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HomeMy WebLinkAboutTract 16518On as ow im PM err rrr sm 60 HYDROLOGY/HYDRAULIC REPORT' FOR TRACT NO. 76518 Prepared for: K. HOVNANIAN HOMES 4240 E. Jurupa Street, Suite 402 Ontario, Ca 91764 (909) 937-3270 W.O. 500-04-001 Prepared by: Development '& Engineering, 33256 Concours Street, Suite 220 Ontario, CA Phone: (909) 581-7212 Fax: (909) 581-7217 March 30, 2006 Ogg 3esuS No. 6519 Z 4 \TF �F CAL�F�P� on ift �. CONTENTS SECTION TITLE I. DISCUSSION i. VICINITY MAP I I. HYDROLOGY SOIL MAP i. EXISTING HYDROLOGY (2, 5, 10, 25 & 100 YEAR) ii. PROPOSED 25 YEAR ANALYSIS iii. PROPOSED 100 YEAR ANALYSIS iv. SPILLWAY CALCULATION & KINGS' TABLE ,.. III. UNIT HYDROGRAPH IV. BASIN FLOOD ROUTING i. BASIN DEPTH VS. STORAGE w•• ii. SUMMARY TABLE iii. INFILTRATION RATE PER SOILS PERCOLATION TEST +�- iv. 2, 5, 10, 25 & 100 YEAR MODELS �- V. HYDRAULICS i. STORM DRAIN LINES "A-1""A", "B", "B-1", & "B-2" ii. CATCH BASIN ANALYSIS �** iii. STREET CAPACITY CALCULATIONS IV. REFERENCES & MAPS i. EXISTING HYDROLOGY MAP ii. PROPOSED HYDROLOGY MAP iii. SOIL MAP iv. ISOHYETALS v. PERCOLATION RESULTS r 0 niSCUSSION Purpose w. The purpose of this drainage study is to determine the drainage facility requirements and mitigation requirements for Tract 16518. The project site is bounded by an existing residential tract on the north, Tract Map 16482 on the west, Maple Ave on the east, and Miller Avenue on the south, in the City of Fontana, County of San Bernardino, California. an Tributary Areas and Flow Pattern aw The subject site will consist of 32 single-family residences, with an approximate gross area of 9.2 acres. Proposed drainage is overland and by street flow in generally a southeasterly an direction. There is no expected offsite tributary runoff. Project Generated Storm Flows The site generates a 100 -year flow of 21.0 cfs and a 25 -year flow of 16.4 cfs that is intercepted by four proposed catch basins. The combined flow is conveyed via a 30 inch RCP and discharged into a proposed detention basin. VO Basin Design Chambers *�* The basin was designed as a joint use Water Quality and Detention Basin. In addition, three concrete chambers are proposed. The chambers would help with detention and water quality. Not only do they provide additional volume, promote infiltration and recharge the ,.. ground water, but most importantly, said chambers minimize the amount of temporary offsite improvements due to a shorter daylight distance made possible by having an outlet invert elevation higher than the inlet invert elevation. Positive drainage to be obtained through infiltration. An emergency overflow (spillway) will also be provided. Im The detention function of the basin may one day go away if storm drain downstream improvements are constructed in the future. However the water quality function can never go away. Therefore this proposed basin is considered to be a permanent basin. w Percolation ed to determine the infiltration rate. The numbers when A percolation test was prepar ar low. Approximately 0.036 cfs will discharge per measured in cubic feet per second appear chamber. However, the basin was found to drain within 16 hours. Therefore it is consistent *�* with both Flood Control and City requirements. Model The Unit Hydrograph and Basin Routing Calculations were modeled for all storm event frequencies. The peak 100 year storm will generate approximately 24.5 cfs but only 7.6 cfs will outflow. Approximately, 0.1 cfs will infiltrate and the remainder will outflow through a proposed 18 inch line that discharges on the west side of Maple Avenue south of Miller Avenue. The developed flow will be reduced to about 52.1 % of the pre -developed flow. N 0 �r ,r Mitigation The mitigation (or metering) of the inflow is obtained by the 18 inch outlet storm drain line with a 12" orifice plate that functions initially as a weir and then as an orifice. The maximum water depth in the basin will be 5.7 feet. It will reach an elevation of 1347.5. Given a top of `w basin elevation of 1350.0, a freeboard of 2.5 feet will be provided during a 100 year storm. am A 1.5 foot freeboard will be provided in a 1000 year event. `" Conclusion ._ The results of this study show that the proper mitigation will be obtained for all storm frequencies. Developed runoff will be much less than the existing runoff for each modeled �- event. The existing runoff from Tract 16518 is 14.6 cfs. After development, the flow will be 7.6 cfs, (52.1% of the pre -developed runoff). All streets are shown to contain flow under the top of curb elevation during a 25 -year storm event and will not exceed the right of way line during a 100 -year storm as required by the ^� City of Fontana and San Bernardino County Flood Control criteria. ,r Methodology and Computer Programs used �• All storm events were modeled using the rational method as defined by San Bernardino County Flood Control. AES software was used to size catch basins and the CivilDesign WSPG hydraulic software was used to validate pipe sizes. 9 9 I t w a I a I a I a 1 t l f 1 r 1 t 1 f! t I 1 t 1 1 1 t i a i a l a s LOCUST AVENUE O m 00 C � D O0 K r i Z ""� Oz D � WILLIAMS RD. Z C n O C MAPLE AVENUE PR 16 P w. EXISTING CONDITION om IN wo im OR sm 0 0 0 San Bernardino Courrty Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 05/27/05 ------------------------------------------------------------------------ ' HYDROLOGY REPORT FOR TRACT 16518 2 YEAR FLOOD EVENT - EXISTING CONDITION PREPARED BY TGA DEVELOPMENT & ENGINEERING INC. PROJECT NO. 500-04-001 ------------------------------------------------------------------------ i !W Program License Serial Number 4043 go------------------------------------------------------------------------ s• ********* Hydrology Study Control Information ********** bw------------------------------------------------------------------------ Rational hydrology study storm event year is 2.0 am 10 Year storm 1 hour rainfall = 0.980(In.) 100 Year storm 1 hour rainfall = 1.430(In.) No Computed rainfall intensity: am Storm year = 2.00 1 hour rainfall = 0.665 (In.) Slope used for rainfall intensity curve b = 0.6000 No Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ b" Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average 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) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 848.000(Ft.) Top (of initial area) elevation = 1361.700(Ft.) Bottom (of initial area) elevation = 1347.500(Ft.) Difference in elevation = 14.200(Ft.) Slope = 0.01675 s(%)= 1.67 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.735 min. Rainfall intensity = 1.161(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.487 Subarea runoff = 4.660(CFS) Total initial stream area = 8.240(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) End of computations, Total Study Area = 8.24 (Ac.) The following figures may 9/12/2005 M EXISTING HYDROLOGY "RATIONAL METHOD" P 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 so Area averaged SCS curve number = 50.0 irr ew w an Im 4= w On an V0 im AIII 9/12/2005 Q-2 EXISTING HYDROLOGY "RATIONAL METHOD" 0 San Bernardino County Rational Hydrology Program alil (Hydrology Manual Date - August 1986) T CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 05/27/05 ------------------------------------------------------------------------ HYDROLOGY REPORT FOR TRACT 16518 5 YEAR FLOOD EVENT - EXISTING CONDITION PREPARED BY TGA DEVELOPMENT & ENGINEERING INC. PROJECT NO. 500-04-001 ------------------------------------------------------------------------ 1M !" Program License Serial Number 4043 �r ------------------------------------------------------------------------ PM ********* Hydrology Study Control Information ********** No------------------------------------------------------------------------ Rational hydrology study storm event year is 5.0 "" 10 Year storm 1 hour rainfall = 0.980(In.) aw 100 Year storm 1 hour rainfall = 1.430(In.) Computed rainfall intensity: Storm year = 5.00 1 hour rainfall = 0.845 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** wA b+ on aw it 0 UNDEVELOPED (average 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) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 848.000(Ft.) Top (of initial area) elevation = 1361.700(Ft.) Bottom (of initial area) elevation = 1347.500(Ft.) Difference in elevation = 14.200(Ft.) Slope = 0.01675 s(%)= 1.67 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.735 min. Rainfall intensity = 1.473(In/Hr) for a 5.