0427 56 3.8572 0.0424 57 3.8993 0.0421 58 3.9411 0.0418 59 3.9826 0.0415 60 4.0239 0.0413 61 4.0648 0.0410 62 4.1056 0.0407 63 4.1461 0.0405 64 4.1863 0.0402 65 4.2263 0.0400 66 4.2660 0.0398 67 4.3056 0.0395 68 4.3448 0.0393 69 4.3839 0.0391 70 4.4228 0.0389 71 4.4614 0.0386 72 4.4998 0.0384 ------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ------------------------------------------------------------------ 1 0.0384 0.0156 0.0228 2 0.0386 0.0157 0.0229 3 0.0391 0.0159 0.0232 4 0.0393 0.0160 0.0233 5 0.0398 0.0162 0.0236 6 0.0400 0.0163 0.0237 7 0.0405 0.0165 0.0240 8 0.0407 0.0166 0.0242 9 0.0413 0.0168 0.0245 10 0.0415 0.0169 0.0247 11 0.0421 0.0171 0.0250 12 0.0424 0.0172 0.0252 13 0.0430 0.0175 0.0255 14 0.0433 0.0176 0.0257 15 0.0440 0.0179 0.0261 16 0.0443 0.0180 0.0263 17 0.0450 0.0183 0.0267 18 0.0454 0.0184 0.0269 19 0.0462 0.0188 0.0274 20 0.0466 0.0189 0.0276 21 0.0474 0.0193 0.0282 22 0.0479 0.0195 0.0284 23 0.0488 0.0198 0.0290 24 0.0493 0.0200 0.0293 25 0.0504 0.0205 0.0299 26 0.0510 0.0207 0.0303 27 0.0522 0.0212 0.0310 28 0.0528 0.0215 0.0313 29 0.0542 0.0220 0.0321 30 0.0549 0.0223 0.0326 31 0.0564 0.0229 0.0335 32 0.0573 0.0233 0.0340 33 0.0591 0.0240 0.0351 34 0.0601 0.0244 0.0357 35 0.0623 0.0253 0.0370 36 0.0635 0.0258 0.0377 37 0.0663 0.0269 0.0393 38 0.0678 0.0275 0.0402 39 0.0713 0.0290 0.0423 40 0.0733 0.0298 0.0435 41 0.0513 0.0208 0.0304 42 0.0542 0.0220 0.0321 43 0.0615 0.0250 0.0365 44 0.0663 0.0269 0.0394 45 0.0799 0.0325 0.0474 46 0.0902 0.0367 0.0535 47 0.1289 0.0446 0.0843 48 0.1773 0.0446 0.1327 49 0.5548 0.0446 0.5102 50 0.1050 0.0427 0.0623 51 0.0723 0.0294 0.0429 52 0.0575 0.0234 0.0341 53 0.0755 0.0307 0.0448 54 0.0694 0.0282 0.0412 55 0.0649 0.0264 0.0385 56 0.0612 0.0249 0.0363 57 0.0582 0.0236 0.0345 58 0.0556 0.0226 0.0330 59 0.0535 0.0217 0.0317 60 0.0516 0.0210 0.0306 61 0.0498 0.0203 0.0296 62 0.0483 0.0196 0.0287 63 0.0470 0.0191 0.0279 64 0.0458 0.0186 0.0272 65 0.0447 0.0181 0.0265 66 0.0436 0.0177 0.0259 67 0.0427 0.0173 0.0253 68 0.0418 0.0170 0.0248 69 0.0410 0.0167 0.0243 70 0.0402 0.0163 0.0239 71 0.0395 0.0161 0.0235 72 -------------------------------------------------------------------- 0.0389 0.0158 0.0231 -------------------------------------------------------------------- Total soil rain loss = 1.61(In) Total effective rainfall = 2.89(In) Peak flow rate in flood I hydrograph = 37.40(CFS) -------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ---------------------------------------------- 6- H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 0+ 5 0.0013 0.19 Q 0+10 0.0100 1.25 VQ 0+15 0.0280 2.62 V Q 0+20 0.0498 3.17 V Q 0+25 0.0728 3.34 IV Q 0+30 0.0963 3.41 IV Q 0+35 0.1201 3.46 IV Q 0+40 0.1441 3.49 IV Q 0+45 0.1683 3.52 I VQ 0+50 0.1928 3.55 I VQ 0+55 0.2175 3.59 I VQ 1+ 0 0.2424 3.62 I Q 1+ 5 0.2676 3.66 I Q 1+10 0.2931 3.70 QV 1+15 0.3188 3.74 I QV 1+20 0.3449 3.78 I QV 1+25 0.3712 3.82 I Q V 1+30 0.3978 3.87 I Q V 1+35 0.4247 3.91 Q V 1+40 0.4520 3.96 I Q V I I I 1+45 0.4797 4.01 I Q V 1+50 0.5077 4.07 I Q V 1+55 0.5361 4.12 I Q V 2+ 0 0.5649 4.18 I Q V 2+ 5 0.5941 4.24 I Q V 2+10 0.6238 4.31 I Q V 2+15 0.6540 4.38 I Q V 2+20 0.6846 4.46 1 Q VI 2+25 0.7159 4.53 I Q VI 2+30 0.7477 4.62 I Q V 2+35 0.7801 4.71 I Q V 2+40 0.8132 4.80 1 Q IV 2+45 0.8470 4.91 I Q IV 2+50 0.8816 5.02 I Q I V 2+55 0.9170 5.14 I Q I V 3+ 0 0.9533 5.27 I Q I V 3+ 5 0.9906 5.42 I Q I V 3+10 1.0291 5.58 I Q I V I I I 3+15 1.0688 5.77 I Q I V 3+20 1.1099 5.97 I Q I V 3+25 1.1517 6.07 I Q I V 3+30 1.1904 5.61 I Q I V 3+35 1.2247 4.99 I Q I V 3+40 1.2593 5.03 ( Q I V 3+45 1.2969 5.45 I Q I V 3+50 1.3391 6.14 I Q I V 3+55 1.3890 7.25 I Q I VI 4+ 0 1.4556 9.66 I QI VI 4+ 5 1.5737 17.15 I I Q IV 4+10 1.8111 34.47 I I I V I Q 4+15 2.0687 37.40 I I I V I Q 4+20 2.1988 18.89 I I Q I V 4+25 2.2640 9.46 I QI I IV 4+30 2.3106 6.78 I Q I I IV 4+35 2.3555 6.52I 4+40 2.3964 5.93 QQ I I I V 4+45 2.4350 5.60 Q V 4+50 2.4715 5.30 Q V 4+55 2.5063 5.05 Q V 5+ 0 2.5395 4.83 Q � � � V 5+ 5 2.5715 4.64 Q I I I V 5+10 2.6022 4.47 I Q I I V 5+15 2.6320 4.32 I Q I I V 5+20 2.6609 4.19 I Q I I V 5+25 2.6890 4.08 Q I I I V 5+30 2.7163 3.97 Q I I I V 5+35 2.7430 3.87 I Q I I V 5+40 2.7691 3.79 I Q V 5+45 2.7946 3.70 I Q I V 5+50 2.8196 3.63 I Q I I I V 5+55 2.8441 3.56 Q I I ( VI 6+ 0 2.8681 3.49 I Q I I I VI 6+ 5 2.8904 3.24 I Q I I I VI 6+10 2.9051 2.13 I Q I I I VI 6+15 2.9102 0.74 Q I I I VI 6+20 2.9116 0.20 Q I I I VI 6+25 2.9120 0.06 Q I I I vi 6+30 ----------------------------------------------------------------------- 2.9122 0.02 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q2 DEVELOPED HYDROLOGY 11/25/08 JS 4533124Q2DEV.OUT -------------------------------------------------------------------- Storm Event Year = 2 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** S Pervious SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 16.6 12.11 1.000 1.000 0.682 0.682 Area -averaged adjusted loss rate Fm (In/Hr) = 0.682 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 8.26 0.682 32.0 16.6 20.00 0.000 3.85 0.318 98.0 98.0 0.20 0.941 Area -averaged catchment yield fraction, Y = 0.299 Area -averaged low loss fraction, Yb = 0.701 User entry of time of concentration = 0.101 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.081 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 103.1353 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.682(In/Hr) Average low loss rate fraction (Yb) = 0.729 (decimal) Note: user entry of the Yb value VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.272(In) Computed peak 30 -minute rainfall = 0.557(In) Specified peak 1 -hour rainfall = 0.735(In) Computed peak 3 -hour rainfall = 1.358(In) Specified peak 6 -hour rainfall = 2.000(In) Specified peak 24-hour rainfall = 4.000(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.272(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.557(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.735(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.358(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.000(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 4.000(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 18.221 26.686 2 81.184 92.212 3 98.175 24.883 4 100.000 2.673 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2720 0.2720 2 0.3590 0.0869 3 0.4222 0.0632 4 0.4737 0.0515 5 0.5179 0.0442 6 0.5571 0.0392 7 0.5925 0.0354 8 0.6250 0.0325 9 0.6551 0.0302 10 0.6833 0.0282 11 0.7099 0.0266 12 0.7350 0.0251 13 0.7687 0.0336 14 0.8012 0.0325 15 0.8327 0.0315 16 0.8632 0.0306 17 0.8930 0.0297 18 0.9220 0.0290 19 0.9502 0.0283 20 0.9779 0.0276 21 1.0049 0.0270 22 1.0314 0.0265 23 1.0573 0.0259 24 1.0827 0.0254 25 1.1077 0.0250 26 1.1323 0.0245 27 1.1564 0.0241 28 1.1801 0.0237 29 1.2035 0.0234 30 1.2265 0.0230 31 1.2492 0.0227 32 1.2716 0.0224 33 1.2936 0.0221 34 1.3154 0.0218 35 1.3369 0.0215 36 1.3581 0.0212 37 1.3790 0.0209 38 1.3997 0.0207 39 1.4201 0.0204 40 1.4404 0.0202 41 1.4604 0.0200 42 1.4801 0.0198 43 1.4997 0.0196 44 1.5191 0.0194 45 1.5383 0.0192 46 1.5573 0.0190 47 1.5761 0.0188 48 1.5947 0.0186 49 1.6132 0.0185 50 1.6315 0.0183 51 1.6496 0.0181 52 1.6676 0.0180 53 1.6855 0.0178 54 1.7031 0.0177 55 1.7207 0.0175 56 1.7381 0.0174 57 1.7553 0.0173 58 1.7725 0.0171 59 1.7895 0.0170 60 1.8063 0.0169 61 1.8231 0.0167 62 1.8397 0.0166 63 1.8562 0.0165 64 1.8726 0.0164 65 1.8889 0.0163 66 1.9051 0.0162 67 1.9211 0.0161 68 1.9371 0.0160 69 1.9530 0.0159 70 1.9687 0.0158 71 1.9844 0.0157 72 1.9999 0.0156 73 2.0138 0.0138 74 2.0275 0.0137 75 2.0412 0.0137 76 2.0547 0.0136 77 2.0682 0.0135 78 2.0816 0.0134 79 2.0949 0.0133 80 2.1081 0.0132 81 2.1212 0.0131 82 2.1343 0.0131 83 2.1473 0.0130 84 2.1602 0.0129 85 2.1730 0.0128 86 2.1857 0.0127 87 2.1984 0.0127 88 2.2110 0.0126 89 2.2235 0.0125 90 2.2360 0.0125 91 2.2484 0.0124 92 2.2607 0.0123 93 2.2730 0.0123 94 2.2851 0.0122 95 2.2973 0.0121 96 2.3093 0.0121 97 2.3213 0.0120 98 2.3333 0.0119 99 2.3451 0.0119 100 2.3569 0.0118 101 2.3687 0.0118 102 2.3804 0.0117 103 2.3920 0.0116 104 2.4036 0.0116 105 2.4152 0.0115 106 2.4266 0.0115 107 2.4380 0.0114 108 2.4494 0.0114 109 2.4607 0.0113 110 2.4720 0.0113 111 2.4832 0.0112 112 2.4944 0.0112 113 2.5055 0.0111 114 2.5165 0.0111 115 2.5275 0.0110 116 2.5385 0.0110 117 2.5494 0.0109 118 2.5603 0.0109 119 2.5711 0.0108 120 2.5819 0.0108 121 2.5926 0.0107 122 2.6033 0.0107 123 2.6140 0.0106 124 2.6246 0.0106 125 2.6352 0.0106 126 2.6457 0.0105 127 2.6562 0.0105 128 2.6666 0.0104 129 2.6770 0.0104 130 2.6873 0.0104 131 2.6977 0.0103 132 2.7079 0.0103 133 2.7182 0.0102 134 2.7284 0.0102 135 2.7385 0.0102 136 2.7487 0.0101 137 2.7587 0.0101 138 2.7688 0.0101 139 2.7788 0.0100 140 2.7888 0.0100 141 2.7987 0.0099 142 2.8086 0.0099 143 2.8185 0.0099 144 2.8284 0.0098 145 2.8382 0.0098 146 2.8479 0.0098 147 2.8577 0.0097 148 2.8674 0.0097 149 2.8770 0.0097 150 2.8867 0.0096 151 2.8963 0.0096 152 2.9059 0.0096 153 2.9154 0.0095 154 2.9249 0.0095 155 2.9344 0.0095 156 2.9438 0.0095 157 2.9533 0.0094 158 2.9627 0.0094 159 2.9720 0.0094 160 2.9814 0.0093 161 2.9907 0.0093 162 2.9999 0.0093 163 3.0092 0.0092 164 3.0184 0.0092 165 3.0276 0.0092 166 3.0367 0.0092 167 3.0459 0.0091 168 3.0550 0.0091 169 3.0641 0.0091 170 3.0731 0.0091 171 3.0821 0.0090 172 3.0911 0.0090 173 3.1001 0.0090 174 3.1091 0.0089 175 3.1180 0.0089 176 3.1269 0.0089 177 3.1357 0.0089 178 3.1446 0.0088 179 3.1534 0.0088 180 3.1622 0.0088 181 3.1710 0.0088 182 3.1797 0.0087 183 3.1884 0.0087 184 3.1971 0.0087 185 3.2058 0.0087 186 3.2145 0.0087 187 3.2231 0.0086 188 3.2317 0.0086 189 3.2403 0.0086 190 3.2489 0.0086 191 3.2574 0.0085 192 3.2659 0.0085 193 3.2744 0.0085 194 3.2829 0.0085 195 3.2913 0.0085 196 3.2998 0.0084 197 3.3082 0.0084 198 3.3166 0.0084 199 3.3249 0.0084 200 3.3333 0.0083 201 3.3416 0.0083 202 3.3499 0.0083 203 3.3582 0.0083 204 3.3664 0.0083 205 3.3747 0.0082 206 3.3829 0.0082 207 3.3911 0.0082 208 3.3993 0.0082 209 3.4074 0.0082 210 3.4156 0.0081 211 3.4237 0.0081 212 3.4318 0.0081 213 3.4399 0.0081 214 3.4480 0.0081 215 3.4560 0.0080 216 3.4640 0.0080 217 3.4720 0.0080 218 3.4800 0.0080 219 3.4880 0.0080 220 3.4960 0.0080 221 3.5039 0.0079 222 3.5118 0.0079 223 3.5197 0.0079 224 3.5276 0.0079 225 3.5355 0.0079 226 3.5433 0.0078 227 3.5511 0.0078 228 3.5590 0.0078 229 3.5668 0.0078 230 3.5745 0.0078 231 3.5823 0.0078 232 3.5900 0.0077 233 3.5978 0.0077 234 3.6055 0.0077 235 3.6132 0.0077 236 3.6209 0.0077 237 3.6285 0.0077 238 3.6362 0.0076 239 3.6438 0.0076 240 3.6514 0.0076 241 3.6590 0.0076 242 3.6666 0.0076 243 3.6742 0.0076 244 3.6817 0.0076 245 3.6893 0.0075 246 3.6968 0.0075 247 3.7043 0.0075 248 3.7118 0.0075 249 3.7193 0.0075 250 3.7267 0.0075 251 3.7342 0.0074 252 3.7416 0.0074 253 3.7490 0.0074 254 3.7564 0.0074 255 3.7638 0.0074 256 3.7712 0.0074 257 3.7785 0.0074 258 3.7859 0.0073 259 3.7932 0.0073 260 3.8005 0.0073 261 3.8078 0.0073 262 3.8151 0.0073 263 3.8224 0.0073 264 3.8296 0.0073 265 3.8369 0.0072 266 3.8441 0.0072 267 3.8513 0.0072 268 3.8585 0.0072 269 3.8657 0.0072 270 3.8729 0.0072 271 3.8801 0.0072 272 3.8872 0.0072 273 3.8944 0.0071 274 3.9015 0.0071 275 3.9086 0.0071 276 3.9157 0.0071 277 3.9228 0.0071 278 3.9299 0.0071 279 3.9369 0.0071 280 3.9440 0.0070 281 3.9510 0.0070 282 3.9581 0.0070 283 3.9651 0.0070 284 3.9721 0.0070 285 3.9791 0.0070 286 3.9860 0.0070 287 3.9930 0.0070 288 3.9999 0.0070 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0070 0.0051 0.0019 2 0.0070 0.0051 0.0019 3 0.0070 0.0051 0.0019 4 0.0070 0.0051 0.0019 5 0.0070 0.0051 0.0019 6 0.0070 0.0051 0.0019 7 0.0071 0.0051 0.0019 8 0.0071 0.0052 0.0019 9 0.0071 0.0052 0.0019 10 0.0071 0.0052 0.0019 11 0.0071 0.0052 0.0019 12 0.0072 0.0052 0.0019 13 0.0072 0.0052 0.0019 14 0.0072 0.0052 0.0020 15 0.0072 0.0053 0.0020 16 0.0072 0.0053 0.0020 17 0.0073 0.0053 0.0020 18 0.0073 0.0053 0.0020 19 0.0073 0.0053 0.0020 20 0.0073 0.0053 0.0020 21 0.0073 0.0054 0.0020 22 0.0074 0.0054 0.0020 23 0.0074 0.0054 0.0020 24 0.0074 0.0054 0.0020 25 0.0074 0.0054 0.0020 26 0.0074 0.0054 0.0020 27 0.0075 0.0054 0.0020 28 0.0075 0.0055 0.0020 29 0.0075 0.0055 0.0020 30 0.0075 0.0055 0.0020 31 0.0076 0.0055 0.0021 32 0.0076 0.0055 0.0021 33 0.0076 0.0055 0.0021 34 0.0076 0.0056 0.0021 35 0.0077 0.0056 0.0021 36 0.0077 0.0056 0.0021 37 0.0077 0.0056 0.0021 38 0.0077 0.0056 0.0021 39 0.0078 0.0057 0.0021 40 0.0078 0.0057 0.0021 41 0.0078 0.0057 0.0021 42 0.0078 0.0057 0.0021 43 0.0079 0.0057 0.0021 44 0.0079 0.0057 0.0021 45 0.0079 0.0058 0.0021 46 0.0079 0.0058 0.0022 47 0.0080 0.0058 0.0022 48 0.0080 0.0058 0.0022 49 0.0080 0.0058 0.0022 50 0.0080 0.0059 0.0022 51 0.0081 0.0059 0.0022 52 0.0081 0.0059 0.0022 53 0.0081 0.0059 0.0022 54 0.0082 0.0059 0.0022 55 0.0082 0.0060 0.0022 56 0.0082 0.0060 0.0022 57 0.0083 0.0060 0.0022 58 0.0083 0.0060 0.0022 59 0.0083 0.0061 0.0023 60 0.0083 0.0061 0.0023 61 0.0084 0.0061 0.0023 62 0.0084 0.0061 0.0023 63 0.0085 0.0062 0.0023 64 0.0085 0.0062 0.0023 65 0.0085 0.0062 0.0023 66 0.0085 0.0062 0.0023 67 0.0086 0.0063 0.0023 68 0.0086 0.0063 0.0023 69 0.0087 0.0063 0.0023 70 0.0087 0.0063 0.0024 71 0.0087 0.0064 0.0024 72 0.0087 0.0064 0.0024 73 0.0088 0.0064 0.0024 74 0.0088 0.0064 0.0024 75 0.0089 0.0065 0.0024 76 0.0089 0.0065 0.0024 77 0.0089 0.0065 0.0024 78 0.0090 0.0065 0.0024 79 0.0090 0.0066 0.0024 80 0.0091 0.0066 0.0025 81 0.0091 0.0066 0.0025 82 0.0091 0.0067 0.0025 83 0.0092 0.0067 0.0025 84 0.0092 0.0067 0.0025 85 0.0093 0.0068 0.0025 86 0.0093 0.0068 0.0025 87 0.0094 0.0068 0.0025 88 0.0094 0.0068 0.0025 89 0.0095 0.0069 0.0026 90 0.0095 0.0069 0.0026 91 0.0095 0.0070 0.0026 92 0.0096 0.0070 0.0026 93 0.0096 0.0070 0.0026 94 0.0097 0.0070 0.0026 95 0.0097 0.0071 0.0026 96 0.0098 0.0071 0.0027 97 0.0098 0.0072 0.0027 98 0.0099 0.0072 0.0027 99 0.0099 0.0072 0.0027 100 0.0100 0.0073 0.0027 101 0.0101 0.0073 0.0027 102 0.0101 0.0073 0.0027 103 0.0102 0.0074 0.0028 104 0.0102 0.0074 0.0028 105 0.0103 0.0075 0.0028 106 0.0103 0.0075 0.0028 107 0.0104 0.0076 0.0028 108 0.0104 0.0076 0.0028 109 0.0105 0.0077 0.0029 110 0.0106 0.0077 0.0029 111 0.0106 0.0078 0.0029 112 0.0107 0.0078 0.0029 113 0.0108 0.0079 0.0029 114 0.0108 0.0079 0.0029 115 0.0109 0.0080 0.0030 116 0.0110 0.0080 0.0030 117 0.0111 0.0081 0.0030 118 0.0111 0.0081 0.0030 119 0.0112 0.0082 0.0030 120 0.0113 0.0082 0.0031 121 0.0114 0.0083 0.0031 122 0.0114 0.0083 0.0031 123 0.0115 0.0084 0.0031 124 0.0116 0.0084 0.0031 125 0.0117 0.0085 0.0032 126 0.0118 0.0086 0.0032 127 0.0119 0.0087 0.0032 128 0.0119 0.0087 0.0032 129 0.0121 0.0088 0.0033 130 0.0121 0.0088 0.0033 131 0.0123 0.0089 0.0033 132 0.0123 0.0090 0.0033 133 0.0125 0.0091 0.0034 134 0.0125 0.0091 0.0034 135 0.0127 0.0092 0.0034 136 0.0127 0.0093 0.0035 137 0.0129 0.0094 0.0035 138 0.0130 0.0095 0.0035 139 0.0131 0.0096 0.0036 140 0.0132 0.0096 0.0036 141 0.0134 0.0098 0.0036 142 0.0135 0.0098 0.0037 143 0.0137 0.0099 0.0037 144 0.0137 0.0100 0.0037 145 0.0156 0.0113 0.0042 146 0.0157 0.0114 0.0042 147 0.0159 0.0116 0.0043 148 0.0160 0.0116 0.0043 149 0.0162 0.0118 0.0044 150 0.0163 0.0119 0.0044 151 0.0165 0.0120 0.0045 152 0.0166 0.0121 0.0045 153 0.0169 0.0123 0.0046 154 0.0170 0.0124 0.0046 155 0.0173 0.0126 0.0047 156 0.0174 0.0127 0.0047 157 0.0177 0.0129 0.0048 158 0.0178 0.0130 0.0048 159 0.0181 0.0132 0.0049 160 0.0183 0.0133 0.0050 161 0.0186 0.0136 0.0051 162 0.0188 0.0137 0.0051 163 0.0192 0.0140 0.0052 164 0.0194 0.0141 0.0053 165 0.0198 0.0144 0.0054 166 0.0200 0.0146 0.0054 167 0.0204 0.0149 0.0055 168 0.0207 0.0151 0.0056 169 0.0212 0.0155 0.0058 170 0.0215 0.0157 0.0058 171 0.0221 0.0161 0.0060 172 0.0224 0.0163 0.0061 173 0.0230 0.0168 0.0062 174 0.0234 0.0170 0.0063 175 0.0241 0.0176 0.0065 176 0.0245 0.0179 0.0067 177 0.0254 0.0185 0.0069 178 0.0259 0.0189 0.0070 179 0.0270 0.0197 0.0073 180 0.0276 0.0201 0.0075 181 0.0290 0.0211 0.0079 182 0.0297 0.0217 0.0081 183 0.0315 0.0229 0.0085 184 0.0325 0.0237 0.0088 185 0.0251 0.0183 0.0068 186 0.0266 0.0193 0.0072 187 0.0302 0.0220 0.0082 188 0.0325 0.0237 0.0088 189 0.0392 0.0285 0.0106 190 0.0442 0.0322 0.0120 191 0.0632 0.0461 0.0172 192 0.0869 0.0568 0.0301 193 0.2720 0.0568 0.2152 194 0.0515 0.0375 0.0140 195 0.0354 0.0258 0.0096 196 0.0282 0.0205 0.0077 197 0.0336 0.0245 0.0091 198 0.0306 0.0223 0.0083 199 0.0283 0.0206 0.0077 200 0.0265 0.0193 0.0072 201 0.0250 0.0182 0.0068 202 0.0237 0.0173 0.0064 203 0.0227 0.0165 0.0062 204 0.0218 0.0159 0.0059 205 0.0209 0.0153 0.0057 206 0.0202 0.0147 0.0055 207 0.0196 0.0143 0.0053 208 0.0190 0.0138 0.0052 209 0.0185 0.0135 0.0050 210 0.0180 0.0131 0.0049 211 0.0175 0.0128 0.0048 212 0.0171 0.0125 0.0046 213 0.0167 0.0122 0.0045 214 0.0164 0.0119 0.0044 215 0.0161 0.0117 0.0044 216 0.0158 0.0115 0.0043 217 0.0138 0.0101 0.0038 218 0.0136 0.0099 0.0037 219 0.0133 0.0097 0.0036 220 0.0131 0.0095 0.0035 221 0.0128 0.0093 0.0035 222 0.0126 0.0092 0.0034 223 0.0124 0.0090 0.0034 224 0.0122 0.0089 0.0033 225 0.0120 0.0087 0.0033 226 0.0118 0.0086 0.0032 227 0.0116 0.0085 0.0032 228 0.0115 0.0084 0.0031 229 0.0113 0.0082 0.0031 230 0.0112 0.0081 0.0030 231 0.0110 0.0080 0.0030 232 0.0109 0.0079 0.0030 233 0.0107 0.0078 0.0029 234 0.0106 0.0077 0.0029 235 0.0105 0.0076 0.0028 236 0.0104 0.0075 0.0028 237 0.0102 0.0075 0.0028 238 0.0101 0.0074 0.0027 239 0.0100 0.0073 0.0027 240 0.0099 0.0072 0.0027 241 0.0098 0.0071 0.0027 242 0.0097 0.0071 0.0026 243 0.0096 0.0070 0.0026 244 0.0095 0.0069 0.0026 245 0.0094 0.0069 0.0026 246 0.0093 0.0068 0.0025 247 0.0092 0.0067 0.0025 248 0.0092 0.0067 0.0025 249 0.0091 0.0066 0.0025 250 0.0090 0.0066 0.0024 251 0.0089 0.0065 0.0024 252 0.0088 0.0064 0.0024 253 0.0088 0.0064 0.0024 254 0.0087 0.0063 0.0024 255 0.0086 0.0063 0.0023 256 0.0086 0.0062 0.0023 257 0.0085 0.0062 0.0023 258 0.0084 0.0061 0.0023 259 0.0084 0.0061 0.0023 260 0.0083 0.0060 0.0023 261 0.0082 0.0060 0.0022 262 0.0082 0.0060 0.0022 263 0.0081 0.0059 0.0022 264 0.0081 0.0059 0.0022 265 0.0080 0.0058 0.0022 266 0.0080 0.0058 0.0022 267 0.0079 0.0058 0.0021 268 0.0078 0.0057 0.0021 269 0.0078 0.0057 0.0021 270 0.0077 0.0056 0.0021 271 0.0077 0.0056 0.0021 272 0.0076 0.0056 0.0021 273 0.0076 0.0055 0.0021 274 0.0076 0.0055 0.0020 275 0.0075 0.0055 0.0020 276 0.0075 0.0054 0.0020 277 0.0074 0.0054 0.0020 278 0.0074 0.0054 0.0020 279 0.0073 0.0053 0.0020 280 