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.575 Subarea runoff = 6.977(CFS) Total initial stream area = 8.240(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) End of computations, Total Study Area = 8.24 (Ac.) The following figures may 9/12/2005 `r Q-3 EXISTING HYDROLOGY "RATIONAL METHOD" H 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 = 50.0 1 9/12/2005 Q-4 EXISTING HYDROLOGY "RATIONAL METHOD" San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 05/27/05 ------------------------------------------------------------------------ HYDROLOGY REPORT FOR TRACT 16518 10 YEAR FLOOD EVENT - EXISTING CONDITION PREPARED BY TGA DEVELOPMENT & ENGINEERING INC. PROJECT NO. 500-04-001 ------------------------------------------------------------------------ Program License Serial Number 4043 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.980 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 +++++++++++++++++t++++++++++++++++++++++++...........++++++f++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average 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) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 848.000(Ft.) Top (of initial area) elevation = 1361.700(Ft.) Bottom (of initial area) elevation = 1347.500(Ft.) Difference in elevation = 14.200(Ft.) Slope = 0.01675 s(°)= 1.67 TC = k(0.706)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 23.735 min. Rainfall intensity = 1.710(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.620 Subarea runoff = 8.729(CFS) Total initial stream area = 8.240(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) End of computations, Total Study Area = 8.24 (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 9/12/2005 Q-5 EXISTING HYDROLOGY "RATIONAL METHOD" IIIA 4 1n is iw lip M io on im we err w• to effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 50.0 9/12/2005 Q-6 EXISTING HYDROLOGY "RATIONAL METHOD" San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) so CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 6W Rational Hydrology Study Date: 05/27/05 -- --------------------------------------------------------------------- 00 HYDROLOGY REPORT FOR TRACT 16518 l.. 25 YEAR FLOOD EVENT - EXISTING CONDITION PREPARED BY TGA DEVELOPMENT 6 ENGINEERING INC. oft PROJECT NO. 500-04-001 ----------------------------------------------- IYr OM Program License Serial Number 4043 6. -------------------------------- --------------------------------------- ********* ********** � Hydrology Study Control Information idw Rational hydrology study storm event year is 25.0 P" 10 Year storm 1 hour rainfall = 0.980(In.) 100 Year storm 1 hour rainfall = 1.430(In.) aw Computed rainfall intensity: On Storm year = 25.00 1 hour rainfall = 1.159 (In.) Slope used for rainfall intensity curve b = 0.6000 w Soil antecedent moisture condition (AMC) = 3 Wo ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ to Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** 9/12/2005 �Ir Q-7 EXISTING HYDROLOGY "RATIONAL METHOD" UNDEVELOPED (average cover) subarea err Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 OM Decimal fraction soil group C = 0.000 +r Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 loss rate(Fm)= 0.532(In/Hr) Pervious ratio(Ap) = 1.0000 Max irr Initial subarea data: Initial area flow distance = 848.000(Ft.) Top (of initial area) elevation = 1361.700(Ft.) Bottom (of initial area) elevation = 1347.500(Ft.) Difference in elevation = 14.200(Ft.) 44 Slope = 0.01675 s(%)= 1.67 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.735 min. Rainfall intensity = 2.022(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.663 Subarea runoff = 11.046(CFS) Total initial stream area = 8.240(Ac.) op Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) = 8.24 (Ac.) End of computations, Total Study Area The following figures may 9/12/2005 �Ir Q-7 EXISTING HYDROLOGY "RATIONAL METHOD" w+ w OW Ir go ib is wr Ir PM wo M ow P0 No on be 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 = 50.0 I 9/12/2005 Q-8 EXISTING HYDROLOGY "RATIONAL METHOD" E go San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) 40 CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7. so Rational Hydrology Study Date: 05/27/05 --------------------------------------------- '� HYDROLOGY REPORT FOR TRACT 16518 r 100 YEAR FLOOD EVENT - EXISTING CONDITION PREPARED BY TGA DEVELOPMENT & ENGINEERING INC. PROJECT NO. 500-04-001 ---------------------------------------------- bw "" Program License Serial Number 4043 No -------------------------------- -------------- ********* Hydrology Study Control Information ********** om Yrr_ ----------------------- Rational hydrology study storm event year is 100.0 so 10 Year storm 1 hour rainfall = 0.980(In.) 100 Year storm 1 hour rainfall = 1.430(In.) Computed rainfall intensity: pe Storm year = 100.00 1 hour rainfall = 1.430 (In.) Slope used for rainfall intensity curve b = 0.6000 1w Soil antecedent moisture condition (AMC) = 3 ON ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ an Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** r ik 9/12/2005 Q-9 EXISTING HYDROLOGY "RATIONAL METHOD" d UNDEVELOPED (average cover) subarea No Decimal fraction soil group A = 1.000 OM 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) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 loss rate(Fm)= 0.532(In/Hr) Pervious ratio(Ap) = 1.0000 Max Initial subarea data: Initial area flow distance = 848.000(Ft.) Top (of initial area) elevation = 1361.700(Ft.) Bottom (of initial area) elevation = 1347.500(Ft.) Difference in elevation = 14.200(Ft.) Slope = 0.01675 s(%)= 1.67 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.735 min. Rainfall intensity = 2.495(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.708 W Subarea runoff = 14.551(CFS) Total initial stream area = 8.240(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) 8 29 (Ac.) = End of computations, Total Study Area The following figures may ik 9/12/2005 Q-9 EXISTING HYDROLOGY "RATIONAL METHOD" d H 40 be used for a unit hydrograph study of the same area. to Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. �w Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 50.0 Ps do w. aw .. V Oft wr AM rr am No P" ow P" aw E 9/12/2005 Q-10 EXISTING HYDROLOGY "RATIONAL METHOD" on rir IW PROPOSED HYDROLOGY am 6. bu om .o pm iw PROPOSED HYDROLOGY "RATIONAL METHOD" w W San Bernardino County Rational Hydrology Program IN (Hydrology Manual Date - August 1986) 40 CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 to Rational Hydrology Study Date: 09/1/05 ------------------------------------------------------------------------ A HYDROLOGY REPORT FOR TRACT 16518 00 25 YEAR FLOOD EVENT - PROPOSED CONDITION PREPARED BY TGA DEVELOPMENT & ENGINEERING INC. 