0.0073 0.0053 0.0020 281 0.0072 0.0053 0.0020 282 0.0072 0.0053 0.0020 283 0.0072 0.0052 0.0019 284 0.0071 0.0052 0.0019 285 0.0071 0.0052 0.0019 286 0.0070 0.0051 0.0019 287 0.0070 0.0051 0.0019 288 0.0070 0.0051 0.0019 -------------------------------------------------------------------- Total soil rain loss = 2.77(In) Total effective rainfall = 1.23(In) Peak flow rate in flood hydrograph = 21.01(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q 0+10 0.0019 0.22 Q 0+15 0.0038 0.27 Q 0+20 0.0057 0.28 Q 0+25 0.0076 0.28 Q 0+30 0.0095 0.28 Q 0+35 0.0114 0.28 Q 0+40 0.0134 0.28 Q 0+45 0.0153 0.28 Q 0+50 0.0173 0.28 Q 0+55 0.0192 0.28 Q 1+ 0 0.0212 0.28 Q 1+ 5 0.0231 0.28 Q 1+10 0.0251 0.29 Q 1+15 0.0270 0.29 Q 1+20 0.0290 0.29 Q 1+25 0.0310 0.29 Q 1+30 0.0330 0.29 QV 1+35 0.0350 0.29 QV 1+40 0.0370 0.29 QV 1+45 0.0390 0.29 QV 1+50 0.0410 0.29 QV 1+55 0.0430 0.29 QV 2+ 0 0.0450 0.29 QV 2+ 5 0.0471 0.29 QV 2+10 0.0491 0.30 QV 2+15 0.0511 0.30 QV 2+20 0.0532 0.30 QV 2+25 0.0552 0.30 QV 2+30 0.0573 0.30 QV 2+35 0.0593 0.30 QV 2+40 0.0614 0.30 QV 2+45 0.0635 0.30 Q V 2+50 0.0656 0.30 Q V 2+55 0.0677 0.30 Q V 3+ 0 0.0698 0.30 Q V 3+ 5 0.0719 0.31 Q V 3+10 0.0740 0.31 Q V 3+15 0.0761 0.31 Q V 3+20 0.0782 0.31 Q V 3+25 0.0803 0.31 Q V 3+30 0.0825 0.31 Q V 3+35 0.0846 0.31 Q V 3+40 0.0868 0.31 Q V 3+45 0.0889 0.31 Q V 3+50 0.0911 0.31 Q V 3+55 0.0933 0.32 Q V 4+ 0 0.0955 0.32 Q V 4+ 5 0.0976 0.32 Q V 4+10 0.0998 0.32 Q V 4+15 0.1020 0.32 Q V 4+20 0.1043 0.32 Q V 4+25 0.1065 0.32 Q V 4+30 0.1087 0.32 Q V 4+35 0.1109 0.32 Q V 4+40 0.1132 0.33 Q V 4+45 0.1154 0.33 Q V 4+50 0.1177 0.33 Q V 4+55 0.1200 0.33 Q V 5+ 0 0.1222 0.33 Q V 5+ 5 0.1245 0.33 Q V 5+10 0.1268 0.33 Q V 5+15 0.1291 0.33 Q V 5+20 0.1314 0.34 Q V 5+25 0.1338 0.34 Q V 5+30 0.1361 0.34 Q V 5+35 0.1384 0.34 Q V 5+40 0.1408 0.34 Q V 5+45 0.1431 0.34 Q V 5+50 0.1455 0.34 Q V 5+55 0.1479 0.34 Q V 6+ 0 0.1503 0.35 Q V 6+ 5 0.1527 0.35 Q V 6+10 0.1551 0.35 Q V 6+15 0.1575 0.35 Q V 6+20 0.1599 0.35 Q V 6+25 0.1623 0.35 Q V 6+30 0.1648 0.36 Q V 6+35 0.1672 0.36 Q V 6+40 0.1697 0.36 Q V 6+45 0.1722 0.36 Q V 6+50 0.1747 0.36 Q V 6+55 0.1772 0.36 Q V 7+ 0 0.1797 0.36 Q V I 7+ 5 0.1822 0.37 Q V 7+10 0.1848 0.37 Q V 7+15 0.1873 0.37 Q V 7+20 0.1899 0.37 Q V 7+25 0.1924 0.37 Q V 7+30 0.1950 0.38 Q V 7+35 0.1976 0.38 Q V 7+40 0.2002 0.38 Q V 7+45 0.2029 0.38 Q V 7+50 0.2055 0.38 Q V 7+55 0.2081 0.38 Q V 8+ 0 0.2108 0.39 Q V 8+ 5 0.2135 0.39 Q V 8+10 0.2162 0.39 Q V 8+15 0.2189 0.39 Q V 8+20 0.2216 0.39 Q V 8+25 0.2243 0.40 Q V 8+30 0.2271 0.40 Q V 8+35 0.2298 0.40 Q V 8+40 0.2326 0.40 Q V 8+45 0.2354 0.41 Q V 8+50 0.2382 0.41 Q V 8+55 0.2410 0.41 Q V 9+ 0 0.2439 0.41 Q V 9+ 5 0.2468 0.42 Q V 9+10 0.2496 0.42 Q V 9+15 0.2525 0.42 Q V 9+20 0.2554 0.42 Q V 9+25 0.2584 0.43 Q V 9+30 0.2613 0.43 Q V 9+35 0.2643 0.43 Q V 9+40 0.2673 0.43 Q V 9+45 0.2703 0.44 Q V 9+50 0.2733 0.44 Q V 9+55 0.2763 0.44 Q V 10+ 0 0.2794 0.45 Q V I 10+ 5 0.2825 0.45 Q VI 10+10 0.2856 0.45 Q VI 10+15 0.2887 0.45 Q VI 10+20 0.2919 0.46 Q VI 10+25 0.2950 0.46 Q VI 10+30 0.2982 0.46 Q VI 10+35 0.3015 0.47 Q VI 10+40 0.3047 0.47 Q VI 10+45 0.3080 0.47 Q VI 10+50 0.3113 0.48 Q V 10+55 0.3146 0.48 Q V 11+ 0 0.3180 0.49 Q V 11+ 5 0.3213 0.49 Q V 11+10 0.3247 0.49 Q V 11+15 0.3282 0.50 Q V 11+20 0.3316 0.50 Q V 11+25 0.3351 0.51 Q V 11+30 0.3387 0.51 Q V 11+35 0.3422 0.52 Q IV 11+40 0.3458 0.52 Q IV 11+45 0.3494 0.53 Q IV 11+50 0.3531 0.53 Q IV 11+55 0.3568 0.54 Q IV 12+ 0 0.3605 0.54 Q IV 12+ 5 0.3643 0.56 Q IV 12+10 0.3685 0.61 Q IV 12+15 0.3728 0.62 Q IV 12+20 0.3771 0.63 Q I V 12+25 0.3815 0.63 Q I V 12+30 0.3859 0.64 Q I V 12+35 0.3904 0.65 Q I V 12+40 0.3949 0.66 Q I V 12+45 0.3995 0.66 Q I V 12+50 0.4041 0.67 Q I V 12+55 0.4087 0.68 Q I V 13+ 0 0.4134 0.69 Q I V 13+ 5 0.4182 0.69 Q I V 13+10 0.4231 0.70 Q I V 13+15 0.4279 0.71 Q I V 13+20 0.4329 0.72 Q I V 13+25 0.4379 0.73 Q I V 13+30 0.4430 0.74 Q I V 13+35 0.4482 0.75 Q I V 13+40 0.4534 0.76 IQ I V I 13+45 0.4587 0.77 IQ I V I 13+50 0.4641 0.78 IQ I V I 13+55 0.4696 0.80 IQ I V I 14+ 0 0.4752 0.81 IQ I V I 14+ 5 0.4809 0.82 IQ I V I 14+10 0.4867 0.84 IQ I V I 14+15 0.4925 0.86 IQ I V I 14+20 0.4986 0.87 IQ I V I 14+25 0.5047 0.89 IQ I V I 14+30 0.5110 0.91 IQ I V I 14+35 0.5174 0.93 IQ I V I 14+40 0.5240 0.96 IQ I V I 14+45 0.5307 0.98 IQ I V I 14+50 0.5377 1.01 IQ I V I 14+55 0.5448 1.03 IQ I V I 15+ 0 0.5522 1.07 IQ I V I 15+ 5 0.5598 1.10 IQ I V I 15+10 0.5677 1.15 IQ I V I 15+15 0.5758 1.19 IQ I V I 15+20 0.5844 1.25 IQ I V I 15+25 0.5929 1.23 IQ I VI 15+30 0.6002 1.06 IQ I VI 15+35 0.6076 1.08 IQ I VI 15+40 0.6158 1.19 IQ I VI 15+45 0.6249 1.32 IQ I V 15+50 0.6355 1.54 I Q I V 15+55 0.6483 1.85 I Q I V 16+ 0 0.6669 2.71 I Q I IV 16+ 5 0.7288 8.98 I IQ I V 16+10 0.8735 21.01 I 1 1 16+15 0.9216 6.98 I Q1 VI 16+20 0.9354 2.01 1 Q 16+25 0.9439 1.23 IQ V 16+30 0.9527 1.28 IQ V 16+35 0.9611 1.22 IQ V 16+40 0.9688 1.13 IQ IV 16+45 0.9761 1.06 IQ IV 16+50 0.9830 1.00 IQ IV 16+55 0.9895 0.95 IQ IV 17+ 0 0.9957 0.90 IQ I V 17+ 5 1.0017 0.87 IQ I V 17+10 1.0074 0.83 IQ I V 17+15 1.0130 0.80 IQ V 17+20 1.0183 0.78 IQ V 17+25 1.0236 0.76 IQ I I VV 17+30 1.0286 0.73 Q 17+35 1.0335 0.72 Q 17+40 1.0384 0.70 Q V 17+45 1.0430 0.68 Q I V 17+50 1.0476 0.67 Q IV 17+55 1.0521 0.65 Q 18+ 0 1.0565 0.64 Q V 18+ 5 1.0608 0.61 Q 18+10 1.0646 0.56 Q V 18+15 1.0684 0.54 Q 18+20 1.0720 0.53 Q V 18+25 1.0756 0.52 Q V 18+30 1.0791 0.51 Q V 18+35 1.0825 0.50 Q 18+40 1.0859 0.49 Q V 18+45 1.0893 0.48 Q 18+50 1.0926 0.48 Q V 18+55 1.0958 0.47 Q 19+ 0 1.0990 0.46 Q V 19+ 5 1.1021 0.46 Q V 19+10 1.1052 0.45 Q V 19+15 1.1083 0.44 Q V 19+20 1.1113 0.44 Q V 19+25 1.1143 0.43 Q 19+30 1.1172 0.43 Q I VV 19+35 1.1201 0.42 Q 19+40 1.1230 0.42 Q V 19+45 1.1258 0.41 Q V 19+50 1.1286 0.41 Q 19+55 1.1314 0.40 Q V 20+ 0 1.1341 0.40 Q 20+ 5 1.1369 0.39 Q V 20+10 1.1395 0.39 Q V 20+15 1.1422 0.39 Q V 20+20 1.1448 0.38 Q V 20+25 1.1474 0.38 Q V 20+30 1.1500 0.37 Q V 20+35 1.1526 0.37 Q V 20+40 1.1551 0.37 Q V 20+45 1.1576 0.36 Q V 20+50 1.1601 0.36 Q I I 20+55 1.1626 0.36 Q V 21+ 0 1.1650 0.35 Q V 21+ 5 1.1674 0.35 Q V 21+10 1.1698 0.35 Q V 21+15 1.1722 0.35 Q V 21+20 1.1746 0.34 Q V 21+25 1.1769 0.34 Q V 21+30 1.1792 0.34 Q V 21+35 1.1815 0.34 Q V 21+40 1.1838 0.33 Q V 21+45 1.1861 0.33 Q V 21+50 1.1884 0.33 Q V 21+55 1.1906 0.33 Q V 22+ 0 1.1928 0.32 Q V 22+ 5 1.1950 0.32 Q V 22+10 1.1972 0.32 Q V 22+15 1.1994 0.32 Q ( V 22+20 1.2016 0.31 Q V 22+25 1.2037 0.31 Q V 22+30 1.2059 0.31 Q V 22+35 1.2080 0.31 Q V 22+40 1.2101 0.31 Q V 22+45 1.2122 0.30 Q V 22+50 1.2143 0.30 Q VI 22+55 1.2163 0.30 Q VI 23+ 0 1.2184 0.30 Q VI 23+ 5 1.2204 0.30 Q VI 23+10 1.2224 0.29 Q VI 23+15 1.2245 0.29 Q VI 23+20 1.2265 0.29 Q VI 23+25 1.2285 0.29 Q VI 23+30 1.2305 0.29 Q VI 23+35 1.2324 0.29 Q VI 23+40 1.2344 0.28 Q VI 23+45 1.2363 0.28 Q ( VI 23+50 1.2383 0.28 Q VI 23+55 1.2402 0.28 Q VI 24+ 0 1.2421 0.28 Q VI 24+ 5 1.2437 0.23 Q VI 24+10 1.2441 0.05 Q VI 24+15 ----------------------------------------------------------------------- 1.2441 0.01 Q I VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q10 DEVELOPED HYDROLOGY 11/25/08 JS 4533124Q10DEV.OUT -------------------------------------------------------------------- Storm Event Year = 10 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 32.0 12.11 1.000 0.978 0.682 0.667 Area -averaged adjusted loss rate Fm (In/Hr) = 0.667 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 8.26 0.682 32.0 32.0 21.25 0.042 3.85 0.318 98.0 98.0 0.20 0.965 Area -averaged catchment yield fraction, Y = 0.336 Area -averaged low loss fraction, Yb = 0.664 User entry of time of concentration = 0.101 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ watershed area = 12.11(Ac.) Catchment Lag time = 0.081 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 103.1353 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.667(In/Hr) Average low loss rate fraction (Yb) = 0.688 (decimal) Note: user entry of the Yb value VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.389(In) Computed peak 30 -minute rainfall = 0.796(In) Specified peak 1 -hour rainfall = 1.050(In) Computed peak 3 -hour rainfall = 2.010(In) Specified peak 6 -hour rainfall = 3.029(In) Specified peak 24-hour rainfall = 6.880(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.388(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.795(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.049(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.010(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.028(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 6.880(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 18.221 26.686 2 81.184 92.212 3 98.175 24.883 4 100.000 2.673 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3884 0.3884 2 0.5125 0.1241 3 0.6027 0.0902 4 0.6762 0.0735 5 0.7394 0.0631 6 0.7953 0.0559 7 0.8459 0.0506 8 0.8923 0.0464 9 0.9353 0.0430 10 0.9756 0.0403 11 1.0135 0.0379 12 1.0494 0.0359 13 1.1003 0.0509 14 1.1496 0.0493 15 1.1975 0.0479 16 1.2441 0.0466 17 1.2896 0.0454 18 1.3339 0.0444 19 1.3773 0.0434 20 1.4197 0.0424 21 1.4613 0.0416 22 1.5021 0.0408 23 1.5421 0.0400 24 1.5814 0.0393 25 1.6201 0.0387 26 1.6581 0.0380 27 1.6956 0.0374 28 1.7324 0.0369 29 1.7688 0.0363 30 1.8046 0.0358 31 1.8400 0.0354 32 1.8749 0.0349 33 1.9093 0.0344 34 1.9433 0.0340 35 1.9769 0.0336 36 2.0102 0.0332 37 2.0430 0.0328 38 2.0755 0.0325 39 2.1076 0.0321 40 2.1394 0.0318 41 2.1708 0.0315 42 2.2020 0.0312 43 2.2328 0.0308 44 2.2634 0.0306 45 2.2937 0.0303 46 2.3237 0.0300 47 2.3534 0.0297 48 2.3829 0.0295 49 2.4121 0.0292 50 2.4411 0.0290 51 2.4698 0.0287 52 2.4984 0.0285 53 2.5266 0.0283 54 2.5547 0.0281 55 2.5826 0.0279 56 2.6103 0.0277 57 2.6377 0.0275 58 2.6650 0.0273 59 2.6920 0.0271 60 2.7189 0.0269 61 2.7456 0.0267 62 2.7722 0.0265 63 2.7985 0.0263 64 2.8247 0.0262 65 2.8507 0.0260 66 2.8765 0.0258 67 2.9022 0.0257 68 2.9278 0.0255 69 2.9532 0.0254 70 2.9784 0.0252 71 3.0035 0.0251 72 3.0284 0.0249 73 3.0532 0.0248 74 3.0779 0.0247 75 3.1025 0.0246 76 3.1269 0.0244 77 3.1512 0.0243 78 3.1753 0.0242 79 3.1994 0.0240 80 3.2233 0.0239 81 3.2471 0.0238 82 3.2707 0.0237 83 3.2943 0.0236 84 3.3177 0.0234 85 3.3410 0.0233 86 3.3643 0.0232 87 3.3874 0.0231 88 3.4103 0.0230 89 3.4332 0.0229 90 3.4560 0.0228 91 3.4787 0.0227 92 3.5013 0.0226 93 3.5237 0.0225 94 3.5461 0.0224 95 3.5684 0.0223 96 3.5906 0.0222 97 3.6127 0.0221 98 3.6347 0.0220 99 3.6566 0.0219 100 3.6784 0.0218 101 3.7001 0.0217 102 3.7218 0.0216 103 3.7433 0.0216 104 3.7648 0.0215 105 3.7862 0.0214 106 3.8075 0.0213 107 3.8287 0.0212 108 3.8498 0.0211 109 3.8709 0.0211 110 3.8919 0.0210 111 3.9128 0.0209 112 3.9336 0.0208 113 3.9544 0.0208 114 3.9750 0.0207 115 3.9956 0.0206 116 4.0162 0.0205 117 4.0366 0.0205 118 4.0570 0.0204 119 4.0773 0.0203 120 4.0976 0.0202 121 4.1177 0.0202 122 4.1379 0.0201 123 4.1579 0.0200 124 4.1779 0.0200 125 4.1978 0.0199 126 4.2176 0.0198 127 4.2374 0.0198 128 4.2571 0.0197 129 4.2768 0.0197 130 4.2964 0.0196 131 4.3159 0.0195 132 4.3354 0.0195 133 4.3548 0.0194 134 4.3741 0.0194 135 4.3934 0.0193 136 4.4127 0.0192 137 4.4318 0.0192 138 4.4510 0.0191 139 4.4700 0.0191 140 4.4890 0.0190 141 4.5080 0.0190 142 4.5269 0.0189 143 4.5457 0.0188 144 4.5645 0.0188 145 4.5832 0.0187 146 4.6019 0.0187 147 4.6206 0.0186 148 4.6391 0.0186 149 4.6577 0.0185 150 4.6761 0.0185 151 4.6946 0.0184 152 4.7129 0.0184 153 4.7313 0.0183 154 4.7495 0.0183 155 4.7678 0.0182 156 4.7860 0.0182 157 4.8041 0.0181 158 4.8222 0.0181 159 4.8402 0.0180 160 4.8582 0.0180 161 4.8762 0.0179 162 4.8941 0.0179 163 4.9119 0.0179 164 4.9297 0.0178 165 4.9475 0.0178 166 4.9652 0.0177 167 4.9829 0.0177 168 5.0006 0.0176 169 5.0182 0.0176 170 5.0357 0.0176 171 5.0532 0.0175 172 5.0707 0.0175 173 5.0881 0.0174 174 5.1055 0.0174 175 5.1229 0.0173 176 5.1402 0.0173 177 5.1574 0.0173 178 5.1747 0.0172 179 5.1919 0.0172 180 5.2090 0.0171 181 5.2261 0.0171 182 5.2432 0.0171 183 5.2602 0.0170 184 5.2772 0.0170 185 5.2942 0.0170 186 5.3111 0.0169 187 5.3280 0.0169 188 5.3448 0.0168 189 5.3616 0.0168 190 5.3784 0.0168 191 5.3951 0.0167 192 5.4118 0.0167 193 5.4285 0.0167 194 5.4451 0.0166 195 5.4617 0.0166 196 5.4783 0.0166 197 5.4948 0.0165 198 5.5113 0.0165 199 5.5278 0.0165 200 5.5442 0.0164 201 5.5606 0.0164 202 5.5769 0.0164 203 5.5933 0.0163 204 5.6096 0.0163 205 5.6258 0.0163 206 5.6420 0.0162 207 5.6582 0.0162 208 5.6744 0.0162 209 5.6905 0.0161 210 5.7066 0.0161 211 5.7227 0.0161 212 5.7387 0.0160 213 5.7547 0.0160 214 5.7707 0.0160 215 5.7867 0.0159 216 5.8026 0.0159 217 5.8185 0.0159 218 5.8343 0.0159 219 5.8502 0.0158 220 5.8660 0.0158 221 5.8817 0.0158 222 5.8975 0.0157 223 5.9132 0.0157 224 5.9288 0.0157 225 5.9445 0.0157 226 5.9601 0.0156 227 5.9757 0.0156 228 5.9913 0.0156 229 6.0068 0.0155 230 6.0223 0.0155 231 6.0378 0.0155 232 6.0533 0.0155 233 6.0687 0.0154 234 6.0841 0.0154 235 6.0995 0.0154 236 6.1148 0.0153 237 6.1302 0.0153 238 6.1455 0.0153 239 6.1607 0.0153 240 6.1760 0.0152 241 6.1912 0.0152 242 6.2064 0.0152 243 6.2216 0.0152 244 6.2367 0.0151 245 6.2518 0.0151 246 6.2669 0.0151 247 6.2820 0.0151 248 6.2970 0.0150 249 6.3120 0.0150 250 6.3270 0.0150 251 6.3420 0.0150 252 6.3569 0.0149 253 6.3718 0.0149 254 6.3867 0.0149 255 6.4016 0.0149 256 6.4165 0.0148 257 6.4313 0.0148 258 6.4461 0.0148 259 6.4609 0.0148 260 6.4756 0.0148 261 6.4903 0.0147 262 6.5051 0.0147 263 6.5197 0.0147 264 6.5344 0.0147 265 6.5490 0.0146 266 6.5637 0.0146 267 6.5783 0.0146 268 6.5928 0.0146 269 6.6074 0.0145 270 6.6219 0.0145 271 6.6364 0.0145 272 6.6509 0.0145 273 6.6654 0.0145 274 6.6798 0.0144 275 6.6942 0.0144 276 6.7086 0.0144 277 6.7230 0.0144 278 6.7373 0.0144 279 6.7517 0.0143 280 6.7660 0.0143 281 6.7803 0.0143 282 6.7946 0.0143 283 6.8088 0.0143 284 6.8230 0.0142 285 6.8372 0.0142 286 6.8514 0.0142 287 6.8656 0.0142 288 6.8798 0.0141 --------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ------------------------------------------------------------- 1 0.0141 0.0097 0.0044 2 0.0142 0.0098 0.0044 3 0.0142 0.0098 0.0044 4 0.0142 0.0098 0.0044 5 0.0143 0.0098 0.0044 6 0.0143 0.0098 0.0045 7 0.0143 0.0099 0.0045 8 0.0144 0.0099 0.0045 9 0.0144 0.0099 0.0045 10 0.0144 0.0099 0.0045 11 0.0145 0.0100 0.0045 12 0.0145 0.0100 0.0045 13 0.0145 0.0100 0.0045 14 0.0145 0.0100 0.0045 15 0.0146 0.0100 0.0045 16 0.0146 0.0101 0.0046 17 0.0147 0.0101 0.0046 18 0.0147 0.0101 0.0046 19 0.0147 0.0101 0.0046 20 0.0148 0.0102 0.0046 21 0.0148 0.0102 0.0046 22 0.0148 0.0102 0.0046 23 0.0149 0.0102 0.0046 24 0.0149 0.0103 0.0046 25 0.0149 0.0103 0.0047 26 0.0150 0.0103 0.0047 27 0.0150 0.0103 0.0047 28 0.0150 0.0104 0.0047 29 0.0151 0.0104 0.0047 30 0.0151 0.0104 0.0047 31 0.0152 0.0104 0.0047 32 0.0152 0.0105 0.0047 33 0.0152 0.0105 0.0048 34 0.0153 0.0105 0.0048 35 0.0153 0.0105 0.0048 36 0.0153 0.0106 0.0048 37 0.0154 0.0106 0.0048 38 0.0154 0.0106 0.0048 39 0.0155 0.0107 0.0048 40 0.0155 0.0107 0.0048 41 0.0156 0.0107 0.0049 42 0.0156 0.0107 0.0049 43 0.0157 0.0108 0.0049 44 0.0157 0.0108 0.0049 45 0.0157 0.0108 0.0049 46 0.0158 0.0109 0.0049 47 0.0158 0.0109 0.0049 48 0.0159 0.0109 0.0049 49 0.0159 0.0110 0.0050 50 0.0159 0.0110 0.0050 51 0.0160 0.0110 0.0050 52 0.0160 0.0110 0.0050 53 0.0161 0.0111 0.0050 54 0.0161 0.0111 0.0050 55 0.0162 0.0111 0.0050 56 0.0162 0.0112 0.0051 57 0.0163 0.0112 0.0051 58 0.0163 0.0112 0.0051 59 0.0164 0.0113 0.0051 60 0.0164 0.0113 0.0051 61 0.0165 0.0114 0.0051 62 0.0165 0.0114 0.0051 63 0.0166 0.0114 0.0052 64 0.0166 0.0114 0.0052 65 0.0167 0.0115 0.0052 66 0.0167 0.0115 0.0052 67 0.0168 0.0116 0.0052 68 0.0168 0.0116 0.0052 69 0.0169 0.0116 0.0053 70 0.0170 0.0117 0.0053 71 0.0170 0.0117 0.0053 72 0.0171 0.0118 0.0053 73 0.0171 0.0118 0.0053 74 0.0172 0.0118 0.0054 75 0.0173 0.0119 0.0054 76 0.0173 0.0119 0.0054 77 0.0174 0.0120 0.0054 78 0.0174 0.0120 0.0054 79 0.0175 0.0121 0.0055 80 0.0176 0.0121 0.0055 81 0.0176 0.0121 0.0055 82 0.0177 0.0122 0.0055 83 0.0178 0.0122 0.0055 84 0.0178 0.0123 0.0056 85 0.0179 0.0123 0.0056 86 0.0179 0.0124 0.0056 87 0.0180 0.0124 0.0056 88 0.0181 0.0125 0.0056 89 0.0182 0.0125 0.0057 90 0.0182 0.0126 0.0057 91 0.0183 0.0126 0.0057 92 0.0184 0.0127 0.0057 93 0.0185 0.0127 0.0058 94 0.0185 0.0128 0.0058 95 0.0186 0.0128 0.0058 96 0.0187 0.0129 0.0058 97 0.0188 0.0129 0.0059 98 0.0188 0.0130 0.0059 99 0.0190 0.0130 0.0059 100 0.0190 0.0131 0.0059 101 0.0191 0.0132 0.0060 102 0.0192 0.0132 0.0060 103 0.0193 0.0133 0.0060 104 0.0194 0.0133 0.0060 105 0.0195 0.0134 0.0061 106 0.0195 0.0134 0.0061 107 0.0197 0.0135 0.0061 108 0.0197 0.0136 0.0061 109 0.0198 0.0137 0.0062 110 0.0199 0.0137 0.0062 111 0.0200 0.0138 0.0062 112 0.0201 0.0138 0.0063 113 0.0202 0.0139 0.0063 114 0.0203 0.0140 0.0063 115 0.0205 0.0141 0.0064 116 0.0205 0.0141 0.0064 117 0.0207 0.0142 0.0064 118 0.0208 0.0143 0.0065 119 0.0209 0.0144 0.0065 120 0.0210 0.0144 0.0065 121 0.0211 0.0146 0.0066 122 0.0212 0.0146 0.0066 123 0.0214 0.0147 0.0067 124 0.0215 0.0148 0.0067 125 0.0216 0.0149 0.0067 126 0.0217 0.0150 0.0068 127 0.0219 0.0151 0.0068 128 0.0220 0.0151 0.0069 129 0.0222 0.0153 0.0069 130 0.0223 0.0153 0.0069 131 0.0225 0.0155 0.0070 132 0.0226 0.0155 0.0070 133 0.0228 0.0157 0.0071 134 0.0229 0.0158 0.0071 135 0.0231 0.0159 0.0072 136 0.0232 0.0160 0.0072 137 0.0234 0.0161 0.0073 138 0.0236 0.0162 0.0073 139 0.0238 0.0164 0.0074 140 0.0239 0.0165 0.0074 141 0.0242 0.0166 0.0075 142 0.0243 0.0167 0.0076 143 0.0246 0.0169 0.0077 144 0.0247 0.0170 0.0077 145 0.0249 0.0172 0.0078 146 0.0251 0.0173 0.0078 147 0.0254 0.0175 0.0079 148 0.0255 0.0176 0.0080 149 0.0258 0.0178 0.0081 150 0.0260 0.0179 0.0081 151 0.0263 0.0181 0.0082 152 0.0265 0.0183 0.0083 153 0.0269 0.0185 0.0084 154 0.0271 0.0186 0.0084 155 0.0275 0.0189 0.0086 156 0.0277 0.0190 0.0086 157 0.0281 0.0193 0.0087 158 0.0283 0.0195 0.0088 159 0.0287 0.0198 0.0090 160 0.0290 0.0200 0.0090 161 0.0295 0.0203 0.0092 162 0.0297 0.0205 0.0093 163 0.0303 0.0208 0.0094 164 0.0306 0.0210 0.0095 165 0.0312 0.0214 0.0097 166 0.0315 0.0217 0.0098 167 0.0321 0.0221 0.0100 168 0.0325 0.0224 0.0101 169 0.0332 0.0229 0.0104 170 0.0336 0.0231 0.0105 171 0.0344 0.0237 0.0107 172 0.0349 0.0240 0.0109 173 0.0358 0.0247 0.0112 174 0.0363 0.0250 0.0113 175 0.0374 0.0258 0.0117 176 0.0380 0.0262 0.0119 177 0.0393 0.0271 0.0123 178 0.0400 0.0276 0.0125 179 0.0416 0.0286 0.0130 180 0.0424 0.0292 0.0132 181 0.0444 0.0305 0.0138 182 0.0454 0.0313 0.0142 183 0.0479 0.0330 0.0149 184 0.0493 0.0340 0.0154 185 0.0359 0.0247 0.0112 186 0.0379 0.0261 0.0118 187 0.0430 0.0296 0.0134 188 0.0464 0.0319 0.0145 189 0.0559 0.0385 0.0174 190 0.0631 0.0435 0.0197 191 0.0902 0.0556 0.0347 192 0.1241 0.0556 0.0685 193 0.3884 0.0556 0.3328 194 0.0735 0.0506 0.0229 195 0.0506 0.0348 0.0158 196 0.0403 0.0277 0.0125 197 0.0509 0.0350 0.0159 198 0.0466 0.0321 0.0145 199 0.0434 0.0298 0.0135 200 0.0408 0.0281 0.0127 201 0.0387 0.0266 0.0120 202 0.0369 0.0254 0.0115 203 0.0354 0.0243 0.0110 204 0.0340 0.0234 0.0106 205 0.0328 0.0226 0.0102 206 0.0318 0.0219 0.0099 207 0.0308 0.0212 0.0096 208 0.0300 0.0207 0.0093 209 0.0292 0.0201 0.0091 210 0.0285 0.0196 0.0089 211 0.0279 0.0192 0.0087 212 0.0273 0.0188 0.0085 213 0.0267 0.0184 0.0083 214 0.0262 0.0180 0.0082 215 0.0257 0.0177 0.0080 216 0.0252 0.0174 0.0079 217 0.0248 0.0171 0.0077 218 0.0244 0.0168 0.0076 219 0.0240 0.0165 0.0075 220 0.0237 0.0163 0.0074 221 0.0233 0.0161 0.0073 222 0.0230 0.0158 0.0072 223 0.0227 0.0156 0.0071 224 0.0224 0.0154 0.0070 225 0.0221 0.0152 0.0069 226 0.0218 0.0150 0.0068 227 0.0216 0.0148 0.0067 228 0.0213 0.0147 0.0066 229 0.0211 0.0145 0.0066 230 0.0208 0.0143 0.0065 231 0.0206 0.0142 0.0064 232 0.0204 0.0140 0.0064 233 0.0202 0.0139 0.0063 234 0.0200 0.0138 0.0062 235 0.0198 0.0136 0.0062 236 0.0196 0.0135 0.0061 237 0.0194 0.0134 0.0060 238 0.0192 0.0132 0.0060 239 0.0191 0.0131 0.0059 240 0.0189 0.0130 0.0059 241 0.0187 0.0129 0.0058 242 0.0186 0.0128 0.0058 243 0.0184 0.0127 0.0057 244 0.0183 0.0126 0.0057 245 0.0181 0.0125 0.0057 246 0.0180 0.0124 0.0056 247 0.0179 0.0123 0.0056 248 0.0177 0.0122 0.0055 249 0.0176 0.0121 0.0055 250 0.0175 0.0120 0.0054 251 0.0173 0.0119 0.0054 252 0.0172 0.0119 0.0054 253 0.0171 0.0118 0.0053 254 0.0170 0.0117 0.0053 255 0.0169 0.0116 0.0053 256 0.0168 0.0115 0.0052 257 0.0167 0.0115 0.0052 258 0.0166 0.0114 0.0052 259 0.0165 0.0113 0.0051 260 0.0164 0.0113 0.0051 261 0.0163 0.0112 0.0051 262 0.0162 0.0111 0.0050 263 0.0161 0.0111 0.0050 264 0.0160 0.0110 0.0050 265 0.0159 0.0109 0.0049 266 0.0158 0.0109 0.0049 267 0.0157 0.0108 0.0049 268 0.0156 0.0108 0.0049 269 0.0155 0.0107 0.0048 270 0.0155 0.0106 0.0048 271 0.0154 0.0106 0.0048 272 0.0153 0.0105 0.0048 273 0.0152 0.0105 0.0047 274 0.0151 0.0104 0.0047 275 0.0151 0.0104 0.0047 276 0.0150 0.0103 0.0047 277 0.0149 0.0103 0.0046 278 0.0148 0.0102 0.0046 279 0.0148 0.0102 0.0046 280 0.0147 0.0101 0.0046 281 0.0146 0.0101 0.0046 282 0.0146 0.0100 0.0045 283 0.0145 0.0100 0.0045 284 0.0144 0.0099 0.0045 285 0.0144 0.0099 0.0045 286 0.0143 0.0099 0.0045 287 0.0143 0.0098 0.0044 288 0.0142 0.0098 0.0044 -------------------------------------------------------------------- Total soil rain loss = 4.49(In) Total effective rainfall = 2.39(In) Peak flow rate in flood hydrograph = 33.10(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0008 0.12 Q 0+10 0.0044 0.52 Q 0+15 0.0088 0.63 Q 0+20 0.0133 0.65 Q 0+25 0.0177 0.65 Q 0+30 0.0222 0.65 Q 0+35 0.0267 0.65 Q 0+40 0.0312 0.65 Q 0+45 0.0357 0.66 Q 0+50 0.0402 0.66 Q 0+55 0.0448 0.66 Q 1+ 0 0.0493 0.66 Q 1+ 5 0.0539 0.66 Q 1+10 0.0584 0.66 Q 1+15 0.0630 0.66 QV 1+20 0.0676 0.67 QV 1+25 0.0722 0.67 QV 1+30 0.0768 0.67 QV 1+35 0.0814 0.67 QV 1+40 0.0860 0.67 QV 1+45 0.0907 0.67 QV 1+50 0.0953 0.68 QV 1+55 0.1000 0.68 QV 2+ 0 0.1047 0.68 QV 2+ 5 0.1094 0.68 QV 2+10 0.1140 0.68 QV 2+15 0.1188 0.68 QV 2+20 0.1235 0.69 Q V 2+25 0.1282 0.69 Q V 2+30 0.1329 0.69 Q V 2+35 0.1377 0.69 Q V 2+40 0.1425 0.69 Q V 2+45 0.1472 0.69 Q V 2+50 0.1520 0.70 Q V 2+55 0.1568 0.70 Q V 3+ 0 0.1616 0.70 Q V 3+ 5 0.1665 0.70 Q V 3+10 0.1713 0.70 Q V 3+15 0.1762 0.70 Q V 3+20 0.1810 0.71 Q V 3+25 0.1859 0.71 Q V 3+30 0.1908 0.71 Q V 3+35 0.1957 0.71 Q V 3+40 0.2006 0.71 Q V 3+45 0.2055 0.72 Q V 3+50 0.2105 0.72 Q V 3+55 0.2154 0.72 Q V 4+ 0 0.2204 0.72 Q V 4+ 5 0.2254 0.72 Q V 4+10 0.2304 0.73 Q V 4+15 0.2354 0.73 Q V 4+20 0.2404 0.73 Q V 4+25 0.2455 0.73 Q V 4+30 0.2505 0.73 Q V 4+35 0.2556 0.74 Q V 4+40 0.2607 0.74 Q V 4+45 0.2658 0.74 Q V 4+50 0.2709 0.74 Q V 4+55 0.2760 0.75 Q V 5+ 0 0.2812 0.75 Q V 5+ 5 0.2864 0.75 Q V 5+10 0.2915 0.75 Q V 5+15 0.2967 0.75 Q V 5+20 0.3019 0.76 Q V 5+25 0.3072 0.76 Q V 5+30 0.3124 0.76 Q V 5+35 0.3177 0.76 Q V 5+40 0.3230 0.77 Q V 5+45 0.3283 0.77 Q V 5+50 0.3336 0.77 Q V 5+55 0.3389 0.77 Q V 6+ 0 0.3443 0.78 Q V 6+ 5 0.3496 0.78 Q V 6+10 0.3550 0.78 Q V 6+15 0.3604 0.78 Q V 6+20 0.3658 0.79 Q V 6+25 0.3713 0.79 Q V 6+30 0.3767 0.79 Q V 6+35 0.3822 0.80 Q V 6+40 0.3877 0.80 Q V 6+45 0.3932 0.80 Q V 6+50 0.3988 0.80 Q V 6+55 0.4043 0.81 Q V 7+ 0 0.4099 0.81 Q V 7+ 5 0.4155 0.81 Q V 7+10 0.4211 0.82 Q V 7+15 0.4268 0.82 Q V 7+20 0.4325 0.82 Q V 7+25 0.4381 0.83 Q V 7+30 0.4439 0.83 Q V 7+35 0.4496 0.83 Q V 7+40 0.4553 0.84 Q V 7+45 0.4611 0.84 Q V 7+50 0.4669 0.84 Q V 7+55 0.4728 0.85 Q V 8+ 0 0.4786 0.85 Q V 8+ 5 0.4845 0.85 Q V 8+10 0.4904 0.86 Q V 8+15 0.4963 0.86 Q V 8+20 0.5023 0.86 Q V 8+25 0.5082 0.87 Q V 8+30 0.5142 0.87 Q V 8+35 0.5203 0.88 Q V 8+40 0.5263 0.88 Q V 8+45 0.5324 0.88 Q V 8+50 0.5385 0.89 Q V 8+55 0.5447 0.89 Q VI 9+ 0 0.5508 0.90 Q VI 9+ 5 0.5570 0.90 Q VI 9+10 0.5633 0.91 Q VI 9+15 0.5695 0.91 Q VI 9+20 0.5758 0.91 Q VI 9+25 0.5822 0.92 Q VI 9+30 0.5885 0.92 Q VI 9+35 0.5949 0.93 Q VI 9+40 0.6013 0.93 Q VI 9+45 0.6078 0.94 Q V 9+50 0.6143 0.94 Q V 9+55 0.6208 0.95 Q V 10+ 0 0.6274 0.95 Q V 10+ 5 0.6340 0.96 Q V 10+10 0.6406 0.96 Q V 10+15 0.6473 0.97 Q V 10+20 0.6540 0.98 Q V 10+25 0.6607 0.98 Q V 10+30 0.6675 0.99 Q IV 10+35 0.6744 0.99 Q IV 10+40 0.6812 1.00 Q IV 10+45 0.6882 1.00 IQ IV 10+50 0.6951 1.01 IQ IV 10+55 0.7021 1.02 IQ IV 11+ 0 0.7092 1.02 IQ IV 11+ 5 0.7163 1.03 IQ IV 11+10 0.7234 1.04 IQ IV 11+15 0.7306 1.05 IQ I V 11+20 0.7379 1.05 IQ I V 11+25 0.7452 1.06 IQ I V 11+30 0.7526 1.07 IQ I V 11+35 0.7600 1.08 IQ I V 11+40 0.7674 1.08 IQ I V 11+45 0.7749 1.09 IQ I V 11+50 0.7825 1.10 IQ I V 11+55 0.7902 1.11 IQ I V I 12+ 0 0.7979 1.12 IQ I V I 12+ 5 0.8056 1.13 IQ I V I 12+10 0.8135 1.14 IQ I V I 12+15 0.8214 1.15 IQ I V I 12+20 0.8293 1.16 IQ I V I 12+25 0.8374 1.17 IQ I V I 12+30 0.8455 1.18 IQ I V I 12+35 0.8537 1.19 IQ I V I 12+40 0.8619 1.20 IQ I V I 12+45 0.8703 1.21 IQ I V I 12+50 0.8787 1.23 IQ I V I 12+55 0.8872 1.24 IQ I V I 13+ 0 0.8959 1.25 IQ I V I 13+ 5 0.9046 1.26 IQ I V I 13+10 0.9134 1.28 IQ I V I 13+15 0.9223 1.29 IQ I V I 13+20 0.9313 1.31 IQ I V I 13+25 0.9404 1.32 IQ I V I 13+30 0.9497 1.34 IQ I V I 13+35 0.9590 1.36 IQ I V I 13+40 0.9685 1.38 IQ I V I 13+45 0.9781 1.40 IQ I V I 13+50 0.9879 1.42 IQ I V I 13+55 0.9978 1.44 IQ I V I 14+ 0 1.0079 1.46 IQ I V I 14+ 5 1.0181 1.48 IQ I V I 14+10 1.0285 1.51 IQ I V I 14+15 1.0391 1.54 IQ I V I 14+20 1.0499 1.57 IQ I V I 14+25 1.0609 1.60 IQ I V I 14+30 1.0721 1.63 IQ I V I 14+35 1.0836 1.66 IQ I V I 14+40 1.0953 1.70 IQ I V I 14+45 1.1073 1.74 IQ I V I 14+50 1.1196 1.79 IQ I V I 14+55 1.1322 1.83 IQ I V I 15+ 0 1.1453 1.89 IQ I V I 15+ 5 1.1586 1.94 IQ I VI 15+10 1.1725 2.02 I Q I VI 15+15 1.1869 2.08 I Q I VI 15+20 1.2019 2.18 I Q I VI 15+25 1.2165 2.12 I Q I V 15+30 1.2287 1.77 IQ I V 15+35 1.2408 1.77 IQ I V 15+40 1.2542 1.95 IQ I V 15+45 1.2692 2.16 I Q I IV 15+50 1.2866 2.53 I Q I IV 15+55 1.3087 3.21 I Q I IV 16+ 0 1.3470 5.56 I Q I I V 16+ 5 1.4580 16.12 I ( Q I V 16+10 1.6859 33.10 I I 1 16+15 1.7617 11.00 1 Q V� 16+20 1.7840 3.25 I 1 VI 16+25 1.7980 2.03 I Q I VI 16+30 1.8132 2.20 I Q I V 16+35 1.8279 2.13 I Q I V 16+40 1.8416 1.99 IQ I V 16+45 1.8544 1.87 IQ I V 16+50 1.8666 1.77 IQ I I V 16+55 1.8782 1.69 IQ I I IV 17+ 0 1.8894 1.62 IQ I I IV 17+ 5 1.9001 1.56 IQ I I IV 17+10 1.9104 1.50 IQI I IV 17+15 1.9204 1.45 IQ I I IV 17+20 1.9301 1.41 IQ I I I V 17+25 1.9396 1.37 IQ I I I V 17+30 1.9488 1.34 IQ I I I V 17+35 1.9577 1.30 IQ I I I V 17+40 1.9665 1.27 IQ I I I V 17+45 1.9751 1.25 IQ I I I V 17+50 1.9835 1.22 IQ I I I V 17+55 1.9917 1.20 IQ I I I V 18+ 0 1.9998 1.17 IQ I I I V 18+ 5 2.0077 1.15 IQ I I I V 18+10 2.0155 1.13 IQ I I I V 18+15 2.0232 1.11 IQ I I I V 18+20 2.0308 1.10 IQ I I I V 18+25 2.0382 1.08 IQ I I I V 18+30 2.0456 1.06 IQ I I I V 18+35 2.0528 1.05 IQ I I I V 18+40 2.0599 1.04 IQ I I I V 18+45 2.0669 1.02 IQ I I I V 18+50 2.0739 1.01 IQ I I I V 18+55 2.0808 1.00 Q I V 19+ 0 2.0875 0.98 Q I I V 19+ 5 2.0942 0.97 Q I I V 19+10 2.1008 0.96 Q I I V 19+15 2.1074 0.95 Q I I V 19+20 2.1139 0.94 Q V 19+25 2.1203 0.93 Q V 19+30 2.1266 0.92 Q I V 19+35 2.1329 0.91 Q I I V 19+40 2.1391 0.90 Q I V 19+45 2.1453 0.89 Q I V 19+50 2.1514 0.89 Q I I V 19+55 2.1574 0.88 Q ( I V 20+ 0 2.1634 0.87 Q ( V 20+ 5 2.1694 0.86 Q I V 20+10 2.1753 0.86 Q I V 20+15 2.1811 0.85 Q I V 20+20 2.1869 0.84 Q I V 20+25 2.1926 0.83 Q I V 20+30 2.1983 0.83 Q I I V 20+35 2.2040 0.82 Q ( I V 20+40 2.2096 0.82 Q I I I V 20+45 2.2152 0.81 Q I I I V 20+50 2.2207 0.80 Q I I V 20+55 2.2262 0.80 Q ( I I V 21+ 0 2.2317 0.79 Q V 21+ 5 2.2371 0.79 Q I I V 21+10 2.2424 0.78 Q I I V 21+15 2.2478 0.78 Q V 21+20 2.2531 0.77 Q I V 21+25 2.2584 0.77 Q I V 21+30 2.2636 0.76 Q I V 21+35 2.2688 0.76 Q I V 21+40 2.2740 0.75 Q I I V 21+45 2.2791 0.75 Q V 21+50 2.2842 0.74 Q I V 21+55 2.2893 0.74 Q V 22+ 0 2.2944 0.73 Q V 22+ 5 2.2994 0.73 Q V 22+10 2.3044 0.73 Q I V 22+15 2.3094 0.72 Q I V 22+20 2.3143 0.72 Q I V 22+25 2.3192 0.71 Q I V 22+30 2.3241 0.71 Q V 22+35 2.3289 0.71 Q I V 22+40 2.3338 0.70 Q I I V 22+45 2.3386 0.70 Q I I V 22+50 2.3434 0.69 Q V 22+55 2.3481 0.69 Q V 23+ 0 2.3529 0.69 Q VI 23+ 5 2.3576 0.68 Q I I VI 23+10 2.3623 0.68 Q I I VI 23+15 2.3669 0.68 Q I I VI 23+20 2.3716 0.67 Q I I I VI 23+25 2.3762 0.67 Q I I I VI 23+30 2.3808 0.67 Q I I I VI 23+35 2.3854 0.67 Q I I I VI 23+40 2.3899 0.66 Q I I I VI 23+45 2.3945 0.66 Q I I I VI 23+50 2.3990 0.66 Q I I I VI 23+55 2.4035 0.65 Q I I I VI 24+ 0 2.4080 0.65 Q I I I VI 24+ 5 2.4116 0.53 Q I I I VI 24+10 2.4125 0.12 Q I I I VI 24+15 ----------------------------------------------------------------------- 2.4126 0.01 Q I I I VI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------ - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 --------------------------------------------------------------------- 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q25 DEVELOPED HYDROLOGY 11/25/08 JS 4533124Q25DEV.OUT -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 -------------------------------------------------------------------- Rainfall data for year 2 12.11 6 2.00 -------------------------------------------------------------------- Rainfall data for year 2 12.11 24 4.00 -------------------------------------------------------------------- Rainfall data for year 100 12.11 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------------------------------------- Rainfall data for year 100 12.11 24 11.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 32.0 12.11 1.000 0.978 0.682 0.667 Area -averaged adjusted loss rate Fm (In/Hr) = 0.667 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 8.26 0.682 32.0 32.0 21.25 0.084 3.85 0.318 98.0 98.0 0.20 0.972 Area -averaged catchment yield fraction, Y = 0.366 Area -averaged low loss fraction, Yb = 0.634 User entry of time of concentration = 0.101 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.081 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 103.1353 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.667(In/Hr) Average low loss rate fraction (Yb) = 0.650 (decimal) Note: user entry of the Yb value VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.455(In) Computed peak 30 -minute rainfall = 0.931(In) Specified peak 1 -hour rainfall = 1.229(In) Computed peak 3 -hour rainfall = 2.381(In) Specified peak 6 -hour rainfall = 3.614(In) Specified peak 24-hour rainfall = 8.519(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.455(In) 30 -minute factor = 0.999 Adjusted rainfall = 0.931(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.228(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.381(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.614(In) 24-hour factor = --------------------------------------------------------------- 1.000 Adjusted rainfall = 8.519(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 146.46 (CFS)) 1 18.221 26.686 2 81.184 92.212 3 98.175 24.883 4 100.000 2.673 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4546 0.4546 2 0.5999 0.1453 3 0.7055 0.1056 4 0.7916 0.0860 5 0.8655 0.0739 6 0.9309 0.0655 7 0.9901 0.0592 8 1.0445 0.0543 9 1.0949 0.0504 10 1.1420 0.0471 11 1.1864 0.0444 12 1.2284 0.0420 13 1.2891 0.0607 14 1.3479 0.0589 15 1.4051 0.0572 16 1.4608 0.0557 17 1.5152 0.0543 18 1.5682 0.0531 19 1.6202 0.0519 20 1.6710 0.0508 21 1.7208 0.0498 22 1.7698 0.0489 23 1.8178 0.0480 24 1.8650 0.0472 25 1.9114 0.0464 26 1.9571 0.0457 27 2.0021 0.0450 28 2.0465 0.0443 29 2.0902 0.0437 30 2.1333 0.0431 31 2.1759 0.0426 32 2.2179 0.0420 33 2.2594 0.0415 34 2.3004 0.0410 35 2.3409 0.0405 36 2.3810 0.0401 37 2.4206 0.0396 38 2.4598 0.0392 39 2.4985 0.0388 40 2.5369 0.0384 41 2.5749 0.0380 42 2.6125 0.0376 43 2.6498 0.0373 44 2.6867 0.0369 45 2.7233 0.0366 46 2.7596 0.0363 47 2.7956 0.0360 48 2.8312 0.0357 49 2.8666 0.0354 50 2.9016 0.0351 51 2.9364 0.0348 52 2.9710 0.0345 53 3.0052 0.0343 54 3.0393 0.0340 55 3.0730 0.0338 56 3.1065 0.0335 57 3.1398 0.0333 58 3.1729 0.0330 59 3.2057 0.0328 60 3.2383 0.0326 61 3.2707 0.0324 62 3.3028 0.0322 63 3.3348 0.0320 64 3.3666 0.0318 65 3.3981 0.0316 66 3.4295 0.0314 67 3.4607 0.0312 68 3.4917 0.0310 69 3.5225 0.0308 70 3.5532 0.0306 71 3.5836 0.0305 72 3.6139 0.0303 73 3.6449 0.0310 74 3.6757 0.0308 75 3.7064 0.0306 76 3.7369 0.0305 77 3.7672 0.0303 78 3.7974 0.0302 79 3.8274 0.0300 80 3.8573 0.0299 81 3.8871 0.0298 82 3.9167 0.0296 83 3.9462 0.0295 84 3.9755 0.0293 85 4.0047 0.0292 86 4.0338 0.0291 87 4.0628 0.0290 88 4.0916 0.0288 89 4.1203 0.0287 90 4.1489 0.0286 91 4.1773 0.0285 92 4.2056 0.0283 93 4.2339 0.0282 94 4.2620 0.0281 95 4.2900 0.0280 96 4.3178 0.0279 97 4.3456 0.0278 98 4.3733 0.0277 99 4.4008 0.0276 100 4.4283 0.0274 101 4.4556 0.0273 102 4.4828 0.0272 103 4.5100 0.0271 104 4.5370 0.0270 105 4.5639 0.0269 106 4.5908 0.0268 107 4.6175 0.0267 108 4.6442 0.0266 109 4.6707 0.0266 110 4.6972 0.0265 111 4.7236 0.0264 112 4.7498 0.0263 113 4.7760 0.0262 114 4.8021 0.0261 115 4.8281 0.0260 116 4.8541 0.0259 117 4.8799 0.0258 118 4.9057 0.0258 119 4.9313 0.0257 120 4.9569 0.0256 121 4.9824 0.0255 122 5.0079 0.0254 123 5.0332 0.0254 124 5.0585 0.0253 125 5.0837 0.0252 126 5.1088 0.0251 127 5.1339 0.0250 128 5.1588 0.0250 129 5.1837 0.0249 130 5.2085 0.0248 131 5.2333 0.0247 132 5.2580 0.0247 133 5.2826 0.0246 134 5.3071 0.0245 135 5.3316 0.0245 136 5.3560 0.0244 137 5.3803 0.0243 138 5.4045 0.0243 139 5.4287 0.0242 140 5.4529 0.0241 141 5.4769 0.0241 142 5.5009 0.0240 143 5.5249 0.0239 144 5.5487 0.0239 145 5.5725 0.0238 146 5.5963 0.0237 147 5.6199 0.0237 148 5.6436 0.0236 149 5.6671 0.0236 150 5.6906 0.0235 151 5.7141 0.0234 152 5.7374 0.0234 153 5.7608 0.0233 154 5.7840 0.0233 155 5.8072 0.0232 156 5.8304 0.0231 157 5.8535 0.0231 158 5.8765 0.0230 159 5.8995 0.0230 160 5.9224 0.0229 161 5.9453 0.0229 162 5.9681 0.0228 163 5.9908 0.0228 164 6.0135 0.0227 165 6.0362 0.0227 166 6.0588 0.0226 167 6.0814 0.0226 168 6.1039 0.0225 169 6.1263 0.0224 170 6.1487 0.0224 171 6.1711 0.0223 172 6.1934 0.0223 173 6.2156 0.0222 174 6.2378 0.0222 175 6.2600 0.0222 176 6.2821 0.0221 177 6.3041 0.0221 178 6.3261 0.0220 179 6.3481 0.0220 180 6.3700 0.0219 181 6.3919 0.0219 182 6.4137 0.0218 183 6.4355 0.0218 184 6.4572 0.0217 185 6.4789 0.0217 186 6.5005 0.0216 187 6.5221 0.0216 188 6.5437 0.0216 189 6.5652 0.0215 190 6.5866 0.0215 191 6.6081 0.0214 192 6.6294 0.0214 193 6.6508 0.0213 194 6.6721 0.0213 195 6.6933 0.0213 196 6.7145 0.0212 197 6.7357 0.0212 198 6.7568 0.0211 199 6.7779 0.0211 200 6.7990 0.0210 201 6.8200 0.0210 202 6.8410 0.0210 203 6.8619 0.0209 204 6.8828 0.0209 205 6.9036 0.0209 206 6.9244 0.0208 207 6.9452 0.0208 208 6.9660 0.0207 209 6.9866 0.0207 210 7.0073 0.0207 211 7.0279 0.0206 212 7.0485 0.0206 213 7.0691 0.0205 214 7.0896 0.0205 215 7.1100 0.0205 216 7.1305 0.0204 217 7.1509 0.0204 218 7.1713 0.0204 219 7.1916 0.0203 220 7.2119 0.0203 221 7.2321 0.0203 222 7.2524 0.0202 223 7.2726 0.0202 224 7.2927 0.0202 225 7.3128 0.0201 226 7.3329 0.0201 227 7.3530 0.0201 228 7.3730 0.0200 229 7.3930 0.0200 230 7.4129 0.0200 231 7.4329 0.0199 232 7.4527 0.0199 233 7.4726 0.0199 234 7.4924 0.0198 235 7.5122 0.0198 236 7.5320 0.0198 237 7.5517 0.0197 238 7.5714 0.0197 239 7.5911 0.0197 240 7.6107 0.0196 241 7.6303 0.0196 242 7.6499 0.0196 243 7.6694 0.0195 244 7.6889 0.0195 245 7.7084 0.0195 246 7.7278 0.0194 247 7.7472 0.0194 248 7.7666 0.0194 249 7.7860 0.0194 250 7.8053 0.0193 251 7.8246 0.0193 252 7.8439 0.0193 253 7.8631 0.0192 254 7.8823 0.0192 255 7.9015 0.0192 256 7.9207 0.0192 257 7.9398 0.0191 258 7.9589 0.0191 259 7.9780 0.0191 260 7.9970 0.0190 261 8.0160 0.0190 262 8.0350 0.0190 263 8.0540 0.0190 264 8.0729 0.0189 265 8.0918 0.0189 266 8.1107 0.0189 267 8.1295 0.0188 268 8.1483 0.0188 269 8.1671 0.0188 270 8.1859 0.0188 271 8.2046 0.0187 272 8.2233 0.0187 273 8.2420 0.0187 274 8.2607 0.0187 275 8.2793 0.0186 276 8.2979 0.0186 277 8.3165 0.0186 278 8.3351 0.0186 279 8.3536 0.0185 280 8.3721 0.0185 281 8.3906 0.0185 282 8.4091 0.0185 283 8.4275 0.0184 284 8.4459 0.0184 285 8.4643 0.0184 286 8.4827 0.0184 287 8.5010 0.0183 288 8.5193 0.0183 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0183 0.0119 0.0064 2 0.0183 0.0119 0.0064 3 0.0184 0.0120 0.0064 4 0.0184 0.0120 0.0064 5 0.0185 0.0120 0.0065 6 0.0185 0.0120 0.0065 7 0.0185 0.0121 0.0065 8 0.0186 0.0121 0.0065 9 0.0186 0.0121 0.0065 10 0.0186 0.0121 0.0065 11 0.0187 0.0122 0.0065 12 0.0187 0.0122 0.0065 13 0.0188 0.0122 0.0066 14 0.0188 0.0122 0.0066 15 0.0188 0.0123 0.0066 16 0.0189 0.0123 0.0066 17 0.0189 0.0123 0.0066 18 0.0190 0.0123 0.0066 19 0.0190 0.0124 0.0066 20 0.0190 0.0124 0.0067 21 0.0191 0.0124 0.0067 22 0.0191 0.0124 0.0067 23 0.0192 0.0125 0.0067 24 0.0192 0.0125 0.0067 25 0.0193 0.0125 0.0067 26 0.0193 0.0126 0.0067 27 0.0194 0.0126 0.0068 28 0.0194 0.0126 0.0068 29 0.0194 0.0126 0.0068 30 0.0195 0.0127 0.0068 31 0.0195 0.0127 0.0068 32 0.0196 0.0127 0.0068 33 0.0196 0.0128 0.0069 34 0.0197 0.0128 0.0069 35 0.0197 0.0128 0.0069 36 0.0198 0.0129 