'PR PROJECT NO. 500-04-001 DATE: 05-27-05 ------------------------------------------------------------------------ so Program License Serial Number 4043 ------------------------------------------------------------------------ w ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 *" 10 Year storm 1 hour rainfall = 0.980(In.) 100 Year storm 1 hour rainfall = 1.430(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.159 (In.) Slope used for rainfall intensity curve b = 0.6000 so Soil antecedent moisture condition (AMC) = 2 PM - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ikK RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 ,.. Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 bw Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 P" Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) i� Initial subarea data: Initial area flow distance = 385.000(Ft.) Top (of initial area) elevation = 1362.000(Ft.) Bottom (of initial area) elevation = 1353.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.02338 s(%)= 2.34 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.448 min. Rainfall intensity = 3.514(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.750 Subarea runoff = 5.269(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 !� Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Q_12 PROPOSED HYDROLOGY "RATIONAL METHOD" go it 0 40 Process from Point/Station 2.000 to Point/Station 3.000 Wo **** PIPEFLOW TRAVEL TIME (Program estimated size) **** *�* Upstream point/station elevation = 1348.600(Ft.) Downstream point/station elevation = 1344.800(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.269(CFS) Nearest computed pipe diameter = 15.00(In.) iM Calculated individual pipe flow = 5.269(CFS) Normal flow depth in pipe = 9.14(In.) w, Flow top width inside pipe = 14.64(In.) Critical Depth = 11.17(In.) Pipe flow velocity = 6.73(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 10.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++..... ......... +++++++ Process from Point/Station 3.000 to Point/Station 3.000 CONFLUENCE OF MAIN STREAMS **** Oft The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.000(Ac.) Runoff from this stream = 5.269(CFS) Time of concentration = 10.12 min. to Rainfall intensity = 3.373(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 ww ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ilr Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** tW RESIDENTIAL(3 - 4 dwl/acre) 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 = 650.000(Ft.) Top (of initial area) elevation = 1362.000(Ft.) Bottom (of initial area) elevation = 1349.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.02000 s(%)= 2.00 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.019 min. Rainfall intensity = 3.041(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.726 Subarea runoff = 2.651(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) Q-13 PROPOSED HYDROLOGY "RATIONAL METHOD" E w� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 me Stream flow area = 1.200(Ac.) to Runoff from this stream = 2.651(CFS) Time of concentration = 12.02 min. on Rainfall intensity = 3.041(In/Hr) ire Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 5.000 INITIAL AREA EVALUATION **** bw RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 "t Decimal fraction soil group B = 0.000 Wo 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 = 415.000(Ft.) Top (of initial area) elevation = 1354.000(Ft.) Bottom (of initial area) elevation = 1349.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01205 s(%)= 1.20 .s. TC = k(0.412)*[(length^3)/(elevation change)]^0.2 low Initial area time of concentration = 11.116 min. Rainfall intensity = 3.187(In/Hr) for a 25.0 year storm on Effective runoff coefficient used for area (Q=KCIA) is C = 0.734 Subarea runoff = 2.575(CFS) �Wd Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.600 "~ Initial area Fm value = 0.587(In/Hr) 1r ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.575(CFS) Time of concentration = 11.12 min. Rainfall intensity = 3.187(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 1n No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 9- Q-14 PROPOSED HYDROLOGY "RATIONAL METHOD" dr ii 40 im 00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1345.400(Ft.) Downstream point/station elevation = 1344.800(Ft.) Pipe length = 27.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.173(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow = 5.173(CFS) Normal flow depth in pipe = 9.56(In.) Flow top width inside pipe = 9.66(In.) Critical Depth = 11.10(In.) Pipe flow velocity = 7.71(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.17 min. N++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 10 Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.210(Ac.) Runoff from this stream = 5.173(CFS) Time of concentration = 11.17 min. $0 Rainfall intensity = 3.177(In/Hr) Q_I5 PROPOSED HYDROLOGY "RATIONAL METHOD" it 1 2.65 1.200 12.02 0.587 3.041 �w 2 2.57 1.100 11.12 0.587 3.187 Qmax(1) _ 1.000 * 1.000 * 2.651) + 0.944 * 1.000 * 2.575) + = 5.081 Qmax(2) = 1.059 * 0.925 * 2.651) + 1.000 * 1.000 * 2.575) + = 5.173 r� Total of 2 streams to confluence: Flow rates before confluence point: 2.651 2.575 Maximum flow rates at confluence using above data: 5.081 5.173 w Area of streams before confluence: 1.200 1.100 Effective area values after confluence: Mr 2.300 2.210 Results of confluence: Total flow rate = 5.173(CFS) Time of concentration = 11.116 min. Effective stream area after confluence = 2.210(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) = 2.30(Ac.) 00 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1345.400(Ft.) Downstream point/station elevation = 1344.800(Ft.) Pipe length = 27.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.173(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow = 5.173(CFS) Normal flow depth in pipe = 9.56(In.) Flow top width inside pipe = 9.66(In.) Critical Depth = 11.10(In.) Pipe flow velocity = 7.71(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.17 min. N++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 10 Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.210(Ac.) Runoff from this stream = 5.173(CFS) Time of concentration = 11.17 min. $0 Rainfall intensity = 3.177(In/Hr) Q_I5 PROPOSED HYDROLOGY "RATIONAL METHOD" it w Area averaged loss rate (Fm) _ 0.5867(In/Hr) t1 Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: A• Stream Flow rate Area TC Fm Rainfall Intensity 60 No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 40 io low 1 5.27 2.000 10.12 0.587 3.373 2 5.17 2.210 11.17 0.587 3.177 PW Qmax(1) = RESIDENTIAL(3 - 4 dwl/acre) 1.000 * 1.000 * 5.269) + to 1.075 * 0.905 * 5.173) + = 10.305 Qmax(2) = 00 0.930 * 1.000 * 5.269) + Pervious ratio(Ap) = 0.6000 Max 0 1.000 * 1.000 * 5.173) + = 10.072 Initial area flow distance = 530.000(Ft.) Total of 2 main streams to confluence: Top (of initial area) elevation = 1356.000(Ft.) No Flow rates before confluence point: Wo 6.269 6.173 Slope = 0.01321 s(%)= 1.32 Maximum flow rates at confluence using above data: Initial area time of concentration = 12.035 min. 10.305 10.072 Rainfall intensity = 3.039(In/Hr) for a 25.0 year storm Area of streams before confluence: jrr 2.000 2.210 "RATIONAL METHOD" Effective area values after confluence: it 4.001 4.210 go Results of confluence: im Total flow rate = 10.305(CFS) Time of concentration = 10.116 min. Effective stream area after confluence = 4.001(Ac.) 1w Study area average Pervious fraction(Ap) = 0.60 to Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 4.21(Ac.) $a io ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** W RESIDENTIAL(3 - 4 dwl/acre) 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 loss rate(Fm)= 0.587(In/Hr) Pervious ratio(Ap) = 0.6000 Max Initial subarea data: Initial area flow distance = 530.000(Ft.) Top (of initial area) elevation = 1356.000(Ft.) Bottom (of initial area) elevation = 1349.000(Ft.) Difference in elevation = 7.000(Ft.) l� Slope = 0.01321 s(%)= 1.32 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.035 min. Rainfall intensity = 3.039(In/Hr) for a 25.0 year storm Q_16 PROPOSED HYDROLOGY "RATIONAL METHOD" it 0 Effective runoff coefficient used for area (Q=KCIA) is C = 0.726 it Subarea runoff = 2.428(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) siw fir+ Process from Point/Station 8.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** n Upstream point/station elevation = 1345.300(Ft.) Downstream point/station elevation = 1344.800(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.428(CFS) 6W Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.428(CFS) ,,. Normal flow depth in pipe = 6.11(In.) Flow top width inside pipe = 8.40(In.) Critical Depth = 8.25(In.) Pipe flow velocity = 7.60(Ft/s) Travel time through pipe = 0.03 min. &W Time of concentration (TC) = 12.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 00 Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.428(CFS) �Mr Time of concentration = 12.07 min. Rainfall intensity = 3.034(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: E Stream Flow rate Area TC Fm No. (CFS) (Ac.) (min) (In/Hr) 1 5.27 2.000 10.12 0.587 2 5.17 2.210 11.17 0.587 3 2.43 1.100 12.07 0.587 Qmax(1) = 1.000 * 1.000 * 5.269) + 1.075 * 0.905 * 5.173) + 1.138 * 0.838 * 2.428) + _ Qmax (2 ) = 0.930 * 1.000 * 5.269) + 1.000 * 1.000 * 5.173) + 1.059 * 0.926 * 2.428) + _ Qmax(3) = 0.878 * 1.000 * 5.269) + 0.945 * 1.000 * 5.173) + Q-17 Rainfall Intensity (In/Hr) 3.373 3.177 3.034 12.622 12.452 PROPOSED HYDROLOGY "RATIONAL METHOD" 5 so 1.000 * 1.000 * 2.428) + = 11.943 Total of 3 main streams to confluence: ww Flow rates before confluence point: 6.269 6.173 3.428 Maximum flow rates at confluence using above data: 12.622 12.452 11.943 so Area of streams before confluence: 00 2.000 2.210 1.100 Effective area values after confluence: 4.923 5.228 5.310 Results of confluence: Total flow rate = 12.622(CFS) Time of concentration = 10.116 min. Effective stream area after confluence = 4.923(Ac.) �,. Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 5.31(Ac.) w.► ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 9.000 ON **** PIPEFLOW TRAVEL TIME (Program estimated size) **** E 6W Upstream point/station elevation = 1344.800(Ft.) Downstream point/station elevation = 1343.700(Ft.) Pipe length = 265.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.622(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 12.622(CFS) Normal flow depth in pipe = 17.25(In.) Flow top width inside pipe = 21.58(In.) Critical Depth = 15.32(In.) Pipe flow velocity = 5.22(Ft/s) Travel time through pipe = 0.85 min. Time of concentration (TC) = 10.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.923(Ac.) Runoff from this stream = 12.622(CFS) Time of concentration = 10.96 min. Rainfall intensity = 3.214(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 9.000 **** INITIAL AREA EVALUATION **** Q-18 PROPOSED HYDROLOGY "RATIONAL METHOD" h 00 RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 an 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) No Initial subarea data: M Initial area flow distance = 560.000(Ft.) Top (of initial area) elevation = 1351.000(Ft.) to Bottom (of initial area) elevation = 1348.500(Ft.) Difference in elevation = 2.500(Ft.) 60 Slope = 0.00446 s(%)= 0.45 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.283 min. Rainfall intensity = 2.633(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.699 Subarea runoff = 4.052 (CFS) Total initial stream area = 2.200(Ac.) Mir Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) it ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** 1rr Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.200(Ac.) Runoff from this stream = 4.052(CFS) Time of concentration = 15.28 min. Rainfall intensity = 2.633(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) iw► 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 12.62 4.923 10.96 0.587 3.214 2 4.05 2.200 15.28 0.587 2.633 Qmax(1) = 1.000 * 1.000 * 12.622) + 1.284 * 0.717 * 4.052) + = 16.353 Qmax(2) = 0.779 * 1.000 * 12.622) + 1.000 * 1.000 * 4.052) + = 13.883 Total of 2 streams to confluence: Flow rates before confluence point: 12.622 4.052 Maximum flow rates at confluence using above data: 1 16.353 13.883 Area of streams before confluence: 4.923 2.200 Effective area values after confluence: Q_19 PROPOSED HYDROLOGY "RATIONAL METHOD" 4 a# O` 6.501 7.123 Upstream point/station elevation = 1343.700(Ft.) 0W Results of confluence: Pipe length = 50.00(Ft.) Manning's N = 0.013 Total flow rate = 16.353(CFS) Nearest computed pipe diameter = 21.00(In.)4— OM Time of concentration = 10.962 min. Normal flow depth in pipe = 12.54(In.) Effective stream area after confluence = 6.501(Ac.) Yw 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) = 7.12(Ac.) &W Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. ON ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1343.700(Ft.) Downstream point/station elevation = 1342.500(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.353(CFS) Nearest computed pipe diameter = 21.00(In.)4— �+ Calculated individual pipe flow = 16.353(CFS) Normal flow depth in pipe = 12.54(In.) Flow top width inside pipe = 20.60(In.) Critical Depth = 17.87(In.) Pipe flow velocity = 10.93(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.04 min. to End of computations, Total Study Area = 7.60 (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) = 0.600 „ Area averaged SCS curve number = 32.0 AMI Q-20 PROPOSED HYDROLOGY "RATIONAL METHOD” N C: 40 San Bernardino County Rational Hydrology Program on (Hydrology Manual Date - August 1986) to CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 09/1/05 40 ------------------------------------------------------------------------ 66 HYDROLOGY REPORT FOR TRACT 16518 100 YEAR FLOOD EVENT - PROPOSED CONDITION PREPARED BY TGA DEVELOPMENT & ENGINEERING INC. PROJECT NO. 500-04-001 DATE: 05-27-05 ---------------------------------------------------- ------------------- Emi 4W Program License Serial Number 4043 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** i1r ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.980(In.) 100 Year storm 1 hour rainfall = 1.430(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.430 (In.) 111r Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 *"++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Ar Q-21 PROPOSED HYDROLOGY "RATIONAL METHOD" RESIDENTIAL(3 - 4 dwl/acre) on Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 to Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 A 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 = 385.000(Ft.) Top (of initial area) elevation = 1362.000(Ft.) Bottom (of initial area) elevation = 1353.