0.0069 37 0.0198 0.0129 0.0069 38 0.0199 0.0129 0.0069 39 0.0199 0.0130 0.0070 40 0.0200 0.0130 0.0070 41 0.0200 0.0130 0.0070 42 0.0201 0.0130 0.0070 43 0.0201 0.0131 0.0070 44 0.0202 0.0131 0.0070 45 0.0202 0.0132 0.0071 46 0.0203 0.0132 0.0071 47 0.0203 0.0132 0.0071 48 0.0204 0.0132 0.0071 49 0.0204 0.0133 0.0071 50 0.0205 0.0133 0.0072 51 0.0205 0.0134 0.0072 52 0.0206 0.0134 0.0072 53 0.0207 0.0134 0.0072 54 0.0207 0.0135 0.0072 55 0.0208 0.0135 0.0073 56 0.0208 0.0135 0.0073 57 0.0209 0.0136 0.0073 58 0.0209 0.0136 0.0073 59 0.0210 0.0137 0.0073 60 0.0210 0.0137 0.0074 61 0.0211 0.0137 0.0074 62 0.0212 0.0138 0.0074 63 0.0213 0.0138 0.0074 64 0.0213 0.0139 0.0074 65 0.0214 0.0139 0.0075 66 0.0214 0.0139 0.0075 67 0.0215 0.0140 0.0075 68 0.0216 0.0140 0.0075 69 0.0216 0.0141 0.0076 70 0.0217 0.0141 0.0076 71 0.0218 0.0142 0.0076 72 0.0218 0.0142 0.0076 73 0.0219 0.0143 0.0077 74 0.0220 0.0143 0.0077 75 0.0221 0.0143 0.0077 76 0.0221 0.0144 0.0077 77 0.0222 0.0144 0.0078 78 0.0222 0.0145 0.0078 79 0.0223 0.0145 0.0078 80 0.0224 0.0146 0.0078 81 0.0225 0.0146 0.0079 82 0.0226 0.0147 0.0079 83 0.0227 0.0147 0.0079 84 0.0227 0.0148 0.0079 85 0.0228 0.0148 0.0080 86 0.0229 0.0149 0.0080 87 0.0230 0.0149 0.0080 88 0.0230 0.0150 0.0081 89 0.0231 0.0151 0.0081 90 0.0232 0.0151 0.0081 91 0.0233 0.0152 0.0082 92 0.0234 0.0152 0.0082 93 0.0235 0.0153 0.0082 94 0.0236 0.0153 0.0082 95 0.0237 0.0154 0.0083 96 0.0237 0.0154 0.0083 97 0.0239 0.0155 0.0083 98 0.0239 0.0156 0.0084 99 0.0241 0.0157 0.0084 100 0.0241 0.0157 0.0084 101 0.0243 0.0158 0.0085 102 0.0243 0.0158 0.0085 103 0.0245 0.0159 0.0086 104 0.0245 0.0160 0.0086 105 0.0247 .0.0161 0.0086 106 0.0247 0.0161 0.0087 107 0.0249 0.0162 0.0087 108 0.0250 0.0162 0.0087 109 0.0251 0.0163 0.0088 110 0.0252 0.0164 0.0088 111 0.0254 0.0165 0.0089 112 0.0254 0.0165 0.0089 113 0.0256 0.0166 0.0089 114 0.0257 0.0167 0.0090 115 0.0258 0.0168 0.0090 116 0.0259 0.0169 0.0091 117 0.0261 0.0170 0.0091 118 0.0262 0.0170 0.0092 119 0.0264 0.0172 0.0092 120 0.0265 0.0172 0.0092 121 0.0266 0.0173 0.0093 122 0.0267 0.0174 0.0093 123 0.0269 0.0175 0.0094 124 0.0270 0.0176 0.0094 125 0.0272 0.0177 0.0095 126 0.0273 0.0178 0.0096 127 0.0276 0.0179 0.0096 128 0.0277 0.0180 0.0097 129 0.0279 0.0181 0.0097 130 0.0280 0.0182 0.0098 131 0.0282 0.0184 0.0099 132 0.0283 0.0184 0.0099 133 0.0286 0.0186 0.0100 134 0.0287 0.0187 0.0100 135 0.0290 0.0188 0.0101 136 0.0291 0.0189 0.0102 137 0.0293 0.0191 0.0103 138 0.0295 0.0192 0.0103 139 0.0298 0.0194 0.0104 140 0.0299 0.0194 0.0105 141 0.0302 0.0196 0.0106 142 0.0303 0.0197 0.0106 143 0.0306 0.0199 0.0107 144 0.0308 0.0200 0.0108 145 0.0303 0.0197 0.0106 146 0.0305 0.0198 0.0107 147 0.0308 0.0200 0.0108 148 0.0310 0.0202 0.0108 149 0.0314 0.0204 0.0110 150 0.0316 0.0205 0.0110 151 0.0320 0.0208 0.0112 152 0.0322 0.0209 0.0112 153 0.0326 0.0212 0.0114 154 0.0328 0.0213 0.0115 155 0.0333 0.0216 0.0116 156 0.0335 0.0218 0.0117 157 0.0340 0.0221 0.0119 158 0.0343 0.0223 0.0120 159 0.0348 0.0226 0.0122 160 0.0351 0.0228 0.0123 161 0.0357 0.0232 0.0125 162 0.0360 0.0234 0.0126 163 0.0366 0.0238 0.0128 164 0.0369 0.0240 0.0129 165 0.0376 0.0245 0.0132 166 0.0380 0.0247 0.0133 167 0.0388 0.0252 0.0136 168 0.0392 0.0255 0.0137 169 0.0401 0.0261 0.0140 170 0.0405 0.0264 0.0142 171 0.0415 0.0270 0.0145 172 0.0420 0.0273 0.0147 173 0.0431 0.0281 0.0151 174 0.0437 0.0284 0.0153 175 0.0450 0.0293 0.0157 176 0.0457 0.0297 0.0160 177 0.0472 0.0307 0.0165 178 0.0480 0.0312 0.0168 179 0.0498 0.0324 0.0174 180 0.0508 0.0331 0.0178 181 0.0531 0.0345 0.0186 182 0.0543 0.0353 0.0190 183 0.0572 0.0372 0.0200 184 0.0589 0.0383 0.0206 185 0.0420 0.0273 0.0147 186 0.0444 0.0289 0.0155 187 0.0504 0.0328 0.0176 188 0.0543 0.0353 0.0190 189 0.0655 0.0426 0.0229 190 0.0739 0.0481 0.0258 191 0.1056 0.0556 0.0501 192 0.1453 0.0556 0.0897 193 0.4546 0.0556 0.3991 194 0.0860 0.0556 0.0305 195 0.0592 0.0385 0.0207 196 0.0471 0.0307 0.0165 197 0.0607 0.0395 0.0212 198 0.0557 0.0362 0.0195 199 0.0519 0.0338 0.0181 200 0.0489 0.0318 0.0171 201 0.0464 0.0302 0.0162 202 0.0443 0.0288 0.0155 203 0.0426 0.0277 0.0149 204 0.0410 0.0267 0.0143 205 0.0396 0.0258 0.0138 206 0.0384 0.0250 0.0134 207 0.0373 0.0242 0.0130 208 0.0363 0.0236 0.0127 209 0.0354 0.0230 0.0124 210 0.0345 0.0225 0.0121 211 0.0338 0.0220 0.0118 212 0.0330 0.0215 0.0116 213 0.0324 0.0211 0.0113 214 0.0318 0.0207 0.0111 215 0.0312 0.0203 0.0109 216 0.0306 0.0199 0.0107 217 0.0310 0.0201 0.0108 218 0.0305 0.0198 0.0107 219 0.0300 0.0195 0.0105 220 0.0296 0.0193 0.0104 221 0.0292 0.0190 0.0102 222 0.0288 0.0187 0.0101 223 0.0285 0.0185 0.0099 224 0.0281 0.0183 0.0098 225 0.0278 0.0181 0.0097 226 0.0274 0.0179 0.0096 227 0.0271 0.0177 0.0095 228 0.0268 0.0175 0.0094 229 0.0266 0.0173 0.0093 230 0.0263 0.0171 0.0092 231 0.0260 0.0169 0.0091 232 0.0258 0.0168 0.0090 233 0.0255 0.0166 0.0089 234 0.0253 0.0164 0.0088 235 0.0250 0.0163 0.0088 236 0.0248 0.0161 0.0087 237 0.0246 0.0160 0.0086 238 0.0244 0.0159 0.0085 239 0.0242 0.0157 0.0085 240 0.0240 0.0156 0.0084 241 0.0238 0.0155 0.0083 242 0.0236 0.0154 0.0083 243 0.0234 0.0152 0.0082 244 0.0233 0.0151 0.0081 245 0.0231 0.0150 0.0081 246 0.0229 0.0149 0.0080 247 0.0228 0.0148 0.0080 248 0.0226 0.0147 0.0079 249 0.0224 0.0146 0.0078 250 0.0223 0.0145 0.0078 251 0.0222 0.0144 0.0077 252 0.0220 0.0143 0.0077 253 0.0219 0.0142 0.0076 254 0.0217 0.0141 0.0076 255 0.0216 0.0140 0.0075 256 0.0215 0.0140 0.0075 257 0.0213 0.0139 0.0075 258 0.0212 0.0138 0.0074 259 0.0211 0.0137 0.0074 260 0.0210 0.0136 0.0073 261 0.0209 0.0136 0.0073 262 0.0207 0.0135 0.0072 263 0.0206 0.0134 0.0072 264 0.0205 0.0133 0.0072 265 0.0204 0.0133 0.0071 266 0.0203 0.0132 0.0071 267 0.0202 0.0131 0.0071 268 0.0201 0.0131 0.0070 269 0.0200 0.0130 0.0070 270 0.0199 0.0129 0.0070 271 0.0198 0.0129 0.0069 272 0.0197 0.0128 0.0069 273 0.0196 0.0127 0.0069 274 0.0195 0.0127 0.0068 275 0.0194 0.0126 0.0068 276 0.0193 0.0126 0.0068 277 0.0192 0.0125 0.0067 278 0.0192 0.0125 0.0067 279 0.0191 0.0124 0.0067 280 0.0190 0.0123 0.0066 281 0.0189 0.0123 0.0066 282 0.0188 0.0122 0.0066 283 0.0187 0.0122 0.0066 284 0.0187 0.0121 0.0065 285 0.0186 0.0121 0.0065 286 0.0185 0.0120 0.0065 287 0.0184 0.0120 0.0064 288 0.0184 0.0119 0.0064 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 5.25(In) Total effective rainfall = 3.27(In) Peak flow rate in flood hydrograph = 39.98(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac -Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0012 0.17 Q 0+10 0.0064 0.76 Q 0+15 0.0128 0.92 Q 0+20 0.0192 0.94 Q 0+25 0.0257 0.94 Q 0+30 0.0322 0.94 Q 0+35 0.0388 0.95 Q 0+40 0.0453 0.95 Q 0+45 0.0518 0.95 Q 0+50 0.0584 0.95 Q 0+55 0.0650 0.95 Q 1+ 0 0.0716 0.96 Q 1+ 5 0.0782 0.96 Q 1+10 0.0848 0.96 QV 1+15 0.0914 0.96 QV 1+20 0.0980 0.96 QV 1+25 0.1047 0.97 QV 1+30 0.1114 0.97 QV 1+35 0.1181 0.97 QV 1+40 0.1248 0.97 QV 1+45 0.1315 0.97 QV 1+50 0.1382 0.98 QV 1+55 0.1449 0.98 QV 2+ 0 0.1517 0.98 QV I 2+ 5 0.1585 0.98 QV 2+10 0.1653 0.99 Q V 2+15 0.1721 0.99 Q V 2+20 0.1789 0.99 Q V 2+25 0.1857 0.99 Q V 2+30 0.1926 1.00 Q V 2+35 0.1995 1.00 Q V 2+40 0.2063 1.00 Q V 2+45 0.2132 1.00 IQV 2+50 0.2202 1.00 IQV 2+55 0.2271 1.01 IQV 3+ 0 0.2340 1.01 IQV 3+ 5 0.2410 1.01 IQV 3+10 0.2480 1.01 IQ V 3+15 0.2550 1.02 IQ V 3+20 0.2620 1.02 IQ V 3+25 0.2691 1.02 IQ V 3+30 0.2761 1.02 IQ V 3+35 0.2832 1.03 IQ V 3+40 0.2903 1.03 IQ V 3+45 0.2974 1.03 IQ V 3+50 0.3045 1.04 IQ V 3+55 0.3117 1.04 IQ V 4+ 0 0.3188 1.04 IQ V 4+ 5 0.3260 1.04 IQ V 4+10 0.3332 1.05 IQ V 4+15 0.3404 1.05 IQ V 4+20 0.3477 1.05 IQ V 4+25 0.3549 1.05 IQ V 4+30 0.3622 1.06 IQ V 4+35 0.3695 1.06 IQ V 4+40 0.3768 1.06 IQ V 4+45 0.3842 1.07 IQ V 4+50 0.3915 1.07 IQ V 4+55 0.3989 1.07 IQ V 5+ 0 0.4063 1.08 IQ V 5+ 5 0.4137 1.08 IQ V 5+10 0.4212 1.08 IQ V 5+15 0.4287 1.08 IQ V 5+20 0.4361 1.09 IQ V 5+25 0.4437 1.09 IQ V 5+30 0.4512 1.09 IQ V 5+35 0.4587 1.10 IQ V 5+40 0.4663 1.10 IQ V 5+45 0.4739 1.10 IQ V 5+50 0.4816 1.11 IQ V 5+55 0.4892 1.11 IQ V 6+ 0 0.4969 1.11 IQ V 6+ 5 0.5046 1.12 IQ V 6+10 0.5123 1.12 IQ V 6+15 0.5200 1.12 IQ V 6+20 0.5278 1.13 IQ V 6+25 0.5356 1.13 IQ V 6+30 0.5434 1.14 IQ V 6+35 0.5513 1.14 IQ V 6+40 0.5592 1.14 IQ V 6+45 0.5671 1.15 IQ V 6+50 0.5750 1.15 IQ V 6+55 0.5829 1.15 IQ V 7+ 0 0.5909 1.16 IQ V 7+ 5 0.5989 1.16 IQ V 7+10 0.6070 1.17 IQ V 7+15 0.6150 1.17 IQ V 7+20 0.6231 1.18 IQ V 7+25 0.6313 1.18 IQ V 7+30 0.6394 1.18 IQ V 7+35 0.6476 1.19 IQ V 7+40 0.6558 1.19 IQ V 7+45 0.6641 1.20 IQ V I 7+50 0.6723 1.20 IQ V I 7+55 0.6806 1.21 IQ V I 8+ 0 0.6890 1.21 IQ V I 8+ 5 0.6974 1.22 IQ V I 8+10 0.7058 1.22 IQ V I 8+15 0.7142 1.23 IQ V I 8+20 0.7227 1.23 IQ V I 8+25 0.7312 1.24 IQ V I 8+30 0.7398 1.24 IQ V I 8+35 0.7483 1.25 IQ VI 8+40 0.7570 1.25 IQ VI 8+45 0.7656 1.26 IQ VI 8+50 0.7743 1.26 IQ VI 8+55 0.7830 1.27 IQ VI 9+ 0 0.7918 1.27 IQ VI 9+ 5 0.8006 1.28 IQ VI 9+10 0.8095 1.29 IQ VI 9+15 0.8183 1.29 IQ VI 9+20 0.8273 1.30 IQ V 9+25 0.8362 1.30 IQ V 9+30 0.8453 1.31 IQ V 9+35 0.8543 1.31 IQ V 9+40 0.8634 1.32 IQ V 9+45 0.8726 1.33 IQ V 9+50 0.8818 1.34 IQ V 9+55 0.8910 1.34 IQ V 10+ 0 0.9003 1.35 IQ V 10+ 5 0.9096 1.36 IQ IV 10+10 0.9190 1.36 IQ IV 10+15 0.9285 1.37 IQ IV 10+20 0.9379 1.38 IQ IV 10+25 0.9475 1.38 IQ IV 10+30 0.9571 1.39 IQ IV 10+35 0.9667 1.40 IQ IV 10+40 0.9764 1.41 IQ IV 10+45 0.9862 1.42 IQ IV 10+50 0.9960 1.43 IQ I V 10+55 1.0059 1.43 IQ I V 11+ 0 1.0158 1.44 IQ I V 11+ 5 1.0258 1.45 IQ I V 11+10 1.0359 1.46 IQ I V 11+15 1.0460 1.47 IQ I V 11+20 1.0562 1.48 IQ I V 11+25 1.0665 1.49 IQ I V 11+30 1.0768 1.50 IQ I V 11+35 1.0872 1.51 IQ V 11+40 1.0977 1.52 IQ I V 11+45 1.1082 1.53 IQ I V 11+50 1.1189 1.54 IQ I V 11+55 1.1296 1.55 IQ V 12+ 0 1.1404 1.57 IQ I V 12+ 5 1.1512 1.57 IQ I V 12+10 1.1619 1.56 IQ I V 12+15 1.1727 1.56 IQ I V 12+20 1.1835 1.58 IQ I V 12+25 1.1944 1.59 IQ I V 12+30 1.2055 1.60 IQ I V 12+35 1.2166 1.62 IQ I V 12+40 1.2279 1.63 IQ I V 12+45 1.2392 1.65 IQ I V 12+50 1.2507 1.67 IQ I V 12+55 1.2623 1.68 IQ I V 13+ 0 1.2740 1.70 IQ I V 13+ 5 1.2859 1.72 IQ I V 13+10 1.2978 1.74 IQ I V 13+15 1.3099 1.76 IQ I V 13+20 1.3222 1.78 IQ I V 13+25 1.3346 1.80 IQ I V 13+30 1.3471 1.82 IQ I V 13+35 1.3598 1.84 IQ I V 13+40 1.3727 1.87 IQ I V 13+45 1.3857 1.89 IQ I V 13+50 1.3990 1.92 IQ I V 13+55 1.4124 1.95 IQ I V 14+ 0 1.4260 1.98 IQ I V 14+ 5 1.4399 2.01 I Q I V 14+10 1.4539 2.05 Q I V 14+15 1.4683 2.08 I Q I V 14+20 1.4829 2.12 I Q I V 14+25 1.4977 2.16 I Q I V 14+30 1.5129 2.20 I Q I V 14+35 1.5283 2.24 I Q I V 14+40 1.5441 2.30 Q I V 14+45 1.5603 2.35 Q V I I 14+50 1.5769 2.41 I Q VI 14+55 1.5939 2.47 I Q I VI 15+ 0 1.6114 2.54 I Q I VI 15+ 5 1.6294 2.61 Q VI 15+10 1.6480 2.71 I Q I VI 15+15 1.6673 2.79 I Q I V 15+20 1.6873 2.91 Q I V 15+25 1.7069 2.84 I Q I 15+30 1.7229 2.33 Q V 15+35 1.7389 2.32 I Q I IV 15+40 1.7565 2.56 I Q I IV 15+45 1.7761 2.84 I Q I IV 15+50 1.7990 3.32 I Q I IV 15+55 1.8288 4.34 Q I I V 16+ 0 1.8820 7.71 I Q I I V 16+ 5 2.0213 20.23 I Q V 16+10 2.2966 39.98 V I QI 16+15 2.3898 13.53 I Q V I I 16+20 2.4186 4.17 Q VI 16+25 2.4370 2.68 I Q VI 16+30 2.4573 2.94 I Q I VV 16+35 2.4769 2.85 Q 16+40 2.4953 2.67 I Q V 16+45 2.5126 2.51 I Q V 16+50 2.5291 2.38 Q V 16+55 2.5447 2.28 Q V 17+ 0 2.5598 2.18 I Q IV 17+ 5 2.5742 2.10 Q IV 17+10 2.5882 2.03 I Q IV 17+15 2.6018 1.97 IQ IV 17+20 2.6149 1.91 IQ IV 17+25 2.6277 1.86 IQ IV 17+30 2.6402 1.81 IQ I V 17+35 2.6524 1.77 IQ I V 17+40 2.6643 1.73 IQ I V 17+45 2.6760 1.69 IQ I V 17+50 2.6874 1.66 IQ I V 17+55 2.6986 1.63 IQ I V 18+ 0 2.7096 1.60 IQ I V 18+ 5 2.7205 1.58 IQ I IVV 18+10 2.7314 1.58 IQ 18+15 2.7421 1.56 IQ I V 18+20 2.7527 1.54 IQ I I I V 18+25 2.7631 1.52 IQ I II V 18+30 2.7734 1.50 IQ I I I V 18+35 2.7836 1.48 IQ I I I V 18+40 2.7937 1.46 IQ I V 18+45 2.8036 1.44 IQ I I I V 18+50 2.8134 1.42 IQ I V 18+55 2.8230 1.41 IQ I II V 19+ 0 2.8326 1.39 IQ I V 19+ 5 2.8421 1.37 IQ I I I V 19+10 2.8514 1.36 IQ I V 19+15 2.8607 1.35 IQ I I I V 19+20 2.8699 1.33 IQ I I I V 19+25 2.8790 1.32 IQ I I I V 19+30 2.8880 1.31 IQ I I I V 19+35 2.8969 1.29 IQ I I I V 19+40 2.9057 1.28 IQ I I I V 19+45 2.9145 1.27 IQ I V 19+50 2.9231 1.26 IQ I I I V 19+55 2.9317 1.25 IQ I I V 20+ 0 2.9403 1.24 IQ I II V 20+ 5 2.9487 1.23 IQ I I I V 20+10 2.9571 1.22 IQ I I I V 20+15 2.9655 1.21 IQ I I I V 20+20 2.9737 1.20 IQ I I V 20+25 2.9819 1.19 IQ I I I V 20+30 2.9901 1.18 IQ I I V 20+35 2.9982 1.17 IQ I II 20+40 3.0062 1.17 IQ V 20+45 3.0141 1.16 IQ I I I V 20+50 3.0221 1.15 IQ I I I 20+55 3.0299 1.14 IQ V 21+ 0 3.0377 1.13 IQ v 21+ 5 3.0455 1.13 IQ v 21+10 3.0532 1.12 IQ I I I v 21+15 3.0609 1.11 IQ I I I v 21+20 3.0685 1.11 IQ v 21+25 3.0761 1.10 IQ I I v 21+30 3.0836 1.09 IQ I I v 21+35 3.0911 1.09 IQ I I v 21+40 3.0985 1.08 IQ I I I v 21+45 3.1059 1.07 IQ I I I v 21+50 3.1132 1.07 IQ I I I v 21+55 3.1206 1.06 IQ I I I v 22+ 0 3.1278 1.06 IQ I I I v 22+ 5 3.1351 1.05 IQ I I I v 22+10 3.1423 1.04 IQ I I I v 22+15 3.1494 1.04 IQ I I I v 22+20 3.1565 1.03 IQ I I I v 22+25 3.1636 1.03 IQ I I I v 22+30 3.1707 1.02 IQ I I I v 22+35 3.1777 1.02 IQ v 22+40 3.1847 1.01 IQ I I I v 22+45 3.1916 1.01 IQ v 22+50 3.1985 1.00 IQ I I I v 22+55 3.2054 1.00 Q I I I v 23+ 0 3.2122 0.99 Q I I I v 23+ 5 3.2191 0.99 Q I I I VI 23+10 3.2258 0.99 Q I I I VI 23+15 3.2326 0.98 Q I I I vi 23+20 3.2393 0.98 Q I I I VI 23+25 3.2460 0.97 Q I I I VI 23+30 3.2527 0.97 Q I I I VI 23+35 3.2593 0.96 Q I I I VI 23+40 3.2659 0.96 Q I I vI 23+45 3.2725 0.96 Q I I I VI 23+50 3.2790 0.95 Q I I I vi 23+55 3.2856 0.95 Q I I I VI 24+ 0 3.2921 0.94 Q I I I VI 24+ 5 3.2974 0.77 Q I I I VI 24+10 3.2986 0.18 Q I I I VI 24+15 -------------------------------------------------------------- 3.2987 0.02 Q I I I vI U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ---------------------------------------- - - - - - - San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6049 -- ------------------------------------------------------------------ 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q100 DEVELOPED HYDROLOGY 11/25/08 JS 4533124Q100DEV.OUT --------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 12.11 1 1.05 - ------------------------------------------------------------------ Rainfall data for year 2 12.11 6 2.00 ----------- ----------------------------- Rainfall data for year 2 12.11 24 4.00 --------------------------------------- Rainfall data for year 100 12.11 1 1.50 --------------------------------------- Rainfall data for year 100 12.11 6 4.50 -------------------------------------- Rainfall data for year 100 12.11 24 11.00 ------------------------------------------------ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 12.11 1.000 0.785 0.682 0.535 Area -averaged adjusted loss rate Fm (In/Hr) = 0.535 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 8.26 0.682 32.0 52.0 9.23 0.414 3.85 0.318 98.0 98.0 0.20 0.978 Area -averaged catchment yield fraction, Y = 0.594 Area -averaged low loss fraction, Yb = 0.406 User entry of time of concentration = 0.101 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.11(Ac.) Catchment Lag time = 0.081 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 103.1353 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.535(In/Hr) Average low loss rate fraction (Yb) = 0.406 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.555(In) Computed peak 30 -minute rainfall = 1.137(In) Specified peak 1 -hour rainfall = 1.500(In) Computed peak 3 -hour rainfall = 2.942(In) Specified peak 6 -hour rainfall = 4.500(In) Specified peak 24-hour rainfall = 11.000(In) Rainfall depth area reduction factors: Using a total area of 12.11(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.999 Adjusted rainfall = 0.555(In) 30 -minute factor = 0.999 Adjusted rainfall = 1.136(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.499(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.942(In) 6 -hour factor = 1.000 Adjusted rainfall = 4.500(In) 24-hour factor = ------------------------------------------ 1.000 Adjusted rainfall = 11.000(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) ----------------------------------------- (K = 146.46 (CFS)) 1 18.221 26.686 2 81.184 92.212 3 98.175 24.883 4 100.000 2.673 ---------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5548 0.5548 2 0.7321 0.1773 3 0.8610 0.1289 4 0.9660 0.1050 5 1.0562 0.0902 6 1.1361 0.0799 7 1.2084 0.0723 8 1.2747 0.0663 9 1.3362 0.0615 10 1.3937 0.0575 11 1.4479 0.0542 12 1.4991 0.0513 13 1.5746 0.0755 14 1.6479 0.0733 15 1.7191 0.0713 16 1.7886 0.0694 17 1.8564 0.0678 18 1.9226 0.0663 19 1.9875 0.0649 20 2.0510 0.0635 21 2.1134 0.0623 22 2.1745 0.0612 23 2.2347 0.0601 24 2.2938 0.0591 25 2.3520 0.0582 26 2.4093 0.0573 27 2.4657 0.0564 28 2.5214 0.0556 29 2.5762 0.0549 30 2.6304 0.0542 31 2.6838 0.0535 32 2.7366 0.0528 33 2.7888 0.0522 34 2.8404 0.0516 35 2.8913 0.0510 36 2.9417 0.0504 37 2.9916 0.0498 38 3.0409 0.0493 39 3.0897 0.0488 40 3.1381 0.0483 41 3.1860 0.0479 42 3.2334 0.0474 43 3.2804 0.0470 44 3.3269 0.0466 45 3.3731 0.0462 46 3.4189 0.0458 47 3.4643 0.0454 48 3.5093 0.0450 49 3.5539 0.0447 50 3.5982 0.0443 51 3.6422 0.0440 52 3.6858 0.0436 53 3.7291 0.0433 54 3.7721 0.0430 55 3.8148 0.0427 56 3.8572 0.0424 57 3.8993 0.0421 58 3.9411 0.0418 59 3.9826 0.0415 60 4.0239 0.0413 61 4.0648 0.0410 62 4.1056 0.0407 63 4.1461 0.0405 64 4.1863 0.0402 65 4.2263 0.0400 66 4.2660 0.0398 67 4.3056 0.0395 68 4.3448 0.0393 69 4.3839 0.0391 70 4.4228 0.0389 71 4.4614 0.0386 72 4.4998 0.0384 73 4.5400 0.0402 74 4.5800 0.0400 75 4.6198 0.0398 76 4.6595 0.0396 77 4.6989 0.0394 78 4.7382 0.0393 79 4.7772 0.0391 80 4.8161 0.0389 81 4.8549 0.0387 82 4.8934 0.0386 83 4.9318 0.0384 84 4.9701 0.0382 85 5.0081 0.0381 86 5.0460 0.0379 87 5.0838 0.0378 88 5.1214 0.0376 89 5.1588 0.0374 90 5.1961 0.0373 91 5.2333 0.0372 92 5.2703 0.0370 93 5.3072 0.0369 94 5.3439 0.0367 95 5.3805 0.0366 96 5.4169 0.0364 97 5.4532 0.0363 98 5.4894 0.0362 99 5.5255 0.0361 100 5.5614 0.0359 101 5.5972 0.0358 102 5.6329 0.0357 103 5.6684 0.0355 104 5.7038 0.0354 105 5.7391 0.0353 106 5.7743 0.0352 107 5.8094 0.0351 108 5.8443 0.0349 109 5.8792 0.0348 110 5.9139 0.0347 111 5.9485 0.0346 112 5.9830 0.0345 113 6.0174 0.0344 114 6.0517 0.0343 115 6.0858 0.0342 116 6.1199 0.0341 117 6.1539 0.0340 118 6.1877 0.0339 119 6.2215 0.0338 120 6.2551 0.0337 121 6.2887 0.0336 122 6.3222 0.0335 123 6.3555 0.0334 124 