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.02338 s(%)= 2.34 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.448 min. Rainfall intensity = 4.335(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.778 Subarea runoff = 6.748(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) Q-21 PROPOSED HYDROLOGY "RATIONAL METHOD" 0 4W ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 40 Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1348.600(Ft.) tw Downstream point/station elevation = 1344.800(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.013 w. No. of pipes = 1 Required pipe flow = 6.748(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.748(CFS) .. Normal flow depth in pipe = 10.92(In.) Flow top width inside pipe = 13.35(In.) Critical Depth = 12.53(In.) Pipe flow velocity = 7.05(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 10.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: r In Main Stream number: 1 Stream flow area = 2.000(Ac.) Runoff from this stream = 6.748(CFS) w+ Time of concentration = 10.09 min. Rainfall intensity = 4.169(In/Hr) u"* Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 wr Program is now starting with Main Stream No. 2 to ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 it 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 = 650.000(Ft.) Top (of initial area) elevation = 1362.000(Ft.) Bottom (of initial area) elevation = 1349.000(Ft.) Difference in elevation = 13.000(Ft.) A Slope = 0.02000 s(%)= 2.00 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.019 min. Rainfall intensity = 3.752(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.759 Subarea runoff = 3.419(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.600 Q_22 PROPOSED HYDROLOGY "RATIONAL METHOD" 40 im d Initial area Fm value = 0.587(In/Hr) ws++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** w Along Main Stream number: 2 in normal stream number Stream flow area = 1.200(Ac.) Runoff from this stream = 3.419(CFS) ,.. Time of concentration = 12.02 min. Rainfall intensity = 3.752(In/Hr) tow Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 om on 1kW ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) oft Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 68 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 „A SCS curve number for soil(AMC 2) = 32.00 rr Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: O" Initial area flow distance = 415.000(Ft.) Top (of initial area) elevation = 1354.000(Ft.) Bottom (of initial area) elevation = 1349.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01205 s(%)= 1.20 two TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.116 min. r• Rainfall intensity = 3.932(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.766 Subarea runoff = 3.312(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** A� F d Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.100(Ac.) Runoff from this stream = 3.312(CFS) Time of concentration = 11.12 min. Rainfall intensity = 3.932(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 Q-23 Rainfall Intensity PROPOSED HYDROLOGY "RATIONAL METHOD" 0 40 No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) on 1 3.42 1.200 12.02 0.587 3.752 2 3.31 1.100 11.12 0.587 3.932 Wr Qmax(1) = 1.000 * 1.000 * 3.419) + .. 0.946 * 1.000 * 3.312) + = 6.553 r.. Qmax(2) = 1.057 * 0.925 * 3.419) + •+ 1.000 * 1.000 * 3.312) + = 6.654 �r Total of 2 streams to confluence: Flow rates before confluence point: '^ 3.419 3.312 %W Maximum flow rates at confluence using above data: 6.553 6.654 �.+ Area of streams before confluence: 1.200 1.100 Effective area values after confluence: 2.300 2.210 Results of confluence: Total flow rate = 6.654(CFS) Time of concentration = 11.116 min. �., Effective stream area after confluence = 2.210(Ac.) Study area average Pervious fraction(Ap) = 0.600 W Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total (this main stream) = 2.30(Ac.) it ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** it Upstream point/station elevation = 1345.400(Ft.) PM Downstream point/station elevation = 1344.800(Ft.) Pipe length = 27.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.654(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.654(CFS) y Normal flow depth in pipe = 9.16(In.) Flow top width inside pipe = 14.63(In.) or Critical Depth = 12.46(In.) Pipe flow velocity = 8.47(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.17 min. 40 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: OR In Main Stream number: 2 IN Stream flow area = 2.210(Ac.) Runoff from this stream = 6.654(CFS) Time of concentration = 11.17 min. Q_24 PROPOSED HYDROLOGY "RATIONAL METHOD" w Rainfall intensity = 3.921(Tn/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) on ilr 1 6.75 2.000 10.09 0.587 4.169 4 2 6.65 2.210 11.17 0.587 3.921 Qmax(1) = 1.000 * 1.000 * 6.748) + 1.074 * 0.903 * 6.654) + = 13.203 Qmax (2 ) = 4W 0.931 * 1.000 * 6.748) + 1.000 * 1.000 * 6.654) + = 12.936 an Total of 2 main streams to confluence: 1r Flow rates before confluence point: 7.748 7.654 OM Maximum flow rates at confluence using above data: 13.203 12.936 to Area of streams before confluence: 2.210 on2.000 Effective area values after confluence: bw 3.996 4.210 pa Results of confluence: as Total flow rate = 13.203(CFS) Time of concentration = 10.086 min. ON Effective stream area after confluence = 3.996(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) a,.. Study area total = 4.21(Ac.) iw ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) 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 = 530.000(Ft.) Top (of initial area) elevation = 1356.000(Ft.) Bottom (of initial area) elevation = 1349.000(Ft.) ASR Difference in elevation = 7.000(Ft.) Slope = 0.01321 s(%)= 1.32 TC = k(0.412)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 12.035 min. Q_25 PROPOSED HYDROLOGY "RATIONAL METHOD" M - so be oft 6W .* it OPM bw OW w s■ %NO it s� it 0 N a OR iW Rainfall intensity = 3.749(In/Hr) for a 100.0i = year storm Effective runoff coefficient used for area (Q=K 0.759 Subarea runoff = 3.131(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Stat*on 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 1345.300(Ft.) Downstream point/station elevation = 1344.800(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.131(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.131(CFS) Normal flow depth in pipe = 5.87(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 9.10(In.) Pipe flow velocity = 8.21(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.100(Ac.) Runoff from this stream = 3.131(CFS) Time of concentration = 12.07 min. Rainfall intensity = 3.744(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 6.75 2.000 10.09 0.587 4.169 2 6.65 2.210 11.17 0.587 3.921 3 3.13 1.100 12.07 0.587 3.744 Qmax(1) _ 1.000 * 1.000 * 6.748) + 1.074 * 0.903 * 6.654) + 1.135 * 0.836 * 3.131) + = 16.173 Qmax(2) _ 0.931 * 1.000 * 6.748) + 1.000 * 1.000 * 6.654) + 1.056 * 0.926 * 3.131) + = 15.997 Qmax(3) _ 0.881 * 1.000 * 6.748) + PROPOSED HYDROLOGY Q_26 "RATIONAL METHOD" 1rr Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.915(Ac.) Runoff from this stream = 16.173(CFS) Time of concentration = 10.88 min. Rainfall intensity = 3.984(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 9.000 A **** INITIAL AREA EVALUATION **** Q_27 PROPOSED HYDROLOGY "RATIONAL METHOD" 0. 947 * 1.000 * 6.654) + 1W 1.000 * 1.000 * 3.131) + = 15.378 w Total of 3 main streams to confluence: Flow rates before confluence point: ■. 7.748 7.654 4.131 Maximum flow rates at confluence using above data: so 16.173 15.997 15.378 rr Area of streams before confluence: 2.000 2.210 1.100 an Effective area values after confluence: 4.915 5.228 5.310 it Results of confluence: to Total flow rate = 16.173(CFS) Time of concentration = 10.086 min. Effective stream area after confluence = 4.915(Ac.) Study area average Pervious fraction(Ap) = 0.600 Study area average soil loss rate(Fm) = 0.587(In/Hr) Study area total = 5.31(Ac.) Ir. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 9.000 OM **** PIPEFLOW TRAVEL TIME (Program estimated size) **** it Upstream point/station elevation = 1344.800(Ft.) ""' Downstream point/station elevation = 1343.700(Ft.) rr Pipe length = 265.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.173(CFS) Nearest computed pipe diameter = 27.00(In.) OM Calculated individual pipe flow = 16.173(CFS) 4W Normal flow depth in pipe = 18.45(In.) Flow top width inside pipe = 25.12(In.) +� Critical Depth = 16.83(In.) Pipe flow velocity = 5.59(Ft/s) Travel time through pipe = 0.79 min. Time of concentration (TC) = 10.88 min. 1rr Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.915(Ac.) Runoff from this stream = 16.173(CFS) Time of concentration = 10.88 min. Rainfall intensity = 3.984(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 9.000 A **** INITIAL AREA EVALUATION **** Q_27 PROPOSED HYDROLOGY "RATIONAL METHOD" ilf RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 w� 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 = 560.000(Ft.) ON Top (of initial area) elevation = 1351.000(Ft.) Bottom (of initial area) elevation = 1348.500(Ft.) 60 Difference in elevation = 2.500(Ft.) Slope = 0.00446 s(%)= 0.45 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.283 min. Rainfall intensity = 3.249(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.737 Subarea runoff = 5.271(CFS) 6W Total initial stream area = 2.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 irr **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.200(Ac.) INN Runoff from this stream = 5.271(CFS) Time of concentration = 15.28 min. 4 Rainfall intensity = 3.249(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 �+ Summary of stream data: OA" Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) e* 6W 1 16.17 4.915 10.88 0.587 3.984 2 5.27 2.200 15.28 0.587 3.249 Qmax(1) = 1.000 * 1.000 * 16.173) + 1.276 * 0.712 * 5.271) + = 20.960 !� Qmax(2) = � 0.784 * 1.000 * 16.173) + 1.000 * 1.000 * 5.271) + = 17.942 Total of 2 streams to confluence: Flow rates before confluence point: 16.173 5.271 OR Maximum flow rates at confluence using above data: 20.960 17.942 Area of streams before confluence: 4.915 2.200 Q_28 PROPOSED HYDROLOGY "RATIONAL METHOD" Oft Effective area values after confluence: rr 6.481 7.115 Downstream point/station elevation = 1342.500(Ft.) Results of confluence: �+ Total flow rate = 20.960(CFS) Nearest computed pipe diameter = 21.00(In.) Time of concentration = 10.877 min. rr Effective stream area after confluence = 6.481(Ac.) w Study area average Pervious fraction(Ap) = 0.600 00 Study area average soil loss rate(Fm) = 0.587(In/Hr) lir Study area total (this main stream) = 7.12(Ac.) Oft ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1343.700(Ft.) Downstream point/station elevation = 1342.500(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.960(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 20.960(CFS) Normal flow depth in pipe = 14.93(In.) Flow top width inside pipe = 19.04(In.) w Critical Depth = 19.44(In.) Pipe flow velocity = 11.46(Ft/s) Travel time through pipe = 0.07 min. WW Time of concentration (TC) = 10.95 min. End of computations, Total Study Area = 7.60 (Ac.) "^ The following figures may be used for a unit hydrograph study of the same area. W. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. W" r.. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 i1r OM so on Iilrll Q-29 PROPOSED HYDROLOGY "RATIONAL METHOD" op Ab wm do d *w lw UNIT HYDROGRAPH ANALYSIS wo b. .w No to we im .. W E all d PROPOSED HYDROLOGY "UNIT HYDROGRAPH" 0- 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 06/07/05 mm ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ON San Bernardino County Synthetic Unit Hydrology Method �+ Manual date - August 1986 bw Program License Serial Number 4043 ow TRACT 16518 it UNIT HYDROGRAPH - 2YR STORM -------------------------------------------------------------------- 9rr Storm Event Year = 2 ow bw Antecedent Moisture Condition = 3 �.., English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ME ON Yr PROPOSED HYDROLOGY "UNIT HYDROGRAPH" Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal #� (Ac.) (hours) (In) Rainfall data for year 10 8.24 1 0.98 ------------------------------------------------------------------- Rainfall data for year 2 8.24 6 1.72 -------------------------------------------------------------- Rainfall data for year 2 8.24 24 3.25 ---------------------------------------------------------- Rainfall data for year 100 W 8.24 1 1.43 -------------------------------------------------------------------- Rainfall data for year 100 8.24 6 3.75 ----------------------------------------------------- Rainfall data for year 100 8.24 24 8.80 ME ON Yr PROPOSED HYDROLOGY "UNIT HYDROGRAPH" MW ------------------------------------------------ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** to 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 8.24 1.000 0.785 0.600 0.471 Area -averaged adjusted loss rate Fm (In/Hr) = 0.471 Yr ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 4.94 0.600 32.0 52.0 9.23 0.057 3.30 0.400 98.0 98.0 0.20 0.928 bw Area -averaged catchment yield fraction, Y = 0.406 Area -averaged low loss fraction, Yb = 0.594 User entry of time of concentration = 0.193 (hours) �+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.24(Ac.) *` Catchment Lag time = 0.154 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 53.9724 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.471(In/Hr) �n Average low loss rate fraction (Yb) = 0.594 (decimal) VALLEY DEVELOPED S -Graph Selected ir• Computed peak 5 -minute rainfall = 0.246(In) Computed peak 30 -minute rainfall = 0.504(In) Specified peak 1 -hour rainfall = 0.665(In) Computed peak 3 -hour rainfall = 1.191(In) Specified peak 6 -hour rainfall = 1.720(In) y., Specified peak 24-hour rainfall = 3.250(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 = 99.65 (CFS)) 1 5.305 5.286 2 3.339 28.933 3 74.760 40.280 Q-3 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" Rainfall depth area reduction factors: Using a total area of 8.24(Ac.) (Ref: fig. E-4) A 5 -minute factor = 1.000 Adjusted rainfall = 0.246(In) �r 30 -minute factor = 1.000 Adjusted rainfall = 0.504(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.665(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.191(In) qW 6 -hour factor = 1.000 Adjusted rainfall = 1.720(In) 24-hour factor = ----------------------------------------------------------- 1.000 Adjusted rainfall = 3.250(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 = 99.65 (CFS)) 1 5.305 5.286 2 3.339 28.933 3 74.760 40.280 Q-3 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" 00 Time(h+m) Volume Ac -Ft Q(CFS) 0 4 92.667 17.845 5 97.939 5.254 6 99.143 1.200 400 7 100.000 0.854 Is--------------------------------------------------------------------- -------------------------------------------------------------------- IQ IV I I I qW -------------------------------------------------------------------- Total soil rain loss = 1.82(In) 0.46 IN Total effective rainfall = 1.43(In) 12+15 0.2871 Peak flow rate in flood hydrograph = 9.81(CFS) +"* --------------------------------------------------------------------- 0.2907 0.51 I Q ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 12+25 0.2943 0.52 1 Q IV I I I 24 - H O U R S T O R M 0.53 1 Q R u n o f f H y d r o g r a p h 12+35 -------------------------------------------------------------------- 0.53 1 Q IIN Hydrograph in 5 Minute intervals ((CFS)) Q-4 AW PROPOSED HYDROLOGY "UNIT HYDROGRAPH" Time(h+m) Volume Ac -Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 12+ 0 0.2775 0.43 IQ IV I I 12+ 5 0.2805 0.44 IQ IV I I I 1110 12+10 0.2837 0.46 IQ IV I I I 12+15 0.2871 0.50 IQ IV I I I om 12+20 0.2907 0.51 I Q IV IIN I I 12+25 0.2943 0.52 1 Q IV I I I 12+30 0.2979 0.53 1 Q I V I I I 12+35 0.3016 0.53 1 Q I V I I 12+40 0.3053 0.54 1 Q I V I I I it 12+45 0.3091 0.55 1 Q I V I I I 12+50 0.3129 0.55 1 Q I V I I I pm 12+55 0.3167 0.56 1 Q I V I I I 13+ 0 0.3206 0.57 1 Q I V I I I IN 13+ 5 0.3246 0.57 1 Q I V I I I 13+10 0.3285 0.58 1 Q I V I I I 13+15 0.3326 0.59 1 Q I V I I I 13+20 0.3367 0.60 1 Q I Vbw I I I 13+25 0.3409 0.60 1 Q I V I I 13+30 0.3451 0.61 1 Q I V I I I p•• 13+35 0.3493 0.62 1 Q I V I I I 1W 13+40 0.3537 0.63 1 Q I V I I 13+45 0.3581 0.64 1 Q I V I I I P" 13+50 0.3626 0.65 1 Q I V I I 13+55 0.3671 0.66 1 Q - I V I I I t 14+ 0 0.3718 0.67 1 Q I V I I I 14+ 5 0.3765 0.69 1 Q I V I I I 14+10 0.3813 0.70 1 Q I V I I I is 14+15 0.3862 0.71 1 Q I V I I I 14+20 0.3912 0.73 1 Q I V I I I to 14+25 0.3963 0.74 1 Q I V I I I 14+30 0.4016 0.76 1 Q I V I I I JIM 14+35 0.4069 0.78 1 Q I V I I I 14+40 0.4124 0.80 1 Q I V I I 14+45 0.4180 0.82 1 Q I V I I I I� 14+50 0.4238 0.84 1 Q I V I I I 14+55 0.4298 0.86 1 Q I V 1 1 15+ 0 0.4359 0.89 1 Q I V I I I 15+ 5 0.4423 0.92 1 Q I V I I I 15+10 0.4488 0.96 1 Q I V I I I 15+15 0.4557 0.99 1 Q I V I I I Q-4 AW PROPOSED HYDROLOGY "UNIT HYDROGRAPH" ON on to PM bw on W OR vw on 1r PM im OW for or 10 0 rn 15+20 0.4628 1.04 1 Q I V 1 15+25 0.4702 1.07 1 Q I VI 15+30 0.4774 1.04 1 Q I VI 15+35 0.4842 0.99 1 Q I VI 15+40 0.4912 1.02 1 Q I VI 15+45 0.4989 1.11 1 Q I V 15+50 0.5075 1.25 I Q I V 15+55 0.5176 1.46 I Q I 1V 16+ 0 0.5305 1.87 I Q I IV 16+ 5 0.5550 3.56 I 1 Q I V 16+10 0.6115 8.20 I I I V 16+15 0.6790 9.81 I I I 16+20 0.7144 5.13 I I Q 16+25 0.7307 2.38 I QI I 16+30 0.7406 1.42 1 Q I I 16+35 0.7494 1.28 1 Q I I 16+40 0.7566 1.05 1 Q I I 16+45 0.7633 0.97 1 Q I I 16+50 0.7696 0.91 1 Q I I 16+55 0.7754 0.85 I Q I I 17+ 0 0.7810 0.81 I Q I I 17+ 5 0.7863 0.77. I Q I I 17+10 0.7913 0.73 1 Q I I 17+15 0.7962 0.71 1 Q I I 17+20 0.8009 0.68 1 Q I I 17+25 0.8054 0.66 1 Q I I 17+30 0.8098 0.64 1 Q I I 17+35 0.8140 0.62 1 Q I I 17+40 0.8181 0.60 1 Q I 17+45 0.8222 0.58 1 Q I I 17+50 0.8261 0.57 1 Q I I 17+55 0.8299 0.56 1 Q I I 18+ 0 0.8336 0.54 1 Q I I 18+ 5 0.8373 0.53 1 Q I I 18+10 0.8407 0.50 IQ I I 18+15 0.8439 0.46 IQ I I 18+20 0.8469 0.44 IQ 1 1 18+25 0.8498 0.42 IQ 1 1 18+30 0.8526 0.41 IQ 1 1 18+35 0.8554 0.41 IQ I I 18+40 0.8582 0.40 IQ I I 18+45 0.8609 0.39 IQ I I 18+50 0.8635 0.38 IQ I I 18+55 0.8661 0.38 IQ I I 19+ 0 0.8687 0.37 IQ I I 19+ 5 0.8712 0.37 IQ I I 19+10 0.8737 0.36 IQ I I 19+15 0.8761 0.35 IQ I I 19+20 0.8786 0.35 IQ I I 19+25 0.8809 0.34 IQ I I 19+30 0.8833 0.34 IQ I I 19+35 0.8856 0.34 IQ I I 19+40 0.8879 0.33 IQ I I 19+45 0.8901 0.33 IQ I I 19+50 0.8923 0.32 IQ I I 19+55 0.8945 0.32 IQ I I 20+ 0 0.8967 0.31 IQ I I 20+ 5 0.8988 0.31 IQ I I 20+10 0.9009 0.31 IQ I I 20+15 0.9030 0.30 IQ I I Q-5 V VI VI 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 V V V V V V V PROPOSED HYDROLOGY "UNIT HYDROGRAPH" d an rr t.+ 60 OW it sm w pa imp 4a do 40 ill ON it 20+20 0.9051 0.30 IQ I I I v 1 20+25 0.9072 0.30 IQ I I I v I 20+30 0.9092 0.29 IQ I I I v I 20+35 0.9112 0.29 IQ I I v 1 20+40 0.9132 0.29 IQ I I I v 1 20+45 0.9151 0.29 IQ I I I v 1 20+50 0.9171 0.28 IQ I I I v 1 20+55 0.9190 0.28 IQ I I I v 1 21+ 0 0.9209 0.28 IQ I I I v 1 21+ 5 0.9228 0.27 IQ I I I v 1 21+10 0.9247 0.27 IQ I I I v 1 21+15 0.9265 0.27 IQ I I I v I 21+20 0.9284 0.27 IQ I I I v 1 21+25 0.9302 0.26 IQ I I I v 1 21+30 0.9320 0.26 IQ I I I v I 21+35 0.9338 0.26 IQ I I I v 1 21+40 0.9356 0.26 IQ I I I v 1 21+45 0.9373 0.26 IQ I I I v 1 21+50 0.9391 0.25 IQ I I I v 1 21+55 0.9408 0.25 IQ I I I v 1 22+ 0 0.9425 0.25 Q I I I v I 22+ 5 0.9443 0.25 Q I I I v l 22+10 0.9460 0.25 Q I I I v l 22+15 0.9476 0.24 Q I I 1 v I 22+20 0.9493 0.24 Q I I I v I 22+25 0.9510 0.24 Q I I I v I 22+30 0.9526 0.24 Q I I I v I 22+35 0.9542 0.24 Q I I I v I 22+40 0.9559 0.24 Q I I I v I 22+45 0.9575 0.23 Q i I I v l 22+50 0.9591 0.23 Q I I I vi 22+55 0.9607 0.23 Q I I I vi 23+ 0 0.9622 0.23 Q I I I vl 23+ 5 0.9638 0.23 Q I I I vi 23+10 0.9654 0.23 Q I I I v1 23+15 0.9669 0.22 Q I I i vi 23+20 0.9685 0.22 Q I I I vi 23+25 0.9700 0.22 Q I I I vi 23+30 0.9715 0.22 Q I I I vl 23+35 0.9730 0.22 Q I I I vl 23+40 0.9745 0.22 Q I I I v1 23+45 0.9760 0.22 Q I I I vl 23+50 0.9775 0.22 Q I I I vi 23+55 0.9790 0.21 Q I I I vi 24+ 0 0.9804 0.21 Q I I I vi 24+ 5 0.9818 0.20 Q I I I vl 24+10 0.9828 0.14 Q 1 I I vi 24+15 0.9831 0.05 Q I I I vl 24+20 0.9832 0.02 Q I I I vl 24+25 0.9833 0.00 Q I I I vi 24+30 ----------------------------------------------------------------------- 0.9833 0.00 Q I I I v Q-6 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" U n i t H y d r o g r a p h A n a l y s i s IIM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 06/07/05 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ g" San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 w ow Program License Serial Number 4043 w ---------------------------------------------------------- "" TRACT 16518 UNIT HYDROGRAPH - 5YR STORM irs O.. err Storm Event Year = 5 O. Antecedent Moisture Condition = 3 Yr ow English (in -lb) Input Units Used ow English Rainfall Data (Inches) Input Values Used w English Units used in output format 60 ******** Area -averaged max loss rate, Fm ******** PROPOSED HYDROLOGY im Q-7 "UNIT HYDROGRAPH" Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.24 1 0.98 ""' -------------------------------------------------- Rainfall data for year 2 8.24 6 1.72 tr ------------------------------------ ------------------------------- Rainfall data for year 2 so 8.24 24 3.25 fri-------------------------------------------------------------------- Rainfall data for year 100 A� 8.24 1 1.43 ------------------------------------------------ Rainfall data for year 100 8.24 6 3.75 ------------------------------------------ -------------------------- 1r1 Rainfall data for year 100 8.24 24 8.80 ------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** PROPOSED HYDROLOGY im Q-7 "UNIT HYDROGRAPH" 0 SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm 40 No.(AMCII) NO -(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 8.24 1.000 0.785 0.600 0.471 Area -averaged adjusted loss rate Fm (In/Hr) = 0.471 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 4.94 0.600 32.0 52.0 9.23 0.135 3.30 0.400 98.0 98.0 0.20 0.948 Area -averaged catchment yield fraction, Y = 0.460 Area -averaged low loss fraction, Yb = 0.540 User entry of time of concentration = 0.191 (hours) bw Watershed area = 8.24(Ac.) Catchment Lag time = 0.152 hours Unit interval = 5.000 minutes +�+ Unit interval percentage of lag time = 54.6807 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.471(In/Hr) Average low loss rate fraction (Yb) = 0.594 (decimal) Note: user entry of the Yb value VALLEY DEVELOPED S -Graph Selected ... Computed peak 5 -minute rainfall = 0.313(In) 1w. Computed peak 30 -minute rainfall = 0.640(In) Specified peak 1 -hour rainfall = 0.845(In) e• Computed peak 3 -hour rainfall = 1.517(In) Specified peak 6 -hour rainfall = 2.195(In) Specified peak 24-hour rainfall = 4.550(In) PM am Rainfall depth area reduction factors: Using a total area of 8.24(Ac.) (Ref: fig. E-4) AI•. 