6.3888 0.0333 125 6.4220 0.0332 126 6.4551 0.0331 127 6.4880 0.0330 128 6.5209 0.0329 129 6.5537 0.0328 130 6.5864 0.0327 131 6.6191 0.0326 132 6.6516 0.0325 133 6.6840 0.0324 134 6.7164 0.0324 135 6.7487 0.0323 136 6.7809 0.0322 137 6.8130 0.0321 138 6.8450 0.0320 139 6.8769 0.0319 140 6.9088 0.0319 141 6.9406 0.0318 142 6.9723 0.0317 143 7.0039 0.0316 144 7.0354 0.0315 145 7.0669 0.0315 146 7.0983 0.0314 147 7.1296 0.0313 148 7.1608 0.0312 149 7.1920 0.0312 150 7.2231 0.0311 151 7.2541 0.0310 152 7.2850 0.0309 153 7.3159 0.0309 154 7.3467 0.0308 155 7.3774 0.0307 156 7.4081 0.0307 157 7.4386 0.0306 158 7.4692 0.0305 159 7.4996 0.0304 160 7.5300 0.0304 161 7.5603 0.0303 162 7.5905 0.0302 163 7.6207 0.0302 164 7.6508 0.0301 165 7.6809 0.0300 166 7.7109 0.0300 167 7.7408 0.0299 168 7.7706 0.0299 169 7.8004 0.0298 170 7.8302 0.0297 171 7.8598 0.0297 172 7.8894 0.0296 173 7.9190 0.0295 174 7.9485 0.0295 175 7.9779 0.0294 176 8.0072 0.0294 177 8.0365 0.0293 178 8.0658 0.0292 179 8.0950 0.0292 180 8.1241 0.0291 181 8.1532 0.0291 182 8.1822 0.0290 183 8.2112 0.0290 184 8.2401 0.0289 185 8.2689 0.0288 186 8.2977 0.0288 187 8.3264 0.0287 188 8.3551 0.0287 189 8.3837 0.0286 190 8.4123 0.0286 191 8.4408 0.0285 192 8.4693 0.0285 193 8.4977 0.0284 194 8.5261 0.0284 195 8.5544 0.0283 196 8.5827 0.0283 197 8.6109 0.0282 198 8.6390 0.0282 199 8.6671 0.0281 200 8.6952 0.0281 201 8.7232 0.0280 202 8.7511 0.0280 203 8.7791 0.0279 204 8.8069 0.0279 205 8.8347 0.0278 206 8.8625 0.0278 207 8.8902 0.0277 208 8.9179 0.0277 209 8.9455 0.0276 210 8.9731 0.0276 211 9.0006 0.0275 212 9.0281 0.0275 213 9.0555 0.0274 214 9.0829 0.0274 215 9.1102 0.0273 216 9.1375 0.0273 217 9.1648 0.0273 218 9.1920 0.0272 219 9.2192 0.0272 220 9.2463 0.0271 221 9.2734 0.0271 222 9.3004 0.0270 223 9.3274 0.0270 224 9.3543 0.0269 225 9.3812 0.0269 226 9.4081 0.0269 227 9.4349 0.0268 228 9.4617 0.0268 229 9.4884 0.0267 230 9.5151 0.0267 231 9.5418 0.0267 232 9.5684 0.0266 233 9.5950 0.0266 234 9.6215 0.0265 235 9.6480 0.0265 236 9.6744 0.0265 237 9.7009 0.0264 238 9.7272 0.0264 239 9.7536 0.0263 240 9.7799 0.0263 241 9.8061 0.0263 242 9.8323 0.0262 243 9.8585 0.0262 244 9.8846 0.0261 245 9.9107 0.0261 246 9.9368 0.0261 247 9.9628 0.0260 248 9.9888 0.0260 249 10.0148 0.0260 250 10.0407 0.0259 251 10.0666 0.0259 252 10.0924 0.0258 253 10.1182 0.0258 254 10.1440 0.0258 255 10.1697 0.0257 256 10.1954 0.0257 257 10.2211 0.0257 258 10.2467 0.0256 259 10.2723 0.0256 260 10.2978 0.0256 261 10.3234 0.0255 262 10.3488 0.0255 263 10.3743 0.0255 264 10.3997 0.0254 265 10.4251 0.0254 266 10.4504 0.0253 267 10.4758 0.0253 268 10.5010 0.0253 269 10.5263 0.0252 270 10.5515 0.0252 271 10.5767 0.0252 272 10.6018 0.0251 273 10.6269 0.0251 274 10.6520 0.0251 275 10.6771 0.0250 276 10.7021 0.0250 277 10.7271 0.0250 278 10.7520 0.0250 279 10.7769 0.0249 280 10.8018 0.0249 281 10.8267 0.0249 282 10.8515 0.0248 283 10.8763 0.0248 284 10.9011 0.0248 285 10.9258 0.0247 286 10.9505 0.0247 287 10.9752 0.0247 288 10.9998 0.0246 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0246 0.0100 0.0146 2 0.0247 0.0100 0.0146 3 0.0247 0.0101 0.0147 4 0.0248 0.0101 0.0147 5 0.0248 0.0101 0.0147 6 0.0249 0.0101 0.0148 7 0.0249 0.0101 0.0148 8 0.0250 0.0101 0.0148 9 0.0250 0.0102 0.0149 10 0.0250 0.0102 0.0149 11 0.0251 0.0102 0.0149 12 0.0251 0.0102 0.0149 13 0.0252 0.0102 0.0150 14 0.0252 0.0103 0.0150 15 0.0253 0.0103 0.0150 16 0.0253 0.0103 0.0150 17 0.0254 0.0103 0.0151 18 0.0255 0.0103 0.0151 19 0.0255 0.0104 0.0151 20 0.0256 0.0104 0.0152 21 0.0256 0.0104 0.0152 22 0.0257 0.0104 0.0152 23 0.0257 0.0105 0.0153 24 0.0258 0.0105 0.0153 25 0.0258 0.0105 0.0153 26 0.0259 0.0105 0.0154 27 0.0260 0.0105 0.0154 28 0.0260 0.0106 0.0154 29 0.0261 0.0106 0.0155 30 0.0261 0.0106 0.0155 31 0.0262 0.0106 0.0155 32 0.0262 0.0107 0.0156 33 0.0263 0.0107 0.0156 34 0.0263 0.0107 0.0156 35 0.0264 0.0107 0.0157 36 0.0265 0.0107 0.0157 37 0.0265 0.0108 0.0157 38 0.0266 0.0108 0.0158 39 0.0267 0.0108 0.0158 40 0.0267 0.0108 0.0158 41 0.0268 0.0109 0.0159 42 0.0268 0.0109 0.0159 43 0.0269 0.0109 0.0160 44 0.0269 0.0110 0.0160 45 0.0270 0.0110 0.0160 46 0.0271 0.0110 0.0161 47 0.0272 0.0110 0.0161 48 0.0272 0.0111 0.0162 49 0.0273 0.0111 0.0162 50 0.0273 0.0111 0.0162 51 0.0274 0.0111 0.0163 52 0.0275 0.0112 0.0163 53 0.0276 0.0112 0.0164 54 0.0276 0.0112 0.0164 55 0.0277 0.0113 0.0165 56 0.0278 0.0113 0.0165 57 0.0279 0.0113 0.0165 58 0.0279 0.0113 0.0166 59 0.0280 0.0114 0.0166 60 0.0281 0.0114 0.0167 61 0.0282 0.0114 0.0167 62 0.0282 0.0115 0.0167 63 0.0283 0.0115 0.0168 64 0.0284 0.0115 0.0168 65 0.0285 0.0116 0.0169 66 0.0285 0.0116 0.0169 67 0.0286 0.0116 0.0170 68 0.0287 0.0117 0.0170 69 0.0288 0.0117 0.0171 70 0.0288 0.0117 0.0171 71 0.0290 0.0118 0.0172 72 0.0290 0.0118 0.0172 73 0.0291 0.0118 0.0173 74 0.0292 0.0119 0.0173 75 0.0293 0.0119 0.0174 76 0.0294 0.0119 0.0174 77 0.0295 0.0120 0.0175 78 0.0295 0.0120 0.0175 79 0.0297 0.0121 0.0176 80 0.0297 0.0121 0.0176 81 0.0299 0.0121 0.0177 82 0.0299 0.0122 0.0178 83 0.0300 0.0122 0.0178 84 0.0301 0.0122 0.0179 85 0.0302 0.0123 0.0180 86 0.0303 0.0123 0.0180 87 0.0304 0.0124 0.0181 88 0.0305 0.0124 0.0181 89 0.0307 0.0125 0.0182 90 0.0307 0.0125 0.0182 91 0.0309 0.0125 0.0183 92 0.0309 0.0126 0.0184 93 0.0311 0.0126 0.0185 94 0.0312 0.0127 0.0185 95 0.0313 0.0127 0.0186 96 0.0314 0.0128 0.0186 97 0.0315 0.0128 0.0187 98 0.0316 0.0128 0.0188 99 0.0318 0.0129 0.0189 100 0.0319 0.0129 0.0189 101 0.0320 0.0130 0.0190 102 0.0321 0.0130 0.0191 103 0.0323 0.0131 0.0192 104 0.0324 0.0132 0.0192 105 0.0325 0.0132 0.0193 106 0.0326 0.0133 0.0194 107 0.0328 0.0133 0.0195 108 0.0329 0.0134 0.0195 109 0.0331 0.0134 0.0196 110 0.0332 0.0135 0.0197 111 0.0334 0.0136 0.0198 112 0.0335 0.0136 0.0199 113 0.0337 0.0137 0.0200 114 0.0338 0.0137 0.0200 115 0.0340 0.0138 0.0202 116 0.0341 0.0138 0.0202 117 0.0343 0.0139 0.0203 118 0.0344 0.0140 0.0204 119 0.0346 0.0141 0.0205 120 0.0347 0.0141 0.0206 121 0.0349 0.0142 0.0207 122 0.0351 0.0143 0.0208 123 0.0353 0.0143 0.0210 124 0.0354 0.0144 0.0210 125 0.0357 0.0145 0.0212 126 0.0358 0.0145 0.0212 127 0.0361 0.0147 0.0214 128 0.0362 0.0147 0.0215 129 0.0364 0.0148 0.0216 130 0.0366 0.0149 0.0217 131 0.0369 0.0150 0.0219 132 0.0370 0.0150 0.0220 133 0.0373 0.0152 0.0221 134 0.0374 0.0152 0.0222 135 0.0378 0.0153 0.0224 136 0.0379 0.0154 0.0225 137 0.0382 0.0155 0.0227 138 0.0384 0.0156 0.0228 139 0.0387 0.0157 0.0230 140 0.0389 0.0158 0.0231 141 0.0393 0.0160 0.0233 142 0.0394 0.0160 0.0234 143 0.0398 0.0162 0.0236 144 0.0400 0.0163 0.0237 145 0.0384 0.0156 0.0228 146 0.0386 0.0157 0.0229 147 0.0391 0.0159 0.0232 148 0.0393 0.0160 0.0233 149 0.0398 0.0162 0.0236 150 0.0400 0.0163 0.0237 151 0.0405 0.0165 0.0240 152 0.0407 0.0166 0.0242 153 0.0413 0.0168 0.0245 154 0.0415 0.0169 0.0247 155 0.0421 0.0171 0.0250 156 0.0424 0.0172 0.0252 157 0.0430 0.0175 0.0255 158 0.0433 0.0176 0.0257 159 0.0440 0.0179 0.0261 160 0.0443 0.0180 0.0263 161 0.0450 0.0183 0.0267 162 0.0454 0.0184 0.0269 163 0.0462 0.0188 0.0274 164 0.0466 0.0189 0.0276 165 0.0474 0.0193 0.0282 166 0.0479 0.0195 0.0284 167 0.0488 0.0198 0.0290 168 0.0493 0.0200 0.0293 169 0.0504 0.0205 0.0299 170 0.0510 0.0207 0.0303 171 0.0522 0.0212 0.0310 172 0.0528 0.0215 0.0313 173 0.0542 0.0220 0.0321 174 0.0549 0.0223 0.0326 175 0.0564 0.0229 0.0335 176 0.0573 0.0233 0.0340 177 0.0591 0.0240 0.0351 178 0.0601 0.0244 0.0357 179 0.0623 0.0253 0.0370 180 0.0635 0.0258 0.0377 181 0.0663 0.0269 0.0393 182 0.0678 0.0275 0.0402 183 0.0713 0.0290 0.0423 184 0.0733 0.0298 0.0435 185 0.0513 0.0208 0.0304 186 0.0542 0.0220 0.0321 187 0.0615 0.0250 0.0365 188 0.0663 0.0269 0.0394 189 0.0799 0.0325 0.0474 190 0.0902 0.0367 0.0535 191 0.1289 0.0446 0.0843 192 0.1773 0.0446 0.1327 193 0.5548 0.0446 0.5102 194 0.1050 0.0427 0.0623 195 0.0723 0.0294 0.0429 196 0.0575 0.0234 0.0341 197 0.0755 0.0307 0.0448 198 0.0694 0.0282 0.0412 199 0.0649 0.0264 0.0385 200 0.0612 0.0249 0.0363 201 0.0582 0.0236 0.0345 202 0.0556 0.0226 0.0330 203 0.0535 0.0217 0.0317 204 0.0516 0.0210 0.0306 205 0.0498 0.0203 0.0296 206 0.0483 0.0196 0.0287 207 0.0470 0.0191 0.0279 208 0.0458 0.0186 0.0272 209 0.0447 0.0181 0.0265 210 0.0436 0.0177 0.0259 211 0.0427 0.0173 0.0253 212 0.0418 0.0170 0.0248 213 0.0410 0.0167 0.0243 214 0.0402 0.0163 0.0239 215 0.0395 0.0161 0.0235 216 0.0389 0.0158 0.0231 217 0.0402 0.0163 0.0239 218 0.0396 0.0161 0.0235 219 0.0391 0.0159 0.0232 220 0.0386 0.0157 0.0229 221 0.0381 0.0155 0.0226 222 0.0376 0.0153 0.0223 223 0.0372 0.0151 0.0221 224 0.0367 0.0149 0.0218 225 0.0363 0.0148 0.0216 226 0.0359 0.0146 0.0213 227 0.0355 0.0144 0.0211 228 0.0352 0.0143 0.0209 229 0.0348 0.0142 0.0207 230 0.0345 0.0140 0.0205 231 0.0342 0.0139 0.0203 232 0.0339 0.0138 0.0201 233 0.0336 0.0136 0.0199 234 0.0333 0.0135 0.0197 235 0.0330 0.0134 0.0196 236 0.0327 0.0133 0.0194 237 0.0324 0.0132 0.0193 238 0.0322 0.0131 0.0191 239 0.0319 0.0130 0.0190 240 0.0317 0.0129 0.0188 241 0.0315 0.0128 0.0187 242 0.0312 0.0127 0.0185 243 0.0310 0.0126 0.0184 244 0.0308 0.0125 0.0183 245 0.0306 0.0124 0.0182 246 0.0304 0.0123 0.0180 247 0.0302 0.0123 0.0179 248 0.0300 0.0122 0.0178 249 0.0298 0.0121 0.0177 250 0.0296 0.0120 0.0176 251 0.0294 0.0120 0.0175 252 0.0292 0.0119 0.0174 253 0.0291 0.0118 0.0173 254 0.0289 0.0117 0.0172 255 0.0287 0.0117 0.0171 256 0.0286 0.0116 0.0170 257 0.0284 0.0115 0.0169 258 0.0283 0.0115 0.0168 259 0.0281 0.0114 0.0167 260 0.0280 0.0114 0.0166 261 0.0278 0.0113 0.0165 262 0.0277 0.0112 0.0164 263 0.0275 0.0112 0.0163 264 0.0274 0.0111 0.0163 265 0.0273 0.0111 0.0162 266 0.0271 0.0110 0.0161 267 0.0270 0.0110 0.0160 268 0.0269 0.0109 0.0159 269 0.0267 0.0109 0.0159 270 0.0266 0.0108 0.0158 271 0.0265 0.0108 0.0157 272 0.0264 0.0107 0.0157 273 0.0263 0.0107 0.0156 274 0.0261 0.0106 0.0155 275 0.0260 0.0106 0.0154 276 0.0259 0.0105 0.0154 277 0.0258 0.0105 0.0153 278 0.0257 0.0104 0.0153 279 0.0256 0.0104 0.0152 280 0.0255 0.0104 0.0151 281 0.0254 0.0103 0.0151 282 0.0253 0.0103 0.0150 283 0.0252 0.0102 0.0149 284 0.0251 0.0102 0.0149 285 0.0250 0.0102 0.0148 286 0.0249 0.0101 0.0148 287 0.0248 0.0101 0.0147 288 0.0247 0.0100 0.0147 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 4.25(In) Total effective rainfall = 6.75(In) Peak flow rate in flood hydrograph = 52.24(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 15.0 30.0 45.0 60.0 ----------------------------------------------------------------------- 0+ 5 0.0027 0.39 Q 0+10 0.0147 1.74 VQ 0+15 0.0292 2.11 VQ 0+20 0.0440 2.15 VQ 0+25 0.0588 2.15 VQ 0+30 0.0737 2.16 VQ 0+35 0.0886 2.16 VQ 0+40 0.1035 2.17 VQ 0+45 0.1184 2.17 VQ 0+50 0.1334 2.17 VQ 0+55 0.1484 2.18 VQ 1+ 0 0.1634 2.18 VQ 1+ 5 0.1785 2.19 IQ 1+10 0.1936 2.19 IQ 1+15 0.2087 2.20 IQ 1+20 0.2239 2.20 IQ 1+25 0.2390 2.20 IQ 1+30 0.2542 2.21 IQ 1+35 0.2695 2.21 IQ 1+40 0.2848 2.22 IQ 1+45 0.3001 2.22 IQ 1+50 0.3154 2.23 IQ 1+55 0.3308 2.23 IQ 2+ 0 0.3462 2.24 IQV 2+ 5 0.3616 2.24 jQV I 2+10 0.3771 2.25 IQV 2+15 0.3926 2.25 IQV 2+20 0.4081 2.26 IQV 2+25 0.4237 2.26 IQV 2+30 0.4393 2.27 IQV 2+35 0.4549 2.27 IQV 2+40 0.4706 2.28 IQV 2+45 0.4863 2.28 IQV 2+50 0.5020 2.29 IQV 2+55 0.5178 2.29 IQ V 3+ 0 0.5336 2.30 IQ V 3+ 5 0.5494 2.30 IQ V 3+10 0.5653 2.31 IQ V 3+15 0.5812 2.31 IQ V 3+20 0.5972 2.32 IQ V 3+25 0.6132 2.32 IQ V 3+30 0.6292 2.33 IQ V 3+35 0.6452 2.33 IQ V 3+40 0.6614 2.34 IQ V 3+45 0.6775 2.34 IQ V 3+50 0.6937 2.35 IQ V 3+55 0.7099 2.35 IQ V 4+ 0 0.7261 2.36 IQ V 4+ 5 0.7424 2.37 IQ V 4+10 0.7588 2.37 IQ V 4+15 0.7752 2.38 IQ V 4+20 0.7916 2.38 IQ V 4+25 0.8080 2.39 IQ V 4+30 0.8245 2.40 IQ V 4+35 0.8411 2.40 IQ V 4+40 0.8577 2.41 IQ V 4+45 0.8743 2.41 IQ V 4+50 0.8910 2.42 IQ V 4+55 0.9077 2.43 IQ V 5+ 0 0.9244 2.43 IQ V 5+ 5 0.9413 2.44 IQ V 5+10 0.9581 2.45 IQ V 5+15 0.9750 2.45 IQ V 5+20 0.9919 2.46 IQ V 5+25 1.0089 2.47 IQ V 5+30 1.0260 2.47 IQ V 5+35 1.0430 2.48 IQ V 5+40 1.0602 2.49 IQ V 5+45 1.0774 2.49 IQ V 5+50 1.0946 2.50 IQ V 5+55 1.1119 2.51 IQ V 6+ 0 1.1292 2.52 IQ V 6+ 5 1.1466 2.52 IQ V 6+10 1.1640 2.53 IQ V 6+15 1.1815 2.54 IQ V 6+20 1.1990 2.55 IQ V 6+25 1.2166 2.55 IQ V 6+30 1.2343 2.56 IQ V 6+35 1.2520 2.57 IQ V 6+40 1.2697 2.58 IQ V 6+45 1.2875 2.59 IQ V 6+50 1.3054 2.59 IQ V I 6+55 1.3233 2.60 IQ V I 7+ 0 1.3413 2.61 IQ V 7+ 5 1.3593 2.62 IQ V I 7+10 1.3774 2.63 IQ V I 7+15 1.3956 2.64 IQ V I 7+20 1.4138 2.65 IQ V I 7+25 1.4321 2.65 IQ V I 7+30 1.4504 2.66 IQ V I 7+35 1.4688 2.67 IQ V I 7+40 1.4873 2.68 IQ V I 7+45 1.5058 2.69 IQ V I 7+50 1.5244 2.70 IQ V I 7+55 1.5431 2.71 IQ VI 8+ 0 1.5618 2.72 IQ VI 8+ 5 1.5806 2.73 IQ VI 8+10 1.5995 2.74 IQ VI 8+15 1.6184 2.75 IQ VI 8+20 1.6375 2.76 IQ VI 8+25 1.6565 2.77 IQ VI 8+30 1.6757 2.78 IQ VI 8+35 1.6949 2.79 IQ VI 8+40 1.7142 2.80 IQ V 8+45 1.7336 2.81 IQ V 8+50 1.7531 2.83 IQ V 8+55 1.7726 2.84 IQ V 9+ 0 1.7923 2.85 IQ V 9+ 5 1.8120 2.86 IQ V 9+10 1.8318 2.87 IQ V 9+15 1.8516 2.89 IQ V 9+20 1.8716 2.90 IQ IV 9+25 1.8916 2.91 IQ IV 9+30 1.9118 2.92 IQ IV 9+35 1.9320 2.94 IQ IV 9+40 1.9523 2.95 IQ IV 9+45 1.9727 2.96 IQ IV 9+50 1.9932 2.98 IQ IV 9+55 2.0138 2.99 IQ IV 10+ 0 2.0346 3.01 I Q IV 10+ 5 2.0554 3.02 I Q I V 10+10 2.0763 3.04 I Q I V 10+15 2.0973 3.05 I Q I V 10+20 2.1184 3.07 I Q I V 10+25 2.1396 3.08 Q I V 10+30 2.1610 3.10 I Q I V 10+35 2.1824 3.11 I Q I V 10+40 2.2040 3.13 I Q I V 10+45 2.2256 3.15 I Q I V 10+50 2.2474 3.17 I Q I 10+55 2.2694 3.18 I Q I V 11+ 0 2.2914 3.20 Q I V 11+ 5 2.3136 3.22 I Q I V 11+10 2.3359 3.24 I Q I 11+15 2.3583 3.26 I Q V 11+20 2.3809 3.28 I Q I V 11+25 2.4036 3.30 I Q V 11+30 2.4265 3.32 I Q I V I I I 11+35 2.4495 3.34 Q V 11+40 2.4727 3.36 I Q V 11+45 2.4960 3.38 I Q V 11+50 2.5195 3.41 Q I V 11+55 2.5431 3.43 Q V 12+ 0 2.5669 3.46 Q V 12+ 5 2.5907 3.45 I Q V 12+10 2.6139 3.37 I Q V 12+15 2.6370 3.36 I Q V 12+20 2.6604 3.39 I Q V 12+25 2.6840 3.42 I Q V 12+30 2.7077 3.45 I Q V 12+35 2.7317 3.48 I Q V 12+40 2.7559 3.51 Q V 12+45 2.7803 3.54 Q I V 12+50 2.8050 3.58 Q V 12+55 2.8299 3.61 I Q V 13+ 0 2.8550 3.65 I Q V 13+ 5 2.8804 3.69 I Q V 13+10 2.9061 3.73 I Q V 13+15 2.9321 3.77 I Q V 13+20 2.9584 3.82 I Q V 13+25 2.9849 3.86 Q V 13+30 3.0119 3.91 I Q V 13+35 3.0391 3.95 I Q V 13+40 3.0667 4.01 I Q V 13+45 3.0946 4.05 I Q V 13+50 3.1229 4.12 I Q V 13+55 3.1516 4.17 I Q V 14+ 0 3.1808 4.24 Q V 14+ 5 3.2104 4.30 Q V 14+10 3.2405 4.37 Q VI 14+15 3.2711 4.44 I Q VI 14+20 3.3022 4.52 Q VI 14+25 3.3339 4.60 Q VI 14+30 3.3663 4.70 Q I VI 14+35 3.3992 4.78 Q VI 14+40 3.4329 4.89 I Q V 14+45 3.4673 4.99 I Q I V 14+50 3.5026 5.12 I Q V 14+55 3.5387 5.24 Q I V 15+ 0 3.5759 5.40 Q I IV 15+ 5 3.6141 5.54 I Q IV 15+10 3.6536 5.74 I Q I IV 15+15 3.6944 5.92 I Q I IV 15+20 3.7368 6.17 Q I IV 15+25 3.7780 5.98 Q I I V 15+30 3.8115 4.86 I Q I V 15+35 3.8446 4.81 I Q I V 15+40 3.8811 5.30 I Q I I V 15+45 3.9217 5.89 I Q I I V 15+50 3.9691 6.88 Q I I V 15+55 4.0274 8.47 I Q I V 16+ 0 4.1154 12.77 I Q I V 16+ 5 4.3088 28.09 I I Q I V 16+10 4.6686 52.24 I V 16+15 4.8059 19.94 I I Q I V 0 16+20 4.8595 7.78 Q V 16+25 4.8979 5.58 I Q I V 16+30 4.9406 6.20 I Q I VI 16+35 4.9822 6.03 I Q I I VI 16+40 5.0212 5.66 I Q I I VI 16+45 5.0580 5.34 I Q I I VI 16+50 5.0929 5.07 1 Q I I VI 16+55 5.1263 4.85 Q I I V 17+ 0 5.1584 4.66 Q I I V 17+ 5 5.1893 4.49 I Q I I V 17+10 5.2192 4.34 I Q I I V 17+15 5.2482 4.21 I Q I I V 17+20 5.2763 4.09 I Q I I IV 17+25 5.3038 3.98 I Q I I IV 17+30 5.3305 3.89 I Q I I IV 17+35 5.3567 3.80 I Q I I IV 17+40 5.3823 3.71 I Q I I IV 17+45 5.4073 3.64 I Q I I IV 17+50 5.4319 3.57 I Q I I IV 17+55 5.4560 3.50 I Q I I V 18+ 0 5.4797 3.44 I Q I V 18+ 5 5.5031 3.41 I Q I V 18+10 5.5270 3.46 I Q V 18+15 5.5507 3.44 Q I V 18+20 5.5741 3.40 Q V 18+25 5.5972 3.35 Q I I V 18+30 5.6200 3.31 Q I V 18+35 5.6426 3.27 Q I I V 18+40 5.6648 3.23 Q I I V 18+45 5.6868 3.19 I Q I I V 18+50 5.7086 3.16 I Q I I I V 18+55 5.7301 3.12 I Q I I I V 19+ 0 5.7514 3.09 I Q I I I V 19+ 5 5.7724 3.06 I Q I I I V 19+10 5.7933 3.03 I Q I I V 19+15 5.8140 3.00 I Q I I V 19+20 5.8344 2.97 IQ I I I V 19+25 5.8547 2.94 IQ I I I V 19+30 5.8748 2.92 IQ I I I V 19+35 5.8947 2.89 IQ I I I V 19+40 5.9145 2.87 IQ I I I V 19+45 5.9341 2.84 IQ I I I V 19+50 5.9535 2.82 IQ I I I V 19+55 5.9728 2.80 IQ I I I V 20+ 0 5.9919 2.78 IQ I I I V 20+ 5 6.0109 2.76 IQ I I I V 20+10 6.0297 2.74 IQ I I I V 20+15 6.0484 2.72 IQ I I I V 20+20 6.0670 2.70 IQ I I I V 20+25 6.0855 2.68 IQ I I I V 20+30 6.1038 2.66 IQ I I I V 20+35 6.1220 2.64 IQ I I I V 20+40 6.1400 2.62 IQ I I I V 20+45 6.1580 2.61 IQ I I I V 20+50 6.1758 2.59 IQ I I I V 20+55 6.1936 2.57 IQ I I I V 21+ 0 6.2112 2.56 IQ I I I V I 21+ 5 6.2287 2.54 IQ I I I V I 21+10 6.2461 2.53 IQ I I I V I 21+15 6.2634 2.51 IQ I I V I 21+20 6.2806 2.50 IQ I I V I 21+25 6.2977 2.48 IQ I I V 21+30 6.3148 2.47 IQ I V I 21+35 6.3317 2.46 IQ I I V I 21+40 6.3485 2.44 IQ I I I V I 21+45 6.3653 2.43 IQ I I I V I 21+50 6.3819 2.42 IQ I V I 21+55 6.3985 2.41 IQ I I V I 22+ 0 6.4150 2.39 IQ I I V I 22+ 5 6.4314 2.38 IQ I I V I 22+10 6.4477 2.37 IQ I I I V I 22+15 6.4639 2.36 IQ I I I V I 22+20 6.4801 2.35 IQ I I I V I 22+25 6.4962 2.34 IQ I I I V I 22+30 6.5122 2.32 IQ I I V I 22+35 6.5281 2.31 IQ I I V I 22+40 6.5440 2.30 IQ I I I V I 22+45 6.5598 2.29 IQ I I V I 22+50 6.5755 2.28 IQ I I V I 22+55 6.5911 2.27 IQ I I V I 23+ 0 6.6067 2.26 IQ I I V I 23+ 5 6.6222 2.25 IQ I I V I 23+10 6.6377 2.24 IQ I I I VI 23+15 6.6531 2.23 IQ I I I VI 23+20 6.6684 2.22 IQ I I I VI 23+25 6.6837 2.22 IQ I I I VI 23+30 6.6989 2.21 IQ I I I VI 23+35 6.7140 2.20 IQ I I I VI 23+40 6.7291 2.19 IQ I I I VI 23+45 6.7441 2.18 IQ I I I VI 23+50 6.7591 2.17 IQ I I I VI 23+55 6.7740 2.16 IQ I I I VI 24+ 0 6.7888 2.16 IQ I I I VI 24+ 5 6.8009 1.76 IQ I I I VI 24+10 6.8037 0.40 Q I I I VI 24+15 ----------------------------------------------------------------------- 6.8040 0.04 Q I I I VI E N G 1 N E E R I N G JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: JS DATE: 12/2/2008 CHECKED BY: SLE DATE: 12/2/2008 BASIN OUTFLOW CALCULATIONS ORRIFICE CALCULATOR 1 1.5 Q. = Co x Ao x (2g x H J12 WHERE: Qo = ORRIFICE FLOW RATE (ft 3/sec) 3.5 4 Co = DISCHARGE COEFFICIENT 5 10.87 Ao = AREA OF ORRIFICE (ft) d = 2.00 Ho = EFFECTIVE HEAD ON THE ORRIFICE (ft) k = 3.14 g = GRAVITY (ft/sec) Co = 0.61 d = OUTFLOW PIPE DIAMETER (ft) g = 32.20 18.84 WEIR CALCULATOR 34.61 43.61 Qw = Cscw, x L x (HW)15 WHERE: Qw, = WEIR FLOW RATE (ft3/sec) CcSw, = DISCHARGE COEFFICIENT Hw = HEAD ABOVE WIER CREST - VELOCITY HEAD(ft) L = 2.00 C,cw, = 3.33 80.00 70.00 N w 60.00 W Q 50.00 3 40.00 O LL 30.00 Y w 20.00 IL 10.00 0.00 WEIR & ORRIFICE OUTFLOW CHART 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 H (ft) H Qo - Qw 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 10.87 15.37 18.83 21.74 24.30 26.62 28.76 30.74 32.61 34.37 2.35 6.66 12.24 18.84 26.33 34.61 43.61 53.28 63.58 74.46 E N G 1 N E E R I N G JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: JS DATE: 12/2/2008 CHECKED BY: SLE DATE: 12/2/2008 DETENTION BASIN STORAGE CALCULATIONS DETENTION BASIN Q100 DEPTH INTERVAL SF CF AF AF (TOTAL) OUTFLOW (cfs) 0 7283 0 0.0000 0.000 0.00 1 8481 7882 0.1809 0.181 6.66 2 9719 9100 0.2089 0.390 18.84 3 19077 14398 0.3305 0.720 26.62 4 20909 19993 0.4590 1.179 30.74 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 02/12/07 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q2 BASIN ROUTING 02/12/07 DMB 45331BASIN2.OUT Program License Serial Number 6049 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 4533124Q2DEV.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 292 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 18.689 (CFS) Total volume = 0.560 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++-+-+++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 292 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) -------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.181 6.660 0.158 0.204 2.000 0.390 17.820 0.329 0.451 3.000 0.720 21.820 0.645 0.795 -------------------------------------------------------------------- 4.000 1.179 25.200 1.092 1.266 --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'II= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.7 9.34 14.02 18.69 (Ft.) 0.083 0.01 0.00 0.000 0 0.00 0.167 0.06 0.01 0.000 0 I 0.00 0.250 0.09 0.02 0.001 0 I 0.00 0.333 0.09 0.04 0.001 0 I I I 0.01 0.417 0.09 0.05 0.001 0 I 0.01 0.500 0.09 0.06 0.002 0 I I I 0.01 0.583 0.10 0.07 0.002 0 I I I 0.01 0.667 0.10 0.07 0.002 0 I I I I 0.01 0.750 0.10 0.08 0.002 0 0.01 0.833 0.10 0.08 0.002 0 I I 0.01 0.917 0.10 0.09 0.002 0 I I 0.01 1.000 0.10 0.09 0.002 0 I I 0.01 1.083 0.10 0.09 0.002 0 I 0.01 1.167 0.10 0.09 0.002 0 0.01 1.250 0.10 0.09 0.003 0 I I I 0.01 1.333 0.10 0.09 0.003 0 I I 0.01 1.417 0.10 0.09 0.003 0 I I 0.01 1.500 0.10 0.10 0.003 0 I I I 0.01 1.583 0.10 0.10 0.003 0 I 0.01 1.667 0.10 0.10 0.003 0 I 0.01 1.750 0.10 0.10 0.003 0 I I 0.01 1.833 0.10 0.10 0.003 0 I I 0.01 1.917 0.10 0.10 0.003 0 I 0.01 2.000 0.10 0.10 0.003 0 I I I I 0.01 2.083 0.10 0.10 0.003 0 I I I 0.01 2.167 0.10 0.10 0.003 0 I I 0.01 2.250 0.10 0.10 0.003 0 I I 0.01 2.333 0.10 0.10 0.003 O I I 0.02 2.417 0.10 0.10 0.003 O I I I I 0.02 2.500 0.10 0.10 0.003 O I I I I 0.02 2.583 0.10 0.10 0.003 0 0.02 2.667 0.10 0.10 0.003 0 I 0.02 2.750 0.10 0.10 0.003 0 I I 0.02 2.833 0.10 0.10 0.003 0 I I I ( 0.02 2.917 0.10 0.10 0.003 0 0.02 3.000 0.10 0.10 0.003 0 I I 0.02 3.083 0.10 0.10 0.003 0 I ( 0.02 3.167 0.11 0.10 0.003 0 I 0.02 3.250 0.11 0.10 0.003 0 I I 0.02 3.333 0.11 0.10 0.003 0 I I 0.02 3.417 0.11 0.10 0.003 0 I ( 0.02 3.500 0.11 0.11 0.003 0 I I I 0.02 3.583 0.11 0.11 0.003 0 I 0.02 3.667 0.11 0.11 0.003 0 I I I 0.02 3.750 0.11 0.11 0.003 0 0.02 3.833 0.11 0.11 0.003 0 0.02 3.917 0.11 0.11 0.003 0 I 0.02 4.000 0.11 0.11 0.003 0 I I 0.02 4.083 0.11 0.11 0.003 0 I I 0.02 4.167 0.11 0.11 0.003 0 I I I 0.02 4.250 0.11 0.11 0.003 0 0.02 4.333 0.11 0.11 0.003 0 I I 0.02 4.417 0.11 0.11 0.003 0 I 0.02 4.500 0.11 0.11 0.003 0 I 0.02 4.583 0.11 0.11 0.003 0 I 0.02 4.667 0.11 0.11 0.003 0 I 0.02 4.750 0.11 0.11 0.003 0 I 0.02 4.833 0.11 0.11 0.003 0 I 0.02 4.917 0.11 0.11 0.003 0 0.02 5.000 0.11 0.11 0.003 0 I 0.02 5.083 0.11 0.11 0.003 0 I I 0.02 5.167 0.12 0.11 0.003 0 I 0.02 5.250 0.12 0.11 0.003 0 I I 0.02 5.333 0.12 0.11 0.003 0 I 0.02 5.417 0.12 0.11 0.003 0 I I 0.02 5.500 0.12 0.12 0.003 0 I 0.02 5.583 0.12 0.12 0.003 0 I I I 0.02 5.667 0.12 0.12 0.003 0 I I 0.02 5.750 0.12 0.12 0.003 0 I I I 0.02 5.833 0.12 0.12 0.003 0 I I 0.02 5.917 0.12 0.12 0.003 0 I I 0.02 6.000 0.12 0.12 0.003 0 0.02 6.083 0.12 0.12 0.003 0 I I I 0.02 6.167 0.12 0.12 0.003 0 I I 0.02 6.250 0.12 0.12 0.003 0 0.02 6.333 0.12 0.12 0.003 0 I 0.02 6.417 0.12 0.12 0.003 0 ( I I 0.02 6.500 0.12 0.12 0.003 0 0.02 6.583 0.12 0.12 0.003 0 I 0.02 6.667 0.12 0.12 0.003 0 I I I I 0.02 6.750 0.13 0.12 0.003 0 I I I I 0.02 6.833 0.13 0.12 0.003 0 I 0.02 6.917 0.13 0.12 0.003 0 I I 0.02 7.000 0.13 0.12 0.003 0 I 0.02 7.083 0.13 0.13 0.003 0 I I 0.02 7.167 0.13 0.13 0.003 0 I I 0.02 7.250 0.13 0.13 0.003 0 I I 0.02 7.333 0.13 0.13 0.003 0 I 0.02 7.417 0.13 0.13 0.003 0 0.02 7.500 0.13 0.13 0.003 0 0.02 7.583 0.13 0.13 0.004 0 I I 0.02 7.667 0.13 0.13 0.004 0 I I 0.02 7.750 0.13 0.13 0.004 0 0.02 7.833 0.13 0.13 0.004 0 I I 0.02 7.917 0.13 0.13 0.004 0 I I I 0.02 8.000 0.14 0.13 0.004 0 I I 0.02 8.083 0.14 0.13 0.004 0 0.02 8.167 0.14 0.13 0.004 0 ( 0.02 8.250 0.14 0.13 0.004 0 I 0.02 8.333 0.14 0.14 0.004 0 I 0.02 8.417 0.14 0.14 0.004 0 I I 0.02 8.500 0.14 0.14 0.004 0 I 0.02 8.583 0.14 0.14 0.004 0 0.02 8.667 0.14 0.14 0.004 0 I I 0.02 8.750 0.14 0.14 0.004 0 I I 0.02 8.833 0.14 0.14 0.004 0 I I I 0.02 8.917 0.14 0.14 0.004 0 I I I 0.02 9.000 0.15 0.14 0.004 0 I I I I 0.02 9.083 0.15 0.14 0.004 0 I I I 0.02 9.167 0.15 0.14 0.004 0 I 0.02 9.250 0.15 0.14 0.004 0 I I I 0.02 9.333 0.15 0.15 0.004 0 I I 0.02 9.417 0.15 0.15 0.004 0 I I I 0.02 9.500 0.15 0.15 0.004 0 I I I 0.02 9.583 0.15 0.15 0.004 0 I I I 0.02 9.667 0.15 0.15 0.004 0 I I I I 0.02 9.750 0.15 0.15 0.004 0 I I 0.02 9.833 0.16 0.15 0.004 0 0.02 9.917 0.16 0.15 0.004 0 I I I I 0.02 10.000 0.16 0.15 0.004 0 I 0.02 10.083 0.16 0.15 0.004 0 I I I 0.02 10.167 0.16 0.16 0.004 0 I I I I 0.02 10.250 0.16 0.16 0.004 0 I I I 0.02 10.333 0.16 0.16 0.004 0 I 0.02 10.417 0.16 0.16 0.004 0 I 0.02 10.500 0.17 0.16 0.004 0 I 0.02 10.583 0.17 0.16 0.004 0 I I I 0.02 10.667 0.17 0.16 0.004 0 I ( I I 0.02 10.750 0.17 0.16 0.004 0 I I I I 0.02 10.833 0.17 0.17 0.005 0 I I 0.02 10.917 0.17 0.17 0.005 0 I I 0.03 11.000 0.17 0.17 0.005 0 I I I I 0.03 11.083 0.18 0.17 0.005 0 I I 0.03 11.167 0.18 0.17 0.005 0 I I I I 0.03 11.250 0.18 0.17 0.005 0 I 0.03 11.333 0.18 0.17 0.005 0 I I 0.03 11.417 0.18 0.18 0.005 0 I 0.03 11.500 0.18 0.18 0.005 O I I 0.03 11.583 0.19 0.18 0.005 0 I I I I 0.03 11.667 0.19 0.18 0.005 0 I I I I 0.03 11.750 0.19 0.18 0.005 0 I I I I 0.03 11.833 0.19 0.18 0.005 0 I I 0.03 11.917 0.19 0.19 0.005 0 I I I I 0.03 12.000 0.20 0.19 0.005 0 I I I 0.03 12.083 0.18 0.19 0.005 0 0.03 12.167 0.08 0.17 0.005 0 I 0.03 12.250 0.03 0.15 0.004 0 ( I 0.02 12.333 0.02 0.12 0.003 0 ( I 0.02 12.417 0.02 0.10 0.003 0 I 0.01 12.500 0.02 0.08 0.002 0 I I I 0.01 12.583 0.02 0.07 0.002 0 I 0.01 12.667 0.02 0.06 0.002 0 I I I 0.01 12.750 0.02 0.05 0.001 0 I 0.01 12.833 0.02 0.04 0.001 0 I 0.01 12.917 0.03 0.04 0.001 0 I 0.01 13.000 0.03 0.04 0.001 0 I I 0.01 13.083 0.03 0.03 0.001 0 I 0.01 13.167 0.03 0.03 0.001 0 I I I 0.00 13.250 0.03 0.03 0.001 0 0.00 13.333 0.03 0.03 0.001 0 0.00 13.417 0.03 0.03 0.001 O I 0.00 13.500 0.03 0.03 0.001 0 I I I 0.00 13.583 0.03 0.03 0.001 0 I I I 0.00 13.667 0.03 0.03 0.001 0 ( I I I 0.00 13.750 0.03 0.03 0.001 0 I I 1 0.00 13.833 0.03 0.03 0.001 0 I I I 0.00 13.917 0.04 0.03 0.001 0 I I I 0.00 14.000 0.04 0.03 0.001 0 I I I 0.01 14.083 0.04 0.03 0.001 0 I I 0.01 14.167 0.04 0.04 0.001 0 I I I I 0.01 14.250 0.04 0.04 0.001 0 I 0.01 14.333 0.04 0.04 0.001 0 ( 0.01 14.417 0.05 0.04 0.001 0 I 0.01 14.500 0.05 0.04 0.001 0 I I 0.01 14.583 0.05 0.04 0.001 0 0.01 14.667 0.05 0.05 0.001 0 0.01 14.750 0.06 0.05 0.001 0 I ( 0.01 14.833 0.06 0.05 0.001 0 I I I I 0.01 14.917 0.06 0.05 0.001 0 I I I 0.01 15.000 0.07 0.06 0.001 0 I 0.01 15.083 0.07 0.06 0.002 0 I 0.01 15.167 0.08 0.06 0.002 0 I I 0.01 15.250 0.08 0.07 0.002 0 I I 0.01 15.333 0.09 0.07 0.002 0 I I 0.01 15.417 0.21 0.09 0.002 0 I 0.01 15.500 0.70 0.17 0.005 02 I 0.03 15.583 1.01 0.32 0.009 OI I I I 0.05 15.667 1.15 0.49 0.013 0I I I 0.07 15.750 1.28 0.66 0.018 I0I 0.10 15.833 1.48 0.82 0.022 IOI I 0.12 15.917 1.76 1.00 0.027 IO I I I 0.15 16.000 2.47 1.25 0.034 I O I I 0.19 16.083 6.96 2.03 0.055 I O I I I I 0.31 16.167 18.69 4.46 0.121 I OI I I 0.67 16.250 10.51 6.77 0.183 I 10 II I I 1.01 16.333 2.88 6.75 0.183 I I 10 I I I 1.01 16.417 1.43 5.69 0.155 I I IO I I I 0.85 16.500 0.47 4.62 0.126 I OI I I I 0.69 16.583 0.15 3.65 0.099 I 0 I I I I 0.55 16.667 0.09 2.86 0.078 I 0 I I" I I 0.43 16.750 0.07 2.23 0.061 I 0 I I I I 0.34 16.833 0.06 1.75 0.047 I 0 I I I I 0.26 16.917 0.05 1.37 0.037 I 0 I I I I 0.21 17.000 0.05 1.07 0.029 IO I I I I 0.16 17.083 0.04 0.84 0.023 IO I I I I 0.13 17.167 0.04 0.66 0.018 IO I I I 0.10 17.250 0.04 0.52 0.014 0 I I I I 0.08 17.333 0.04 0.41 0.011 0 I I I I 0.06 17.417 0.03 0.33 0.009 0 I I I I 0.05 17.500 0.03 0.26 0.007 0 I I I I 0.04 17.583 0.03 0.21 0.006 0 I I I I 0.03 17.667 0.03 0.17 0.005 0 I I I I 0.03 17.750 0.03 0.14 0.004 0 I I I 0.02 17.833 0.02 0.11 0.003 0 I I ( I 0.02 17.917 0.02 0.09 0.002 0 I I I I 0.01 18.000 0.02 0.08 0.002 0 0.01 18.083 0.04 0.07 0.002 0 I I I 0.01 18.167 0.14 0.07 0.002 0 I I I 0.01 18.250 0.19 0.09 0.003 0 I I 0.01 18.333 0.19 0.11 0.003 0 0.02 18.417 0.19 0.13 0.004 0 I I I 0.02 18.500 0.18 0.14 0.004 0 0.02 18.583 0.18 0.15 0.004 0 I 0.02 18.667 0.18 0.16 0.004 0 I I I I 0.02 18.750 0.17 0.16 0.004 0 I I I 0.02 18.833 0.17 0.16 0.004 0 I I I 0.02 18.917 0.17 0.17 0.005 0 I 0.02 19.000 0.17 0.17 0.005 0 I I I 0.02 19.083 0.16 0.17 0.005 0 I I 0.02 19.167 0.16 0.17 0.004 0 I 0.02 19.250 0.16 0.16 0.004 0 I I 0.02 19.333 0.16 0.16 0.004 0 I I 0.02 19.417 0.15 0.16 0.004 0 I I I I 0.02 19.500 0.15 0.16 0.004 0 I I 0.02 19.583 0.15 0.16 0.004 0 I I I 0.02 19.667 0.15 0.16 0.004 0 I I 0.02 19.750 0.15 0.15 0.004 0 I I I I 0.02 19.833 0.14 0.15 0.004 0 I I I 0.02 19.917 0.14 0.15 0.004 0 I 0.02 20.000 0.14 0.15 0.004 0 I I I I 0.02 20.083 0.14 0.15 0.004 0 I I 0.02 20.167 0.14 0.14 0.004 0 I I 0.02 20.250 0.14 0.14 0.004 0 I I I 0.02 20.333 0.13 0.14 0.004 0 I I 0.02 20.417 0.13 0.14 0.004 0 I I I 0.02 20.500 0.13 0.14 0.004 0 I I 0.02 20.583 0.13 0.14 0.004 0 0.02 20.667 0.13 0.13 0.004 0 I 0.02 20.750 0.13 0.13 0.004 0 I I 0.02 20.833 0.13 0.13 0.004 0 I I I I 0.02 20.917 0.12 0.13 0.004 0 I I 0.02 21.000 0.12 0.13 0.004 0 I I I 0.02 21.083 0.12 0.13 0.003 0 I I I 0.02 21.167 0.12 0.13 0.003 0 I I I 0.02 21.250 0.12 0.13 0.003 0 ( I I 0.02 21.333 0.12 0.12 0.003 0 I I I 0.02 21.417 0.12 0.12 0.003 O I I I I .0.02 21.500 0.12 0.12 0.003 0 I I I 0.02 21.583 0.12 0.12 0.003 0 I I I I 0.02 21.667 0.12 0.12 0.003 0 I 0.02 21.750 0.11 0.12 0.003 0 I I I 0.02 21.833 0.11 0.12 0.003 0 I I I I 0.02 21.917 0.11 0.12 0.003 0 I I 0.02 22.000 0.11 0.12 0.003 0 I I 0.02 22.083 0.11 0.11 0.003 0 I I 0.02 22.167 0.11 0.11 0.003 0 I 0.02 22.250 0.11 0.11 0.003 0 I I 0.02 22.333 0.11 0.11 0.003 0 I I I 0.02 22.417 0.11 0.11 0.003 0 I I I 0.02 22.500 0.11 0.11 0.003 0 I 0.02 22.583 0.11 0.11 0.003 0 I I 0.02 22.667 0.11 0.11 0.003 0 I 0.02 22.750 0.10 0.11 0.003 0 0.02 22.833 0.10 0.11 0.003 0 I 0.02 22.917 0.10 0.11 0.003 0 0.02 23.000 0.10 0.11 0.003 0 0.02 23.083 0.10 0.10 0.003 O I I 0.02 23.167 0.10 0.10' 0.003 0 I 0.02 23.250 0.10 0.10 0.003 O 0.02 23.333 0.10 0.10 0.003 0 I ( I 0.02 23.417 0.10 0.10 0.003 0 ( I 0.02 23.500 0.10 0.10 0.003 0 I 0.02 23.583 0.10 0.10 0.003 0 I I I 0.02 23.667 0.10 0.10 0.003 0 0.01 23.750 0.10 0.10 0.003 O 0.01 23.833 0.10 0.10 0.003 0 ( 0.01 23.917 0.10 0.10 0.003 0 I I I 0.01 24.000 0.10 0.10 0.003 0 I I I 0.01 24.083 0.08 0.10 0.003 0 0.01 24.167 0.03 0.09 0.002 0 0.01 24.250 0.01 0.07 0.002 0 I I I 0.01 24.333 0.00 0.06 0.002 0 I I I I 0.01 24.417 0.00 0.04 0.001 0 0.01 24.500 0.00 0.03 0.001 0 0.01 24.583 0.00 0.03 0.001 0 I I 0.00 24.667 0.00 0.02 0.001 0 I I 0.00 24.750 0.00 0.02 0.000 0 I 0.00 24.833 0.00 0.01 0.000 0 ( 0.00 24.917 0.00 0.01 0.000 0 I I 0.00 25.000 0.00 0.01 0.000 0 0.00 25.083 0.00 0.01 0.000 0 I 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 301 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 6.771 (CFS) Total volume = 0.560 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 02/12/07 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q10 BASIN ROUTING 02/12/07 DMB 45331BASINI0.OUT -------------------------------------------------------------- Program License Serial Number 6049 ------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 4533124Q10DEV.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 292 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 30.458 (CFS) Total volume = 1.950 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 292 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------- --------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ------------------------------------------------------ ----------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.181 6.660 0.158 0.204 2.000 0.390 17.820 0.329 0.451 3.000 0.720 21.820 0.645 0.795 4.000 1.179 25.200 1.092 1.266 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing 0.250 Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 7.6 15.23 22.84 30.46 (Ft.) 0.083 0.07 0.01 0.000 O 0.00 0.167 0.36 0.05 0.001 0 0.01 0.250 0.50 0.14 0.004 O I I I 0.02 0.333 0.52 0.22 0.006 O I 0.03 0.417 0.53 0.29 0.008 O I 0.04 0.500 0.53 0.34 0.009 O I I I 0.05 0.583 0.53 0.38 0.010 0 I 0.06 0.667 0.53 0.42 0.011 O I 0.06 0.750 0.53 0.44 0.012 0 I I 0.07 0.833 0.53 0.46 0.013 O I 0.07 0.917 0.53 0.48 0.013 0 I I I 0.07 1.000 0.53 0.49 0.013 0 0.07 1.083 0.53 0.50 0.014 O 0.08 1.167 0.54 0.51 0.014 O I I 0.08 1.250 0.54 0.51 0.014 O I I 0.08 1.333 0.54 0.52 0.014 0 0.08 1.417 0.54 0.52 0.014 0 0.08 1.500 0.54 0.53 0.014 O I I I 0.08 1.583 0.54 0.53 0.014 O I I 0.08 1.667 0.54 0.53 0.014 O I 0.08 1.750 0.54 0.54 0.015 O I I I 0.08 1.833 0.55 0.54 0.015 0 I I 0.08 1.917 0.55 0.54 0.015 0 I I 0.08 2.000 0.55 0.54 0.015 0 I I I 0.08 2.083 0.55 0.54 0.015 0 I 0.08 2.167 0.55 0.54 0.015 O ( I I 0.08 2.250 0.55 0.55 0.015 O I I 0.08 2.333 0.55 0.55 0.015 0 I I 0.08 2.417 0.55 0.55 0.015 00 .08 i 0.08 2.500 0.56 0.55 0.015 0 I 0.08 2.583 0.56 0.55 0.015 O I I I 0.08 2.667 0.56 0.55 0.015 O 0.08 2.750 0.56 0.55 0.015 O I I 0.08 2.833 0.56 0.56 0.015 0 0.08 2.917 0.56 0.56 0.015 O 0.08 3.000 0.56 0.56 0.015 0 0.08 3.083 0.57 0.56 0.015 0 0.08 3.167 0.57 0.56 0.015 O I 0.08 3.250 0.57 0.56 0.015 0 0.08 3.333 0.57 0.56 0.015 O 0.08 3.417 0.57 0.57 0.015 O 0.08 3.500 0.57 0.57 0.015 O I 0.09 3.583 0.57 0.57 0.015 O 0.09 3.667 0.58 0.57 0.015 O I 0.09 3.750 0.58 0.57 0.016 0 I I 0.09 3.833 0.58 0.57 0.016 0 0.09 3.917 0.58 0.57 0.016 0 0.09 4.000 0.58 0.58 0.016 0 0.09 4.083 0.58 0.58 0.016 0 I 0.09 4.167 0.58 0.58 0.016 O I 0.09 4.250 0.59 0.58 0.016 0 0.09 4.333 0.59 0.58 0.016 0 0.09 4.417 0.59 0.58 0.016 0 0.09 4.500 0.59 0.58 0.016 0 0.09 4.583 0.59 0.59 0.016 0 I 0.09 4.667 0.59 0.59 0.016 0 0.09 4.750 0.60 0.59 0.016 0 0.09 4.833 0.60 0.59 0.016 0 I I 0.09 4.917 0.60 0.59 0.016 0 0.09 5.000 0.60 0.59 0.016 0 0.09 5.083 0.60 0.60 0.016 0 0.09 5.167 0.60 0.60 0.016 0 0.09 5.250 0.61 0.60 0.016 0 0.09 5.333 0.61 0.60 0.016 0 I 0.09 5.417 0.61 0.60 0.016 0 0.09 5.500 0.61 0.60 0.016 0 I I 0.09 5.583 0.61 0.61 0.016 0 0.09 5.667 0.62 0.61 0.017 0 I I I I 0.09 5.750 0.62 0.61 0.017 0 0.09 5.833 0.62 0.61 0.017 0 I I 0.09 5.917 0.62 0.61 0.017 0 0.09 6.000 0.62 0.62 0.017 0 I I I 0.09 6.083 0.63 0.62 0.017 0 0.09 6.167 0.63 0.62 0.017 0 0.09 6.250 0.63 0.62 0.017 0 0.09 6.333 0.63 0.62 0.017 0 0.09 6.417 0.63 0.63 0.017 0 0.09 6.500 0.64 0.63 0.017 0 I 0.09 6.583 0.64 0.63 0.017 0 0.09 6.667 0.64 0.63 0.017 0 0.09 6.750 0.64 0.63 0.017 0 I I I 0.10 6.833 0.64 0.64 0.017 0 I 0.10 6.917 0.65 0.64 0.017 0 0.10 7.000 0.65 0.64 0.017 0 I 0.10 7.083 0.65 0.64 0.017 0 I I 0.10 7.167 0.65 0.65 0.018 00 .10 i 0.10 7.250 0.66 0.65 0.018 0 I 0.10 7.333 0.66 0.65 0.018 0 0.10 7.417 0.66 0.65 0.018 0 0.10 7.500 0.66 0.65 0.018 0 I 0.10 7.583 0.67 0.66 0.018 0 0.10 7.667 0.67 0.66 0.018 0 I I 0.10 7.750 0.67 0.66 0.018 0 0.10 7.833 0.67 0.66 0.018 0 0.10 7.917 0.68 0.67 0.018 0 0.10 8.000 0.68 0.67 0.018 0 I I 0.10 8.083 0.68 0.67 0.018 0 I 0.10 8.167 0.68 0.67 0.018 0 I 0.10 8.250 0.69 0.68 0.018 0 0.10 8.333 0.69 0.68 0.018 0 I 0.10 8.417 0.69 0.68 0.019 O I 0.10 8.500 0.70 0.69 0.019 0 I I 0.10 8.583 0.70 0.69 0.019 0 0.10 8.667 0.70 0.69 0.019 O 0.10 8.750 0.71 0.69 0.019 0 0.10 8.833 0.71 0.70 0.019 0 I 0.10 8.917 0.71 0.70 0.019 0 I 0.11 9.000 0.71 0.70 0.019 0 0.11 9.083 0.72 0.71 0.019 0 0.11 9.167 0.72 0.71 0.019 0 I I 0.11 9.250 0.72 0.71 0.019 0 I I 0.11 9.333 0.73 0.72 0.019 0 I I 0.11 9.417 0.73 0.72 0.020 0 0.11 9.500 0.74 0.72 0.020 0 0.11 9.583 0.74 0.73 0.020 0 0.11 9.667 0.74 0.73 0.020 0 , I I 0.11 9.750 0.75 0.73 0.020 0 I I I I 0.11 9.833 0.75 0.74 0.020 0 I 0.11 9.917 0.75 0.74 0.020 0 I I 0.11 10.000 0.76 0.74 0.020 0 I I 0.11 10.083 0.76 0.75 0.020 0 0.11 10.167 0.77 0.75 0.020 0 I 0.11 10.250 0.77 0.75 0.021 0 I I I 0.11 10.333 0.77 0.76 0.021 0 0.11 10.417 0.78 0.76 0.021 0 I I 0.11 10.500 0.78 0.77 0.021 0 I I 0.12 10.583 0.79 0.77 0.021 0 I 0.12 10.667 0.79 0.78 0.021 0 I I 0.12 10.750 0.80 0.78 0.021 0 I 0.12 10.833 0.80 0.78 0.021 0 I I I I 0.12 10.917 0.81 0.79 0.021 0 I I I I 0.12 11.000 0.81 0.79 0.022 0 0.12 11.083 0.82 0.80 0.022 0 I I 0.12 11.167 0.82 0.80 0.022 0 I I 0.12 11.250 0.83 0.81 0.022 0 I 0.12 11.333 0.83 0.81 0.022 0 0.12 11.417 0.84 0.82 0.022 0 I I 0.12 11.500 0.84 0.82 0.022 0 I I 0.12 11.583 0.85 0.83 0.023 0 0.12 11.667 0.86 0.83 0.023 0 I 0.13 11.750 0.86 0.84 0.023 0 I 0.13 11.833 0.87 0.85 0.023 0 I I 0.13 11.917 0.88 0.85 0.023 0 0.13 12.000 0.88 0.86 0.023 0 0.13 12.083 0.86 0.86 0.023 0 0.13 12.167 0.73 0.85 0.023 0 0.13 12.250 0.67 0.81 0.022 0 I I 0.12 12.333 0.67 0.78 0.021 0 0.12 12.417 0.68 0.76 0.021 0 I I 0.11 12.500 0.68 0.74 0.020 0 0.11 12.583 0.69 0.73 0.020 0 I I 0.11 12.667 0.70 0.72 0.020 0 0.11 12.750 0.71 0.72 0.020 0 I 0.11 12.833 0.72 0.72 0.019 0 I 0.11 12.917 0.73 0.72 0.020 0 0.11 13.000 0.74 0.72 0.020 0 0.11 13.083 0.75 0.73 0.020 0 I 0.11 13.167 0.76 0.74 0.020 0 I I 0.11 13.250 0.78 0.74 0.020 0 0.11 13.333 0.79 0.75 0.020 0 I I 0.11 13.417 0.80 0.76 0.021 0 0.11 13.500 0.82 0.77 0.021 0 0.12 13.583 0.83 0.78 0.021 0 I 0.12 13.667 0.85 0.80 0.022 0 I I 0.12 13.750 0.86 0.81 0.022 0 0.12 13.833 0.88 0.82 0.022 0 I 0.12 13.917 0.90 0.84 0.023 0 0.13 14.000 0.92 0.85 0.023 0 I 0.13 14.083 0.94 0.87 0.024 0 I I I 0.13 14.167 0.96 0.89 0.024 OI I I 0.13 14.250 0.98 0.91 0.025 OI I 0.14 14.333 1.01 0.93 0.025 OI I I I 0.14 14.417 1.03 0.95 0.026 OI 0.14 14.500 1.06 0.97 0.026 10 I 0.15 14.563 1.09 0.99 0.027 10 0.15 14.667 1.13 1.02 0.028 10 I I I 0.15 14.750 1.16 1.05 0.028 IO I 0.16 14.833 1.20 1.08 0.029 10 0.16 14.917 1.24 1.11 0.030 10 I 0.17 15.000 1.30 1.15 0.031 10 I I I I 0.17 15.083 1.35 1.19 0.032 10 I 0.18 15.167 1.41 1.23 0.033 10 I 0.18 15.250 1.48 1.28 0.035 10 I I I 0.19 15.333 1.56 1.33 0.036 10 0.20 15.417 1.63 1.39 0.038 10 I I I 0.21 15.500 1.65 1.45 0.039 IO I I I 0.22 15.583 1.73 1.50 0.041 IO I I I I 0.23 15.667 1.90 1.57 0.043 JOI 0.24 15.750 2.11 1.67 0.045 JOI I 0.25 15.833 2.45 1.81 0.049 JOI I I I 0.27 15.917 3.03 2.02 0.055 OI 0.30 16.000 4.98 2.46 0.067 I O I I 0.37 16.083 13.23 3.96 0.108 I O I I I I 0.59 16.167 30.46 8.48 0.215 0 I I 1.16 16.250 15.81 13.04 0.300 0 I I 1.57 16.333 4.37 12.12 0.283 I I I 0 1.49 16.417 2.41 9.41 0.232 I I 10 1.25 16.500 1.77 7.14 0.190 II OI I I 1.04 16.583 1.59 5.78 0.157 1I 0 I I 0.87 16.667 1.43 4.82 0.131 II O 0.72 16.750 1.31 4.04 0.110 II 0 I I I I 0.61 16.833 1.22 3.42 0.093 1I 0 0.51 16.917 1.14 2.91 0.079 1I 0 I I 0.44 17.000 1.07 2.51 0.068 JIO I 0.38 17.083 1.01 2.18 0.059 IIO 0.33 17.167 0.96 1.91 0.052 IIO 0.29 17.250 0.92 1.69 0.046 IO 0.25 17.333 0.88 1.52 0.041 IO 0.23 17.417 0.85 1.37 0.037 IO I 0.21 17.500 0.82 1.25 0.034 IO I 0.19 17.583 0.79 1.15 0.031 IO I 0.17 17.667 0.77 1.07 0.029 IO ( 0.16 17.750 0.74 1.00 0.027 IO 0.15 17.833 0.72 0.94 0.025 0 I I 0.14 17.917 0.70 0.89 0.024 0 0.13 18.000 0.69 0.84 0.023 0 I I 0.13 18.083 0.70 0.81 0.022 0 0.12 18.167 0.82 0.80 0.022 0 I 0.12 18.250 0.87 0.81 0.022 0 0.12 18.333 0.87 0.82 0.022 0 I 0.12 18.417 0.86 0.83 0.023 0 I 0.13 18.500 0.85 0.84 0.023 0 I I I 0.13 18.583 0.83 0.84 0.023 0 I 0.13 18.667 0.82 0.84 0.023 0 0.13 18.750 0.81 0.83 0.023 0 0.12 18.833 0.80 0.83 0.022 0 0.12 18.917 0.79 0.82 0.022 0 I I 0.12 19.000 0.78 0.81 0.022 0 0.12 19.083 0.78 0.81 0.022 0 I I 0.12 19.167 0.77 0.80 0.022 0 I I I 0.12 19.250 0.76 0.79 0.021 0 I I 0.12 19.333 0.75 0.78 0.021 0 I 0.12 19.417 0.74 0.77 0.021 0 I 0.12 19.500 0.74 0.77 0.021 0 I I 0.12 19.583 0.73 0.76 0.021 0 I I I 0.11 19.667 0.72 0.75 0.020 0 I I I I 0.11 19.750 0.72 0.74 0.020 0 I I 0.11 19.833 0.71 0.74 0.020 0 0.11 19.917 0.70 0.73 0.020 0 0.11 20.000 0.70 0.72 0.020 0 I I I 0.11 20.083 0.69 0.72 0.019 0 0.11 20.167 0.69 0.71 0.019 0 0.11 20.250 0.68 0.70 0.019 0 I I 0.11 20.333 0.67 0.70 0.019 0 I I 0.10 20.417 0.67 0.69 0.019 0 I I 0.10 20.500 0.66 0.69 0.019 0 0.10 20.583 0.66 0.68 0.019 0 0.10 20.667 0.65 0.68 0.018 0 I I I 0.10 20.750 0.65 0.67 0.018 0 0.10 20.833 0.65 0.67 0.018 0 I 0.10 20.917 0.64 0.66 0.018 0 I I I 0.10 21.000 0.64 0.66 0.018 0 I 0.10 21.083 0.63 0.65 0.018 0 I 0.10 21.167 0.63 0.65 0.018 0 I I I 0.10 21.250 0.62 0.64 0.017 0 0.10 21.333 0.62 0.64 0.017 0 0.10 21.417 0.62 0.63 0.017 O I 0.10 21.500 0.61 0.63 0.017 0 0.09 21.583 0.61 0.62 0.017 0 I 01.09 21.667 0.61 0.62 0.017 0 I 0.09 21.750 0.60 0.62 0.017 0 I 0.09 21.833 0.60 0.61 0.017 0 0.09 21.917 0.59 0.61 0.017 0 I 0.09 22.000 0.59 0.61 0.016 0 0.09 22.083 0.59 0.60 0.016 0 I 0.09 22.167 0.58 0.60 0.016 0 0.09 22.250 0.58 0.60 0.016 0 I I I 0.09 22.333 0.58 0.59 0.016 0 0.09 22.417 0.58 0.59 0.016 0 0.09 22.500 0.57 0.59 0.016 0 0.09 22.583 0.57 0.58 0.016 0 0.09 22.667 0.57 0.58 0.016 0 0.09 22.750 0.56 0.58 0.016 0 I I I 0.09 22.833 0.56 0.57 0.016 0 0.09 22.917 0.56 0.57 0.015 0 I I 0.09 23.000 0.56 0.57 0.015 0 0.09 23.083 0.55 0.56 0.015 0 0.08 23.167 0.55 0.56 0.015 0 I 0.08 23.250 0.55 0.56 0.015 0 0.08 23.333 0.55 0.56 0.015 0 0.08 23.417 0.54 0.55 0.015 0 I 0.08 23.500 0.54 0.55 0.015 0 0.08 23.583 0.54 0.55 0.015 0 I I 0.08 23.667 0.54 0.55 0.015 0 0.08 23.750 0.53 0.54 0.015 0 I I I 0.08 23.833 0.53 0.54 0.015 0 0.08 23.917 0.53 0.54 0.015 0 I I 0.08 24.000 0.53 0.54 0.015 0 I I 0.08 24.083 0.46 0.53 0.014 0 I 0.08 24.167 0.17 0.48 0.013 0 I I 0.07 24.250 0.02 0.39 0.011 0 0.06 24.333 0.00 0.31 0.008 0 I I I 0.05 24.417 0.00 0.24 0.006 0 0.04 24.500 0.00 0.19 0.005 0 I I 0.03 24.583 0.00 0.14 0.004 0 0.02 24.667 0.00 0.11 0.003 O I 0.02 24.750 0.00 0.09 0.002 0 I 0.01 24.833 0.00 0.07 0.002 O 0.01 24.917 0.00 0.05 0.001 0 0.01 25.000 0.00 0.04 0.001 0 I I 0.01 25.083 0.00 0.03 0.001 0 I I 0.00 25.167 0.00 0.02 0.001 0 0.00 25.250 0.00 0.02 0.001 0 I I 0.00 25.333 0.00 0.01 0.000 0 0.00 25.417 0.00 0.01 0.000 0 I I I I 0.00 25.500 0.00 0.01 0.000 0 0.00 25.583 0.00 0.01 0.000 0 I I 0.00 25.667 0.00 0.01 0.000 0 I 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 308 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 13.035 (CFS) Total volume = 1.950 (Ac.Ft)' Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 02/12/07 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q25 BASIN ROUTING 02/12/07 DMB 45331BASIN25.OUT Program License Serial Number 6049 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 4533124Q25DEV.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 292 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 37.192 (CFS) Total volume = 2.986 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 292 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-0*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.181 6.660 0.158 0.204 2.000 0.390 17.820 0.329 0.451 3.000 0.720 21.820 0.645 0.795 4.000 1.179 25.200 1.092 1.266 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 9.3 18.60 27.89 37.19 (Ft.) 0.083 0.11 0.01 0.000 0 0.00 0.167 0.59 0.09 0.002 0 I 0.01 0.250 0.82 0.23 0.006 0 0.03 0.333 0.85 0.36 0.010 0 0.05 0.417 0.86 0.47 0.013 0 I I I 0.07 0.500 0.86 0.56 0.015 0 0.08 0.583 0.86 0.63 0.017 0 I 0.09 0.667 0.86 0.68 0.019 O I 0.10 0.750 0.87 0.72 0.020 0 I 0.11 0.833 0.87 0.76 0.021 0 I 0.11 0.917 0.87 0.78 0.021 0 I I I 0.12 1.000 0.87 0.80 0.022 0 I I 0.12 1.083 0.87 0.82 0.022 0 0.12 1.167 0.87 0.83 0.023 0 I 0.12 1.250 0.88 0.84 0.023 0 I 0.13 1.333 0.88 0.85 0.023 0 I I I 0.13 1.417 0.88 0.86 0.023 0 0.13 1.500 0.88 0.86 0.023 0 I 0.13 1.583 0.88 0.87 0.024 0 0.13 1.667 0.89 0.87 0.024 0 I 0.13 1.750 0.89 0.87 0.024 0 I 0.13 1.833 0.89 0.88 0.024 0 0.13 1.917 0.89 0.88 0.024 0 0.13 2.000 0.89 0.88 0.024 0 I 0.13 2.083 0.90 0.89 0.024 0 I I I 0.13 2.167 0.90 0.89 0.024 0 I 0.13 2.250 0.90 0.89 0.024 0 0.13 2.333 0.90 0.89 0.024 0 I 0.13 2.417 0.90 0.89 0.024 0 0.13 2.500 0.91 0.90 0.024 0 I 0.13 2.583 0.91 0.90 0.024 0 0.14 2.667 0.91 0.90 0.024 0 0.14 2.750 0.91 0.90 0.025 0 0.14 2.833 0.91 0.91 0.025 0 0.14 2.917 0.92 0.91 0.025 0 0.14 3.000 0.92 0.91 0.025 0 I I 0.14 3.083 0.92 0.91 0.025 0 0.14 3.167 0.92 0.91 0.025 0 0.14 3.250 0.92 0.92 0.025 0 0.14 3.333 0.93 0.92 0.025 0 0.14 3.417 0.93 0.92 0.025 0 I 0.14 3.500 0.93 0.92 0.025 0 I 0.14 3.583 0.93 0.92 0.025 0 0.14 3.667 0.94 0.93 0.025 0 I 0.14 3.750 0.94 0.93 0.025 0 I I I 0.14 3.833 0.94 0.93 0.025 0 0.14 3.917 0.94 0.93 0.025 0 0.14 4.000 0.95 0.94 0.025 0 0.14 4.083 0.95 0.94 0.026 0 I 0.14 4.167 0.95 0.94 0.026 0 I 0.14 4.250 0.95 0.94 0.026 0 I 0.14 4.333 0.96 0.95 0.026 0 I I 0.14 4.417 0.96 0.95 0.026 0 I I 0.14 4.500 0.96 0.95 0.026 0 0.14 4.583 0.96 0.95 0.026 0 I 0.14 4.667 0.97 0.96 0.026 0 I I 0.14 4.750 0.97 0.96 0.026 0 I I I 0.14 4.833 0.97 0.96 0.026 0 I 0.14 4.917 0.97 0.96 0.026 0 I 0.14 5.000 0.98 0.97 0.026 0 I 0.14 5.083 0.98 0.97 0.026 0 I I 0.15 5.167 0.98 0.97 0.026 0 I I I 0.15 5.250 0.98 0.97 0.026 0 I 0.15 5.333 0.99 0.98 0.027 0 0.15 5.417 0.99 0.98 0.027 0 0.15 5.500 0.99 0.98 0.027 0 I I 0.15 5.583 1.00 0.98 0.027 0 I 0.15 5.667 1.00 0.99 0.027 0 I I 0.15 5.750 1.00 0.99 0.027 0 I 0.15 5.833 1.00 0.99 0.027 0 I 0.15 5.917 1.01 1.00 0.027 0 I I 0.15 6.000 1.01 1.00 0.027 0 I I I 0.15 6.083 1.01 1.00 0.027 0 0.15 6.167 1.02 1.00 0.027 0 I 0.15 6.250 1.02 1.01 0.027 0 I 0.15 6.333 1.02 1.01 0.027 0 I ( 0.15 6.417 1.03 1.01 0.028 0 I 0.15 6.500 1.03 1.02 0.028 0 I I 0.15 6.583 1.03 1.02 0.028 0 I I I 0.15 6.667 1.04 1.02 0.028 0 I 0.15 6.750 1.04 1.03 0.028 0 I I 0.15 6.833 1.04 1.03 0.028 0 0.15 6.917 1.05 1.03 0.028 0 I 0.16 7.000 1.05 1.04 0.028 0 I 0.16 7.083 1.05 1.04 0.028 0 I ( 0.16 7.167 1.06 1.04 0.028 0 I I I 0.16 7.250 1.06 1.05 0.028 0 0.16 7.333 1.06 1.05 0.029 0 I 0.16 7.417 1.07 1.05 0.029 0 0.16 7.500 1.07 1.06 0.029 0 ' 0.16 7.583 1.08 1.06 0.029 0 I 0.16 7.667 1.08 1.06 0.029 0 ( I 0.16 7.750 1.08 1.07 0.029 0 I I 0.16 7.833 1.09 1.07 0.029 0 I 0.16 7.917 1.09 1.08 0.029 0 0.16 8.000 1.10 1.08 0.029 0 I 0.16 8.083 1.10 1.08 0.029 0 I 0.16 8.167 1.10 1.09 0.030 0 0.16 8.250 1.11 1.09 0.030 0 0.16 8.333 1.11 1.10 0.030 0 0.16 8.417 1.12 1.10 0.030 0 0.17 8.500 1.12 1.10 0.030 0 0.17 8.583 1.13 1.11 0.030 0 I 0.17 8.667 1.13 1.11 0.030 0 I I 0.17 8.750 1.14 1.12 0.030 0 I 0.17 8.833 1.14 1.12 0.031 0 I I 0.17 8.917 1.14 1.13 0.031 0 I I 0.17 9.000 1.15 1.13 0.031 0 I 0.17 9.083 1.15 1.14 0.031 0 I I 0.17 9.167 1.16 1.14 0.031 0 I I 0.17 9.250 1.17 1.15 0.031 OI I I I 0.17 9.333 1.17 1.15 0.031 OI 0.17 9.417 1.18 1.16 0.031 OI I I I 0.17 9.500 1.18 1.16 0.032 OI I I 0.17 9.583 1.19 1.17 0.032 10 I I I I 0.18 9.667 1.19 1.17 0.032 10 0.18 9.750 1.20 1.18 0.032 IO I I 0.18 9.833 1.20 1.18 0.032 10 I I I 0.18 9.917 1.21 1.19 0.032 IO I I 0.18 10.000 1.22 1.19 0.032 IO I I 0.18 10.083 1.22 1.20 0.033 10 I I 0.18 10.167 1.23 1.20 0.033 10 I I I 0.18 10.250 1.23 1.21 0.033 10 I I I 0.18 10.333 1.24 1.22 0.033 10 I I 0.18 10.417 1.25 1.22 0.033 10 I I I 0.18 10.500 1.25 1.23 0.033 IO I 0.18 10.583 1.26 1.24 0.034 10 I I I 0.19 10.667 1.27 1.24 0.034 10 I 0.19 10.750 1.28 1.25 0.034 10 I I 0.19 10.833 1.28 1.26 0.034 10 I I 0.19 10.917 1.29 1.26 0.034 10 I I 0.19 11.000 1.30 1.27 0.035 10 I I 0.19 11.083 1.31 1.28 0.035 10 I I 0.19 11.167 1.31 1.28 0.035 10 I I 0.19 11.250 1.32 1.29 0.035 10 I 0.19 11.333 1.33 1.30 0.035 10 I I 0.20 11.417 1.34 1.31 0.036 10 I I 0.20 11.500 1.35 1.32 0.036 10 I 0.20 11.583 1.36 1.32 0.036 10 I I 0.20 11.667 1.37 1.33 0.036 10 I I I 0.20 11.750 1.38 1.34 0.036 10 I 0.20 11.833 1.39 1.35 0.037 10 0.20 11.917 1.39 1.36 0.037 10 I 0.20 12.000 1.41 1.37 0.037 10 0.21 12.083 1.39 1.37 0.037 10 I I 0.21 12.167 1.27 1.36 0.037 10 I I 0.20 12.250 1.23 1.34 0.036 IO I I 0.20 12.333 1.23 1.31 0.036 10 I 0.20 12.417 1.24 1.30 0.035 10 I 0.19 12.500 1.26 1.29 0.035 10 I I I 0.19 12.583 1.27 1.28 0.035 10 I 0.19 12.667 1.28 1.28 0.035 10 I I 0.19 12.750 1.30 1.28 0.035 10 I I 0.19 12.833 1.31 1.29 0.035 10 0.19 12.917 1.33 1.30 0.035 10 I I I I 0.19 13.000 1.35 1.30 0.035 10 0.20 13.083 1.36 1.32 0.036 10 I I 0.20 13.167 1.38 1.33 0.036 10 0.20 13.250 1.40 1.34 0.036 10 I I 0.20 13.333 1.42 1.36 0.037 10 1I I 0.20 13.417 1.44 1.37 0.037 10 1I I I 0.21 13.500 1.46 1.39 0.038 10 I I I 0.21 13.583 1.48 1.41 0.038 10 1 0.21 13.667 1.50 1.43 0.039 10 I I 0.21 13.750 1.53 1.45 0.039 10 0.22 13.833 1.55 1.47 0.040 10 0.22 13.917 1.58 1.49 0.040 10 I 0.22 14.000 1.61 1.51 0.041 IO I 0.23 14.083 1.63 1.54 0.042 10 I 0.23 14.167 1.67 1.56 0.042 10 I I 0.23 14.250 1.70 1.59 0.043 10 0.24 14.333 1.74 1.62 0.044 10 I I 0.24 14.417 1.77 1.65 0.045 10 I 0.25 14.500 1.82 1.68 0.046 10 I I 0.25 14.583 1.86 1.72 0.047 10 0.26 14.667 1.91 1.76 0.048 10 I I I I 0.26 14.750 1.96 1.80 0.049 10 I 0.27 14.833 2.02 1.84 0.050 10 I I I 0.28 14.917 2.08 1.89 0.051 10 0.28 15.000 2.15 1.94 0.053 10 I I I 0.29 15.083 2.22 1.99 0.054 10 1 0.30 15.167 2.31 2.05 0.056 10 1 I 0.31 15.250 2.40 2.12 0.058 jOI I 0.32 15.333 2.52 2.20 0.060 IOI I I 0.33 15.417 2.54 2.27 0.062 JOI I I 0.34 15.500 2.31 2.31 0.063 10 I I I 0.35 15.583 2.30 2.31 0.063 10 0.35 15.667 2.51 2.33 0.063 1 0 0.35 15.750 2.78 2.40 0.065 I O I 0.36 15.833 3.22 2.53 0.069 O I 0.38 15.917 4.08 2.78 0.076 I OI I I 0.42 16.000 6.96 3.40 0.092 I O I I I 0.51 16.083 17.02 5.33 0.145 I 0 I I I 0.80 16.167 37.19 11.59 0.273 10 1II 1.44 16.250 18.92 16.70 0.369 1 0 I 1.90 16.333 5.42 15.30 0.343 I I 1 0 1 I 1.77 16.417 3.14 11.87 0.279 I I 1 0 1I I 1.47 16.500 2.64 9.08 0.226 I I 01 I I 1.22 16.583 2.52 7.06 0.189 I I O I I 1.04 16.667 2.33 5.91 0.161 I I O I I 0.89 16.750 2.17 5.09 0.138 II 0 I I I I 0.76 16.833 2.03 4.41 0.120 II 0 I 0.66 16.917 1.92 3.87 0.105 1I 0 I I 0.58 17.000 1.83 3.42 0.093 JIO I I I 0.51 17.083 1.75 3.05 0.083 IIO I I 0.46 17.167 1.68 2.75 0.075 1I0 0.41 17.250 1.61 2.50 0.068 JIO I 0.38 17.333 1.56 2.30 0.062 IO I 0.34 17.417 1.51 2.12 0.058 10 I I 0.32 17.500 1.46 1.98 0.054 10 I I 0.30 17.583 1.42 1.86 0.051 10 I 0.28 17.667 1.38 1.76 0.048 10 I 0.26 17.750 1.35 1.67 0.045 10 I I 0.25 17.833 1.32 1.59 0.043 10 I I I 0.24 17.917 1.29 1.53 0.042 10 I 0.23 18.000 1.26 1.47 0.040 10 I I I 0.22 18.083 1.26 1.42 0.039 10 0.21 18.167 1.36 1.40 0.038 10 0.21 18.250 1.40 1.39 0.038 10 0.21 18.333 1.39 1.39 0.038 10 I I I 0.21 18.417 1.37 1.39 0.038 10 I 0.21 18.500 1.35 1.38 0.038 10 0.21 18.583 1.33 1.37 0.037 10 I 0.21 18.667 1.32 1.36 0.037 10 I I 0.20 18.750 1.30 1.35 0.037 10 0.20 18.833 1.28 1.34 0.036 10 I 0.20 18.917 1.27 1.32 0.036 10 I I I 0.20 19.000 1.26 1.31 0.036 10 I I I 0.20 19.083 1.24 1.30 0.035 10 I I 0.19 19.167 1.23 1.28 0.035 10 I I 0.19 19.250 1.22 1.27 0.034 10 I I 0.19 19.333 1.21 1.26 0.034 10 I I 0.19 19.417 1.19 1.24 0.034 10 I I I 0.19 19.500 1.18 1.23 0.033 10 0.18 19.583 1.17 1.22 0.033 10 0.18 19.667 1.16 1.21 0.033 IO 0.18 19.750 1.15 1.20 0.032 IO I I I I 0.18 19.833 1.14 1.18 0.032 IO I I I 0.18 19.917 1.13 1.17 0.032 IO 0.18 20.000 1.12 1.16 0.032 IO I I I I 0.17 20.083 1.11 1.15 0.031 0 I I 0.17 20.167 1.11 1.14 0.031 0 I 0.17 20.250 1.10 1.13 0.031 0 I I 0.17 20.333 1.09 1.12 0.031 0 I 0.17 20.417 1.08 1.12 0.030 0 I 0.17 20.500 1.07 1.11 0.030 0 I I I I 0.17 20.583 1.07 1.10 0.030 0 I I 0.16 20.667 1.06 1.09 0.030 0 I 0.16 20.750 1.05 1.08 0.029 0 I I 0.16 20.833 1.04 1.07 0.029 0 I 0.16 20.917 1.04 1.07 0.029 0 I I I 0.16 21.000 1.03 1.06 0.029 0 0.16 21.083 1.02 1.05 0.029 O 0.16 21.167 1.02 1.04 0.028 0 I I I 0.16 21.250 1.01 1.04 0.028 0 0.16 21.333 1.00 1.03 0.028 0 I 0.15 21.417 1.00 1.02 0.028 0 I I 0.15 21.500 0.99 1.02 0.028 O 0.15 21.583 0.99 1.01 0.028 0 I 0.15 21.667 0.98 1.01 0.027 0 I 0.15 21.750 0.98 1.00 0.027 0 I I I 0.15 21.833 0.97 0.99 0.027 0 I I 0.15 21.917 0.97 0.99 0.027 0 0.15 22.000 0.96 0.98 0.027 0 I I 0.15 22.083 0.96 0.98 0.027 0 0.15 22.167 0.95 0.97 0.026 0 I I 0.15 22.250 0.95 0.97 0.026 0 0.15 22.333 0.94 0.96 0.026 0 0.14 22.417 0.94 0.96 0.026 0 I I I 0.14 22.500 0.93 0.95 0.026 0 0.14 22.583 0.93 0.95 0.026 0 0.14 22.667 0.92 0.94 0.026 0 0.14 22.750 0.92 0.94 0.025 0 I I ! I 0.14 22.833 0.91 0.93 0.025 O I I 0.14 22.917 0.91 0.93 0.025 O I I 0.14 23.000 0.91 0.92 0.025 O I 0.14 23.083 0.90 0.92 0.025 0 0.14 23.167 0.90 0.91 0.025 O 0.14 23.250 0.89 0.91 0.025 0 0.14 23.333 0.89 0.91 0.025 O I I 0.14 23.417 0.89 0.90 0.025 O 0.14 23.500 0.88 0.90 0.024 0 0.13 23.583 0.88 0.89 0.024 O 0.13 23.667 0.88 0.89 0.024 O 0.13 23.750 0.87 0.89 0.024 O 0.13 23.833 0.87 0.88 0.024 0 I 0.13 23.917 0.86 0.88 0.024 0 0.13 24.000 0.86 0.88 0.024 O I 0.13 24.083 0.75 0.86 0.023 0 I I 0.13 24.167 0.27 0.78 0.021 0 I I 0.12 24.250 0.04 0.64 0.017 O I 0.10 24.333 0.01 0.50 0.014 O I I 0.08 24.417 0.00 0.39 0.011 O 0.06 24.500 0.00 0.30 0.008 0 0.05 24.583 0.00 0.23 0.006 0 0.04 24.667 0.00 0.18 0.005 O I 0.03 24.750 0.00 0.14 0.004 O I I 0.02 24.833 0.00 0.11 0.003 0 0.02 24.917 0.00 0.08 0.002 0 I I 0.01 25.000 0.00 0.07 0.002 0 0.01 25.083 0.00 0.05 0.001 0 I I 0.01 25.167 0.00 0.04 0.001 0 0.01 25.250 0.00 0.03 0.001 O 0.00 25.333 0.00 0.02 0.001 0 I 0.00 25.417 0.00 0.02 0.000 0 0.00 25.500 0.00 0.01 0.000 0 I I 0.00 25.583 0.00 0.01 0.000 O I 0.00 25.667 0.00 0.01 0.000 0 I I 0.00 25.750 0.00 0.01 0.000 O 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 309 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 16.705 (CFS) Total volume = 2.986 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 02/12/07 453.31 RIALTO ELEMENTARY SCHOOL No. 19 24HR Q100 BASIN ROUTING 02/12/07 DMB 45331BASIN100.OUT ---------------------------------------------------------------- Program License Serial Number 6049 ----------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 4533124Q100DEV.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 37.400 (CFS) Total volume = 6.804 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 294 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ---------------------------------------------------------- -------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) -------------------- ------------------------------------------------ -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.181 6.660 0.158 0.204 2.000 0.390 17.820 0.329 0.451 3.000 0.720 21.820 0.645 0.795 4.000 1.281 25.200 1.194 1.368 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing 0.250 Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 9.3 18.70 28.05 37.40 (Ft.) 0.083 0.12 0.01 0.000 0 I I I I 0.00 0.167 0.80 0.12 0.003 O I 0.02 0.250 1.67 0.37 0.010 OI I I 0.06 0.333 2.02 0.70 0.019 OI 0.11 0.417 2.11 1.01 0.027 0I I I I 0.15 0.500 2.14 1.26 0.034 10 I I 0.19 0.583 2.16 1.46 0.040 10 I I I I 0.22 0.667 2.16 1.62 0.044 10 I 0.24 0.750 2.17 1.74 0.047 10 I I 0.26 0.833 2.17 1.84 0.050 IO I I 0.28 0.917 2.17 1.91 0.052 IO I I I 0.29 1.000 2.18 1.97 0.054 10 I 0.30 1.083 2.18 2.02 0.055 IO I 0.30 1.167 2.19 2.06 0.056 10 0.31 1.250 2.19 2.09 0.057 10 I 0.31 1.333 2.20 2.11 0.057 10 I 0.32 1.417 2.20 2.13 0.058 10 I I 0.32 1.500 2.21 2.15 0.058 10 0.32 1.583 2.21 2.16 0.059 IO I 0.32 1.667 2.21 2.17 0.059 10 I ( 0.33 1.750 2.22 2.18 0.059 10 0.33 1.833 2.22 2.19 0.060 10 I I 0.33 1.917 2.23 2.20 0.060 10 I 0.33 2.000 2.23 2.21 0.060 10 0.33 2.083 2.24 2.21 0.060 10 0.33 2.167 2.24 2.22 0.060 10 0.33 2.250 2.25 2.22 0.060 10 0.33 2.333 2.25 2.23 0.061 10 I I I 0.33 2.417 2.26 2.23 0.061 10 I I I 0.34 2.500 2.26 2.24 0.061 10 I 0.34 2.583 2.27 2.25 0.061 10 I 0.34 2.667 2.27 2.25 0.061 10 I 0.34 2.750 2.28 2.26 0.061 IO I 0.34 2.833 2.28 2.26 0.061 10 I 0.34 2.917 2.29 2.27 0.062 10 I I I 0.34 3.000 2.29 2.27 0.062 IO I I 0.34 3.083 2.30 2.28 0.062 IO 0.34 3.167 2.30 2.28 0.062 10 0.34 3.250 2.31 2.29 0.062 10 I I I 0.34 3.333 2.31 2.29 0.062 IO I I I 0.34 3.417 2.32 2.30 0.062 10 I I 0.34 3.500 2.32 2.30 0.063 10 0.35 3.583 2.33 2.31 0.063 10 I I 0.35 3.667 2.33 2.31 0.063 10 I I I I 0.35 3.750 2.34 2.32 0.063 (OI 0.35 3.833 2.34 2.32 0.063 JOI I 0.35 3.917 2.35 2.33 0.063 JOI I I I 0.35 4.000 2.36 2.33 0.063 IOI I I I 0.35 4.083 2.36 2.34 0.064 0 I 0.35 4.167 2.37 2.35 0.064 I 0 ( I 0.35 4.250 2.37 2.35 0.064 0 I I I 0.35 4.333 2.38 2.36 0.064 I O I I 0.35 4.417 2.38 2.36 0.064 I O I 0.35 4.500 2.39 2.37 0.064 0 I I 0.36 4.583 2.40 2.37 0.065 I O 0.36 4.667 2.40 2.38 0.065 0 I 0.36 4.750 2.41 2.39 0.065 10 I I I 0.36 4.833 2.42 2.39 0.065 0 I I 0.36 4.917 2.42 2.40 0.065 0 I 0.36 5.000 2.43 2.40 0.065 0 0.36 5.083 2.43 2.41 0.065 0 0.36 5.167 2.44 2.42 0.066 I O I 0.36 5.250 2.45 2.42 0.066 0 I I 0.36 5.333 2.45 2.43 0.066 I O 0.36 5.417 2.46 2.44 0.066 I O I I I 0.37 5.500 2.47 2.44 0.066 0 I I I I 0.37 5.583 2.47 2.45 0.067 I O 0.37 5.667 2.48 2.46 0.067 I O 0.37 5.750 2.49 2.46 0.067 0 I j 0.37 5.833 2.50 2.47 0.067 I O 0.37 5.917 2.50 2.48 0.067 0 I 0.37 6.000 2.51 2.48 0.067 0 I 0.37 6.083 2.52 2.49 0.068 I O I I I 0.37 6.167 2.52 2.50 0.068 I O I 0.37 6.250 2.53 2.50 0.068 I O I I I 0.38 6.333 2.54 2.51 0.068 0 I 0.38 6.417 2.55 2.52 0.068 0 I I 0.38 6.500 2.56 2.53 0.069 0 0.38 6.583 2.56 2.53 0.069 I O I I 0.38 6.667 2.57 2.54 0.069 I O I I 0.38 6.750 2.58 2.55 0.069 I O I 0.38 6.833 2.59 2.56 0.069 I O I I 0.38 6.917 2.60 2.56 0.070 I O 0.39 7.000 2.60 2.57 0.070 I O I 0.39 7.083 2.61 2.58 0.070 I O I I 0.39 7.167 2.62 2.59 0.070 I O I 0.39 7.250 2.63 2.60 0.071 0 0.39 7.333 2.64 2.60 0.071 I O I I 0.39 7.417 2.65 2.61 0.071 0 0.39 7.500 2.66 2.62 0.071 I O I 0.39 7.583 2.66 2.63 0.071 I O I I 0.39 7.667 2.67 2.64 0.072 0 0.40 7.750 2.68 2.65 0.072 I O 0.40 7.833 2.69 2.66 0.072 I O 0.40 7.917 2.70 2.67 0.072 I O I I 0.40 8.000 2.71 2.68 0.073 0 I I I 0.40 8.083 2.72 2.68 0.073 0 0.40 8.167 2.73 2.69 0.073 0 I I I I 0.40 8.250 2.74 2.70 0.073 0 0.41 8.333 2.75 2.71 0.074 I O I I 0.41 8.417 2.76 2.72 0.074 0 I I 0.41 8.500 2.77 2.73 0.074 0 0.41 8.583 2.78 2.74 0.075 0 I I 0.41 8.667 2.79 2.75 0.075 0 0.41 8.750 2.81 2.76 0.075 0 0.42 8.833 2.82 2.77 0.075 0 I I 0.42 8.917 2.83 2.79 0.076 I O I 0.42 9.000 2.84 2.80 0.076 I O I I 0.42 9.083 2.85 2.81 0.076 I O I I I 0.42 9.167 2.86 2.82 0.077 0 I I 0.42 9.250 2.88 2.83 0.077 I O I 0.42 9.333 2.89 2.84 0.077 I O 0.43 9.417 2.90 2.85 0.078 i 0 I I I 0.43 9.500 2.91 2.87 0.078 0 I 0.43 9.583 2.93 2.88 0.078 0 I I 0.43 9.667 2.94 2.89 0.079 0 I I I 0.43 9.750 2.95 2.90 0.079 I O 0.44 9.833 2.97 2.92 0.079 I O I I I I 0.44 9.917 2.98 2.93 0.080 10 I I I 0.44 10.000 2.99 2.94 0.080 I O I I I I 0.44 10.083 3.01 2.95 0.080 I O 0.44 10.167 3.02 2.97 0.081 I O I 0.45 10.250 3.04 2.98 0.081 0 0.45 10.333 3.05 3.00 0.081 I O 0.45 10.417 3.07 3.01 0.082 I O I I I I 0.45 10.500 3.08 3.03 0.082 0 I I 0.45 10.583 3.10 3.04 0.083 I O I I 0.46 10.667 3.12 3.06 0.083 0 I 0.46 10.750 3.13 3.07 0.083 I O I I 0.46 10.833 3.15 3.09 0.084 I 0 I 0.46 10.917 3.17 3.10 0.084 I 0 I 0.47 11.000 3.19 3.12 0.085 0 I ( 0.47 11.083 3.20 3.14 0.085 I O I I I 0..47 11.167 3.22 3.15 0.086 I O 0.47 11.250 3.24 3.17 0.086 0 I 0.48 11.333 3.26 3.19 0.087 0 0.48 11.417 3.28 3.21 0.087 I O I 0.48 11.500 3.30 3.23 0.088 0 ( I 0.48 11.583 3.32 3.25 0.088 0 I I 0.49 11.667 3.34 3.27 0.089 I O 0.49 11.750 3.37 3.29 0.089 I O I 0.49 11.833 3.39 3.31 0.090 I O 0.50 11.917 3.41 3.33 0.090 I O I I 0.50 12.000 3.44 3.35 0.091 I O I I I 0.50 12.083 3.45 3.37 0.092 I O I 0.51 12.167 3.42 3.39 0.092 I O 0.51 12.250 3.38 3.39 0.092 0 0.51 12.333 3.38 3.39 0.092 0 I 0.51 12.417 3.40 3.39 0.092 0 I 0.51 12.500 3.43 3.39 0.092 I O 0.51 12.583 3.46 3.40 0.092 I O I 0.51 12.667 3.49 3.42 0.093 I O I I 0.51 12.750 3.52 3.44 0.093 0I I 0.52 12.833 3.55 3.46 0.094 02 I I I I 0.52 12.917 3.59 3.48 0.095 OI 0.52 13.000 3.62 3.51 0.095 0 I 0.53 13.083 3.66 3.54 0.096 I O I I 0.53 13.167 3.70 3.57 0.097 0 0.54 13.250 3.74 3.60 0.098 0 0.54 13.333 3.78 3.64 0.099 I O 0.55 13.417 3.82 3.67 0.100 I O I 0.55 13.500 3.87 3.71 0.101 I O I 0.56 13.583 3.91 3.75 0.102 I O 0.56 13.667 3.96 3.79 0.103 I O 0.57 13.750 4.01 3.84 0.104 I O I I 0.58 13.833 4.07 3.88 0.106 I O I 0.58 13.917 4.12 3.93 0.107 0 I I I I 0.59 14.000 4.18 3.98 0.108 I O 0.60 14.083 4.24 4.03 0.110 I O 0.61 14.167 4.31 4.09 0.111 I O I I I 0.61 14.250 4.38 4.15 0.113 0 I I 0.62 14.333 4.46 4.21 0.114 I O I I I 0.63 14.417 4.53 4.27 0.116 0 I 0.64 14.500 4.62 4.34 0.118 I O I I I 0.65 14.583 4.71 4.41 0.120 I 0I 0.66 14.667 4.80 4.49 0.122 I OI I 0.67 14.750 4.91 4.57 0.124 I 0I 0.69 14.833 5.02 4.66 0.127 I OI I 0.70 14.917 5.14 4.76 0.129 0 I 0.71 15.000 5.27 4.86 0.132 I 0 I I 0.73 15.083 5.42 4.97 0.135 0 I I 0.75 15.167 5.58 5.09 0.138 0 0.76 15.250 5.77 5.22 0.142 I 0 I I 0.78 15.333 5.97 5.37 0.146 I OI I 0.81 15.417 6.07 5.51 0.150 I OI I 0.83 15.500 5.61 5.59 0.152 0 I 0.84 15.583 4.99 5.52 0.150 0 I I 0.83 15.667 5.03 5.41 0.147 I 0 0.81 15.750 5.45 5.37 0.146 0 I I I 0.81 15.833 6.14 5.46 0.148 0I 0.82 15.917 7.25 5.74 0.156 0 I I I I 0.86 16.000 9.66 6.35 0.173 0 I I I 0.95 16.083 17.15 8.42 0.214 I OI I I I 1.16 16.167 34.47 13.83 0.315 I O 1I I 1.64 16.250 37.40 18.56 0.451 OO i I 2.38 16.333 18.89 19.33 0.515 16.417 9.46 18.92 0.480 I 0 2.27 16.500 6.78 18.05 0.409 I I Ol I I 2.06 16.583 6.52 15.17 0.340 I I 0 I 1.76 16.667 5.93 12.39 0.288 I I 0 I I 1.51 16.750 5.60 10.34 0.250 I 0 1.33 16.833 5.30 8.82 0.221 I I OI 1.19 16.917 5.05 7.69 0.200 I 0 1.09 17.000 4.83 6.83 0.184 IO 1.02 17.083 4.64 6.31 0.172 I I 0 I 0.95 17.167 4.47 5.92 0.161 I I 0 I I I I 0.89 17.250 4.32 5.58 0.152 IO I I 0.84 17.333 4.19 5.28 0.143 I IO 0.79 17.417 4.08 5.02 0.136 IO I I I 0.75 17.500 3.97 4.80 0.130 IO I 0.72 17.583 3.87 4.60 0.125 0 I 0.69 17.667 3.79 4.43 0.120 I O 0.66 17.750 3.70 4.27 0.116 I O 0.64 17.833 3.63 4.14 0.112 0 I I I 0.62 17.917 3.56 4.01 0.109 0 I 0.60 18.000 3.49 3.90 0.106 I IO I I 0.59 18.083 3.44 3.81 0.103 1 IO I 0.57 18.167 3.44 3.72 0.101 1 IO I 0.56 18.250 3.45 3.66 0.099 IO I 0.55 18.333 3.43 3.61 0.098 IO 0.54 18.417 3.39 3.57 0.097 IO I 0.54 18.500 3.35 3.52 0.096 IO 0.53 18.583 3.31 3.48 0.095 I O I I 0.52 18.667 3.26 3.43 0.093 I O I I 0.52 18.750 3.23 3.39 0.092 I O I I 0.51 18.833 3.19 3.35 0.091 I O I 0.50 18.917 3.15 3.31 0.090 0 I I 0.50 19.000 3.12 3.27 0.089 I O I 0.49 19.083 3.09 3.23 0.088 I O I I I 0.49 19.167 3.06 3.20 0.087 I 0 I 0.48 19.250 3.03 3.16 0.086 I O I I I 0.47 19.333 3.00 3.13 0.085 I O I ( 0.47 19.417 2.97 3.09 0.084 I O I I I 0.46 19.500 2.94 3.06 0.083 I O I 0.46 19.583 2.91 3.03 0.082 I O I 0.45 19.667 2.89 3.00 0.082 0 I 0.45 19.750 2.86 2.97 0.081 1 0 I I 0.45 19.833 2.84 2.95 0.080 I 0 I I 0.44 19.917 2.82 2.92 0.079 0 I I 0.44 20.000 2.80 2.90 0.079 I O I I 0.43 20.083 2.77 2.87 0.078 I O I I I 0.43 20.167 2.75 2.85 0.077 I O I 0.43 20.250 2.73 2.82 0.077 0 I I 0.42 20.333 2.71 2.80 0.076 I 0 I I 0.42 20.417 2.69 2.78 0.076 1 0 I I 0.42 20.500 2.68 2.76 0.075 1 0 I I 0.41 20.583 2.66 2.74 0.074 0 I I I I 0.41 20.667 2.64 2.72 0.074 I O 1 I 0.41 20.750 2.62 2.70 0.073 I O I I 0.41 20.833 2.60 2.68 0.073 0 I I I 0.40 20.917 2.59 2.66 0.072 I O I I 0.40 21.000 2.57 2.64 0.072 0 0.40 21.083 2.56 2.62 0.071 0 I 0.39 21.167 2.54 2.61 0.071 0 0.39 21.250 2.53 2.59 0.070 I O I I I 0.39 21.333 2.51 2.57 0.070 I O I 0.39 21.417 2.50 2.56 0.070 I O I 0.38 21.500 2.48 2.54 0.069 I 0 0.38 21.583 2.47 2.53 0.069 I O I 0.38 21.667 2.46 2.51 0.068 I O 0.38 21.750 2.44 2.50 0.068 I O I 0.38 21.833 2.43 2.48 0.068 0 I I 0.37 21.917 2.42 2.47 0.067 0 I I 0.37 22.000 2.40 2.46 0.067 0 I I 0.37 22.083 2.39 2.44 0.066 0 I 0.37 22.167 2.38 2.43 0.066 I O 1 1 I I 0.36 22.250 2.37 2.42 0.066 0 1 1 1 1 0.36 22.333 2.36 2.41 0.065 0 1 1 1 1 0.36 22.417 2.35 2.39 0.065 1 O 1 1 1 1 0.36 22.500 2.33 2.38 0.065 JIO 0.36 22.583 2.32 2.37 0.064 IIO 0.36 22.667 2.31 2.36 0.064 IIO 0.35 22.750 2.30 2.35 0.064 IIO I 0.35 22.833 2.29 2.34 0.063 10 0.35 22.917 2.28 2.32 0.063 10 I 0.35 23.000 2.27 2.31 0.063 10 I 0.35 23.083 2.26 2.30 0.063 10 0.35 23.167 2.25 2.29 0.062 10 I 0.34 23.250 2.24 2.28 0.062 10 I I I 0.34 23.333 2.23 2.27 0.062 10 I I I 0.34 23.417 2.22 2.26 0.061 IO I I 0.34 23.500 2.21 2.25 0.061 10 I 0.34 23.583 2.21 2.24 0.061 IO I I 0.34 23.667 2.20 2.23 0.061 IO 0.34 23.750 2.19 2.22 0.060 10 I I 0.33 23.833 2.18 2.22 0.060 10 I I 0.33 23.917 2.17 2.21 0.060 10 I 0.33 24.000 2.16 2.20 0.060 10 0.33 24.083 2.03 2.17 0.059 10 I 0.33 24.167 1.35 2.07 0.056 10 I I I 0.31 24.250 0.47 1.81 0.049 IO I 0.27 24.333 0.13 1.47 0.040 IO 0.22 24.417 0.04 1.16 0.031 0 I I I 0.17 24.500 0.01 0.90 0.024 O I 0.14 24.583 0.00 0.70 0.019 0 I 0.11 24.667 0.00 0.54 0.015 0 I I 0.08 24.750 0.00 0.42 0.011 0 0.06 24.833 0.00 0.33 0.009 0 0.05 24.917 0.00 0.25 0.007 0 I I 0.04 25.000 0.00 0.20 0.005 0 I I 0.03 25.083 0.00 0.15 0.004 0 I I 0.02 25.167 0.00 0.12 0.003 0 0.02 25.250 0.00 0.09 0.002 0 I I I 0.01 25.333 0.00 ' 0.07 0.002 0 I I I 0.01 25.417 0.00 0.05 0.001 0 I 0.01 25.500 0.00 0.04 0.001 0 0.01 25.583 0.00 0.03 0.001 0 I I 0.00 25.667 0.00 0.03 0.001 0 I ( I 0.00 25.750 0.00 0.02 0.001 0 I I I 0.00 25.833 0.00 0.02 0.000 0 I 0.00 25.917 0.00 0.01 0.000 0 I 0.00 26.000 0.00 0.01 0.000 O 0.00 26.083 0.00 0.01 0.000 0 0.00 26.167 0.00 0.01 0.000 O I I I 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 314 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 19.329 (CFS) Total volume = 6.804 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: DMB DATE: 2/13/2007 CHECKED BY: SLE DATE: 2114!2007 E N G I N E E R I N G EMERGENCY SPILLWAY BROAD CRESTED WIER Q = CBCW x L x HE'S WHERE: Q100 = 100 YEAR EVENT DISCHARGE (cfs) Q1000 = 1000 YEAR EVENT DISCHARGE (cfs) Ho = 0.50 CBCW = BROAD -CRESTED WEIR COEFFICIENT L = BROAD -CRESTED WEIR LENGTH (ft) Hp = DESIRED HEAD ABOVE WEIR CREST (ft) Q100 = 37.40 Q1000 = 50.49 01000 = 50.49 CBCW = 3.108 L = 46.37 HD= 0.50 USE L = 50 ft MIN. JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: SLE DATE: 7/23/2008 CHECKED BY: SLE DATE: 7/23/2008 E N G I N E E R I N G STREET CAPACITY TABLE Interim Condition RIALTIO MIDDLE SCHOOL No. 19 (22' HALF WIDTH W/ V -DITCH [PROPOSED CONDITION]) S Oft) S112 A (ft/ft) (ft) P (ft) R=(A/P) (ft) Rz�s (ft) n K=(1.486R213/n) V=KS1/2 (fps) 4A (cfs) 0.0050 0.0707 20.64 45.35 0.455 0.592 0.015 58.616 4.145 85.548 0.0100 0.1000 20.64 45.35 0.455 0.592 0.015 58.616 5.862 120.983 0.0150 0.1225 20.64 45.35 0.455 0.592 0.015 58.616 7.179 148.174 0.0200 0.1414 20.64 45.35 0.455 0.592 0.015 58.616 8.290 171.096 0.0250 0.1581 20.64 45.35 0.455 0.592 0.015 58.616 9.268 191.291 0.0300 0.1732 20.64 45.35 0.455 0.592 0.015 58.616 10.153 209.549 0.0350 0.1871 20.64 45.35 0.455 0.592 0.015 58.616 10.966 226.339 0.0400 0.2000 20.64 45.35 0.455 0.592 0.015 58.616 11.723 241.967 0450 0.2121 20.64 0.2236 20.64 45.35 45.35 0.455 0.455 0.592 0.592 0.015 0.015 58.616 58.616 12.434 13.107 256.644 270.527 0500 i2� Streets have an average flow depth of 0.287 -ft with an average velocity of 4.564 fps according the the rational analysis. Therefore, streets have adequate capacity and comply with the maximum depth times velocity of less than or equal to 6 fps. Additionally, as justified by the tables above and below, the streets have more then adequate capacity when flowing full in the 100 -year event. I H _... - 1 uuwn 0.10'-1 Ep PEA I �EW^IIN - �"�1� MANGO AVENUE & SEGOVIA LANE TYPICAL SECTIONS NTS F R/IW x' 12' 22' _I I H _... - 1 uuwn 0.10'-1 Ep PEA I �EW^IIN - �"�1� MANGO AVENUE & SEGOVIA LANE TYPICAL SECTIONS NTS E N G I N E E R I N G JOB: 453.31: Rialto Elementary School No. 19 CALCULATED BY: SLE DATE: 7/23/2008 CHECKED BY: SLE DATE: 7/23/2008 STREET CAPACITY TABLE Interim Condition RIALTIO MIDDLE SCHOOL No. 19 (44' CURB TO [FUTURE] CURB) S (ft/ft) S112 Oft) A (ft) P (ft) R=(A/P) (ft) R211 n (ft) K=(1.486R2"/n) V=KS1/z (fps) Q=VA (cfs) 0.0050 0.0707 14.27 45.35 0.315 0.463 0.015 45.831 3.241 46.245 0.0100 0.1000 14.27 45.35 0.315 0.463 0.015 45.831 4.583 65.401 0.0150 0.1225 14.27 45.35 0.315 0.463 0.015 45.831 5.613 80.099 0.0200 0.1414 14.27 45.35 0.315 0.463 0.015 45.831 6.481 92.491 0.0250 0.1581 14.27 45.35 0.315 0.463 0.015 45.831 7.247 103.408 0.0300 0.1732 14.27 45.35 0.315 0.463 0.015 45.831 7.938 113.277 0.0350 0.1871 14.27 45.35 0.315 0.463 0.015 45.831 8.574 122.354 0.0400 0.2000 14.27 45.35 0.315 0.463 0.015 45.831 9.166 130.801 0.0450 0.2121 0.2236 14.27 j 14.27 45.35 45.35 0.315 0.315 0.463 0.015 0.463 0.015 45.831 9.722 45.831 10.248 138.736 146.240 0.0500 RIALTIO MIDDLE SCHOOL No. 19 (68' RNV TO [FUTURE] RNV) S (ft/ft) s112 (ft/ft) (ft)(ft) (ft) Rz/3 (ft) I n vs In) K=(1.486R V=KS1/2 ( fps) Q=VA (cfs ) 0.0050 0.0707 1 27.71 69.36 0.400 0.542 1 0.015 53.738 3.800 105.293 0.0100 0.1000 27.71 69.36 0.400 0.542 0.015 53.738 5.374 148.907 0.0150 0.1225 27.71 69.36 0.400 0.542 0.015 53.738 6.581 182.373 0.0200 0.1414 27.71 69.36 0.400 0.542 0.015 53.738 7.600 210.587 0.0250 0.1581 27.71 69.36 0.400 0.542 0.015 53.738 8.497 235.443 0.0300 0.1732 27.71 69.36 0.400 0.542 0.015 53.738 9.308 257.915 0.0350 0.1871 27.71 69.36 0.400 0.542 0.015 53.738 10.053 278.580 0.0400 0.2000 27.71 69.36 0.400 0.542 0.015 53.738 10.748 297.814 0.0450 0.0500 0.212127.71 0.2236 27.71 69.36 69.36 0.400 0.400 0.542 0.542 0.015 0.015 53.738 53.738 11.399 12.016 315.880 1 332.967 JOB : 453.31: Rialto Elementary School No. 19 CALCULATED BY: DMB DATE: 2/27/2008 CHECKED BY: SLE DATE: 3/3/2008 E N G I N E E R I N G SELECTION OF RIP -RAP and FILTER BLANKET MATERIAL PRACTICAL USE OF THIS TABLE IS LIMITED TO SITUATIONS WHERE "T" IS LESS THAN "D". NOTES: [11 AVERAGE VELOCITY IN PIPE OR BOTTOM VELOCITY IN ENERGY DISSIPATOR, WHICH- EVER IS GREATER. [21 IF DESIRED RIP -RAP AND FILTER BLANKET CLASS IS NOT AVAILABLE, USE LARGER CLASS [31 FILTER BLANKET THICKNESS = 1 FOOT OR "T", WHICHEVER IS LESS [41 STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION OF SOUTHERN CALIFORNIA CHAPTER OF APWA AND AGC [51 D.G. = DECOMPOSED GRANITE, 1 MM TO 10 MM P.B. = PROCESSED MISCELLANEOUS BASE TYPE B = TYPE B BEDDING MATERIAL, USUALLY AVAILABLE LOCALLY (MINIMUM 75% CRUSHED PERTICLES, 100% PASSING 2'/2' SIEVE, 10% PASSING 1" SIEVE) [61 SAND 75% RETAINED ON #200 SIEVE FILTER BLANKET [31 VELOCITY ROCK CLASS RIP -RAP UPPER LAYER(S) OPTION 1 [41 SEC. 200 OPTION 2 [41 SEC. 200 OPTION 3 [51 LOWER LAYER [61 (fps) Ill [21 THICKNESS (T) 6-7 No. 3 BACKING 0.6 3/16" C2 D.G. - 7-8 No. 2 BACKING 1.0 1/4" B3 D.G. 8-9.5 FACING (12") 1.4 3/8" D.G. - 9-11 LIGHT (16") 2.0 1/2" 3/4" or 11/2' P.B. - 11-13 1/4 TON (21") 2.7 3/4" 3/4" or 11/2' P.B. SAND 13-15 1/2 TON (27") 3.4 1" 3/4" or 11/2" P.B. SAND 15-17 1 TON (34") 4.3 11/2'. - TYPE B SAND 17-20 2 TON (43") 5.4 2" - TYPE B SAND PRACTICAL USE OF THIS TABLE IS LIMITED TO SITUATIONS WHERE "T" IS LESS THAN "D". NOTES: [11 AVERAGE VELOCITY IN PIPE OR BOTTOM VELOCITY IN ENERGY DISSIPATOR, WHICH- EVER IS GREATER. [21 IF DESIRED RIP -RAP AND FILTER BLANKET CLASS IS NOT AVAILABLE, USE LARGER CLASS [31 FILTER BLANKET THICKNESS = 1 FOOT OR "T", WHICHEVER IS LESS [41 STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION OF SOUTHERN CALIFORNIA CHAPTER OF APWA AND AGC [51 D.G. = DECOMPOSED GRANITE, 1 MM TO 10 MM P.B. = PROCESSED MISCELLANEOUS BASE TYPE B = TYPE B BEDDING MATERIAL, USUALLY AVAILABLE LOCALLY (MINIMUM 75% CRUSHED PERTICLES, 100% PASSING 2'/2' SIEVE, 10% PASSING 1" SIEVE) [61 SAND 75% RETAINED ON #200 SIEVE MANGO AVENUE ORAPMIC SCALE T 0 10 QO (Nml) iMoh.b R .."I BASIN GRADING EXHIBIT F U S C OE ■ ■ ■ ■ RIALTO ELEMENTARY SCHOOL No. 19 0 I 1 me �j C ;gj =M 1� ICE MR p__ w 9 . i . ` L / I I - - ._� �-` `1 -. \ r , ►� ♦! �( �' \ t / I' . 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(IN FEET 1 Inch = 60 ft. 180 I IALTIO MIDDLE SCHOOL No. 19 (44' CURB TO [FUTURES CURB) S (ft/ft) SVz (ft/ft) A (ftz) p (ft) R=(A/P) (ft) R213 40 n K=(1.486W3 /n) V=KSUz (fps) f=VA (cfs) 0.0050 0.0707 14.27 45.35 0.315 0.4,63 0.015 45.831 3.241 46.245 0.0100 0.1000 14.27 45.35 0.315 0.463 0.015 45.831 4.583 65.401 0.0150 0.1225 14.27 45.35 0.315 0.463 0.015 45.831 5.613 80.099 0.0200 0.1414 14.27 45.35 0.315 0.463 0.015 45.831 6.481 92.491 0.0250 0.1581 14.27 45.35 0.315 0.463 0.015 45.831 7.247 103.408 0.0300 0.1732 14.27 45.35 0.315 0.463 0.015-- 45.831 7.938 113.277- 0.0350 0.1871 14.27 45.35 0.315 0.463 -0.015 45.831 8.574 1 122.354 0.0400 0.2000 14.27 45.35 0.315 0._463 0.015 45.831 9.166 130.801 0.0450 0.2121 14.27 45.35 0.315 0.463 0.015 45.831 9.722 138.736 0.0500 1 0.2236 14.27 45.35 1 0.315 1 0.'.463 0.015 45.831 10.248 146.240 i RIALTIO MIDDLE SCHOOL No. '19 (68' RNV TO [FUTURE] RW S (ft/ft) Suz (ft/ft) A (ftz) P (ft) R--(A/P) (ft) R2J3V=KSlr2 (ft) n K �1.486R2/31n) (fps) (SVA (cfs) 0.0050 0.0707 27.71 69.36 0.400 0.542 0.015 53.738 3.800 105.293 0.0100 0.1000 27.71 69.36 0.400 0.5.42 0.015 53.738 5.374 148.907 0.0150 0.1225 27.71 69.36 0.400 0.542 0.015 53.738 6.581' 182.373 0.0200 0.1414 27.71 69.36 0.400 0. . 542 0.015 53.738 7.600 210.587 0.0250 0.1581 27.71 69.36 0.400 0.542 0.015 53.738 8.497 235.443 0.0300 0.1732 27.71 69.36 0.400 0.542 0.015 53.738 9.308 257.915 0.0350 0.1871 27.71 69.36 0.400 0.542 0.015 53.738 10.053 278.580 0.0400 0.2000 27.71 69.36 0.400 O.'542 1 0.015 53.738 10.748 297.814 0.0450 0.2121 27.71 69.36 0.400 0.542 0.015 53.738 11.399 315.880 0.0500 0.2236 27.71 69.36 0.400 0.542 0.015 1 53.738 12.016 332.967 RIALTIO MIDDLE SCHOOL No. 19 (22' HALF IIIIIDTH WI V -DITCH [PROPOS®CONDiTIONJ) S (ftift) S1/2 A (ft/ft) (ftz) P (ft) R-(A/P) (ft) R213 Oft) n -- K=(1.486R2J3/n) V=iGS1/2 (fps) (SVA (cfs) 0.0050 0.0707 20.64 45.35 0.455 0.592 0.015 58.616 4.145 85.548 0.0100 0.1000 20.64 45.35 0.455 0:592 0.015 58.616 5.862 120.983 0.0150 0.1225 20.64 45.35 0.455 01.592 0.015 58.616 7.179 148.174 0.0200 0.1414 20.6.4 45.35 0.455 0.1592 0.015 58.616 8.290 171.096 0.0250 0.1581 20.64 45.35 0.455 r-_ 01592 0.015 58.616 9.268 191.291 0.0300 0.1732 20.64 45.35 0.455 0.592 0.015 58.616 10.153 209.549 0.0350 0.1871 20.64 45.35 0.455.0. 592 0.015 58.616 10.966 226.339 0.0400 0.2000 20.64 45.35 0.455 0592 0.015 58.616 11.723 241.967 0.0450 0.2121 20.64 45.35 0.455 0!592 0.015 58.616 12.434 256.644 0.0500 0.2236 20.64 45.35 0.455 0:592 0.015 1 58.616 13.107 270.527 C;s PM4 0 z