5 -minute factor = 1.000 Adjusted rainfall = 0.312(In) bw 30 -minute factor = 1.000 Adjusted rainfall = 0.640(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.844(In) O'" 3 -hour factor = 1.000 Adjusted rainfall = 1.517(In) I 6 -hour factor = 1.000 Adjusted rainfall = 2.195(In) 24-hour factor = 1.000 Adjusted rainfall = 4.550(In) -------------------------------------------------------- ww U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values((CFS)) -------------------------------------- (K = 99.65 (CFS)) 1 5.441 5.422 2 35.167 29.623 3 75.733 40.425 4 93.053 17.260 5 98.055 4.984 6 99.213 1.154 so Qg PROPOSED HYDROLOGY "UNIT HYDROGRAPH" PW ar 40 7 100.000 0.784 40 --------------------------------------------------------------------- -------------------------------------------------------------------- .s" -------------------------------------------------------------------- Total soil rain loss = 2.53(In) Total effective rainfall = 2.02(In) Peak flow rate in flood hydrograph = 13.09(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M on R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) w 6+ -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0" ----------------------------------------------------------------------- 12+ 0 0.4277 0.63 IQ I V I I I 12+ 5 0.4321 0.64 IQ I V I I I 410 12+10 0.4365 0.65 IQ I V I I 12+15 0.4411 0.66 IQ I V I I I ON 12+20 0.4456 0.66 IQ I V I I I fir" 12+25 0.4503 0.67 IQ I V I I I 12+30 0.4549 0.68 IQ I V I I I a"" 12+35 0.4597 0.69 IQ I V I I I 12+40 0.4644 0.69 IQ I V I I I am 12+45 0.4693 0.70 IQ I V I I I 12+50 0.4742 0.71 IQ I V I I I ... 12+55 0.4791 0.72 IQ I V I I I iw 13+ 0 0.4841 0.73 IQ I V I I I 13+ 5 0.4892 0.74 IQ I V I I I •_• 13+10 0.4943 0.74 IQ I V I I I 13+15 0.4995 0.75 IQ I V I I I 13+20 0.5048 0.76 IQ I V I I I 13+25 0.5101 0.77 IQ I V I I I 13+30 0.5155 0.79 IQ I V I ( I 13+35 0.5210 0.80 IQ I V I I I 13+40 0.5266 0.81 IQ I V I I I ,.. 13+45 0.5322 0.82 IQ I V I I I 13+50 0.5380 0.83 IQ I V I I I 13+55 0.5438 0.85 IQ I V I I I 14+ 0 0.5498 0.86 IQ I V I I I 14+ 5 0.5558 0.88 IQ I V I I I 14+10 0.5620 0.90 IQ I V I I I 6W 14+15 0.5683 0.91 IQ I V I I 14+20 0.5747 0.93 IQ I V I I I 14+25 0.5813 0.95 IQ I V I I i 14+30 0.5880 0.97 IQ I V I I I 14+35 0.5948 1.00 IQ I V I I I 0 14+40 0.6018 1.02 1 Q I V I I i 14+45 0.6090 1.05 I Q I V I I I 14+50 0.6165 1.08 I Q I V I I I 14+55 0.6241 1.11 I Q I V I I I 40 15+ 0 0.6319 1.14 1 Q I V I I I IN 15+ 5 0.6401 1.18 I Q I V I I i 15+10 0.6485 1.22 1 Q I V I I I 40 15+15 0.6572 1.27 I Q I VI I I 15+20 0.6664 1.32 I Q I VI I I 15+25 0.6758 1.37 I Q I VI I I 15+30 0.6849 1.33 1 Q I VI I I 9 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" ON r r me io on to ww aw ps ON low ON 60 w. r PM �r A+ it On it F d ps iw 15+35 0.6936 1.26 1 Q 15+40 0.7025 1.30 1 Q 15+45 0.7123 1.41 1 Q 15+50 0.7233 1.59 1 Q 15+55 0.7362 1.88 1 Q 16+ 0 0.7539 2.57 I Q 16+ 5 0.7890 5.10 16+10 0.8674 11.38 1 16+15 0.9576 13.09 1 16+20 1.0030 6.60 I 16+25 1.0238 3.01 I Q 16+30 1.0362 1.81 1 Q 16+35 1.0474 1.62 1 Q 16+40 1.0566 1.34 1 Q 16+45 1.0652 1.24 1 Q 16+50 1.0732 1.16 1 Q 16+55 1.0807 1.09 1 Q 17+ 0 1.0878 1.03 1 Q 17+ 5 1.0945 0.98 IQ 17+10 1.1010 0.94 IQ 17+15 1.1072 0.90 IQ 17+20 1.1132 0.87 IQ 17+25 1.1190 0.84 IQ 17+30 1.1246 0.81 IQ 17+35 1.1301 0.79 IQ 17+40 1.1354 0.77 IQ 17+45 1.1405 0.75 IQ 17+50 1.1455 0.73 IQ 17+55 1.1504 0.71 IQ 18+ 0 1.1552 0.70 IQ 18+ 5 1.1599 0.68 IQ 18+10 1.1645 0.66 IQ 18+15 1.1690 0.65 IQ 18+20 1.1733 0.63 IQ 18+25 1.1776 0.62 IQ 18+30 1.1818 0.61 IQ 18+35 1.1859 0.60 IQ 18+40 1.1900 0.59 IQ 18+45 1.1940 0.58 IQ 18+50 1.1979 0.57 IQ 18+55 1.2018 0.56 IQ 19+ 0 1.2056 0.56 IQ 19+ 5 1.2094 0.55 IQ 19+10 1.2131 0.54 IQ 19+15 1.2168 0.53 IQ 19+20 1.2204 0.53 IQ 19+25 1.2240 0.52 IQ 19+30 1.2275 0.51 IQ 19+35 1.2310 0.51 IQ 19+40 1.2345 0.50 IQ 19+45 1.2379 0.50 Q 19+50 1.2413 0.49 Q 19+55 1.2446 0.48 Q 20+ 0 1.2479 0.48 Q 20+ 5 1.2512 0.47 Q 20+10 1.2544 0.47 Q 20+15 1.2576 0.47 Q 20+20 1.2608 0.46 Q 20+25 1.2640 0.46 Q 20+30 1.2671 0.45 Q Q-10 G v v v v v I Q v I Qv I vI vl vl 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 v v v v v v v v v PROPOSED HYDROLOGY "UNIT HYDROGRAPH" 20+35 1.2702 20+40 1.2732 20+45 1.2762 20+50 1.2792 20+55 1.2822 21+ 0 1.2852 21+ 5 1.2881 21+10 1.2910 21+15 1.2939 21+20 1.2968 21+25 1.2996 21+30 1.3024 21+35 1.3052 21+40 1.3080 21+45 1.3108 21+50 1.3135 21+55 1.3162 22+ 0 1.3189 22+ 5 1.3216 22+10 1.3243 22+15 1.3269 22+20 1.3295 22+25 1.3321 22+30 1.3347 22+35 1.3373 22+40 1.3399 22+45 1.3424 22+50 1.3450 22+55 1.3475 23+ 0 1.3500 23+ 5 1.3525 23+10 1.3549 23+15 1.3574 23+20 1.3598 23+25 1.3623 23+30 1.3647 23+35 1.3671 23+40 1.3695 23+45 1.3719 23+50 1.3742 23+55 1.3766 24+ 0 1.3789 24+ 5 1.3811 24+10 1.3827 24+15 1.3832 24+20 1.3834 24+25 1.3834 24+30 --------------------- 1.3834 P" IN 0.45 Q I I v 1 0.44 Q I I I v 1 0.44 Q I I I v 1 0.44 , Q I I I v I 0.43 Q I I v l 0.43 Q I v 1 0.43 Q I I I v 1 0.42 Q I I I v 1 0.42 Q I I I v l 0.42 Q I I I v l 0.41 Q I I I v l 0.41 Q I I I v 0.41 Q I I I v l 0.40 Q I I I v l 0.40 Q I I I v l 0.40 Q I I v l 0.39 Q I I v l 0.39 Q I I I v l 0.39 Q I I I v l 0.39 Q I I I v l 0.38 Q I I v l 0.38 Q I I I v l 0.38 Q I I I v l 0.38 Q I I I v l 0.37 Q I I I v 1 0.37 Q I I I v l 0.37 Q I I I v l 0.37 Q I I I v l 0.37 Q I I I v l 0.36 Q I i I vl 0.36 Q I I I vl 0.36 Q I I I v1 0.36 Q I I I v1 0.36 Q I I I v1 0.35 Q I I I v1 0.35 Q I I I v1 0.35 Q I I I v1 0.35 Q I I I v1 0.35 Q I I I v1 0.34 Q I I I v1 0.34 Q I I I v1 0.34 Q I I I v1 0.32 Q I I I v1 0.22 Q I I v1 0.08 Q I I I v1 0.02 Q I I I v 0.01 Q I I f v 0.00 ------------------------------------------------ Q I I I v PROPOSED HYDROLOGY "UNIT HYDROGRAPH" 4" di 0 am im as wr On 1r Yrr fm ko 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 06/07/05 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 4043 --------------------------------------------------------------------- TRACT 16518 UNIT HYDROGRAPH - 10 YR STORM Storm Event Year = 10 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 8.24 1 0.98 -------------------------------------------------------------------- Rainfall data for year 2 8.24 6 1.72 -------------------------------------------------------------------- Rainfall data for year 2 8.24 24 3.25 -------------------------------------------------------------------- Rainfall data for year 100 8.24 1 1.43 -------------------------------------------------------------------- Rainfall data for year 100 8.24 6 3.75 -------------------------------------------------------------------- Rainfall data for year 100 8.24 24 8.80 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-avera40 ged max loss rate, Fm ******** Q-12 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" 410 Rainfall depth area reduction factors: 5.526 No Using a total area of 8.24(Ac.) (Ref: fig. ili PM 5 -minute factor 30 -minute factor = 1.000 = 1.000 Adjusted Adjusted rainfall = rainfall = 0.363(In) 0.742(In) bw SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm 3 -hour factor = No.(AMCII) NO -(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 1.000 32.0 52.0 8.24 1.000 0.785 0.600 0.471 Adjusted rainfall = 5.533(In) Area -averaged adjusted loss rate Fm (In/Hr) = 0.471 w it ********* Area -Averaged low loss rate fraction, Yb ********** AM Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr om 4.94 0.600 32.0 52.0 9.23 0.190 on 3.30 0.400 98.0 98.0 0.20 0.957 to Area -averaged catchment yield fraction, Y = 0.497 Area -averaged low loss fraction, Yb = 0.503 User entry of time of concentration = 0.189 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Ohm Watershed area = 8.24(Ac.) ON Catchment Lag time = 0.151 hours Unit interval = 5.000 minutes i0w Unit interval percentage of lag time = 55.1146 Hydrograph baseflow = 0.00(CFS) .. Average maximum watershed loss rate(Fm) = 0.471(In/Hr) bw Average low loss rate fraction (Yb) = 0.503 (decimal) VALLEY DEVELOPED S -Graph Selected PM Computed peak 5 -minute rainfall = 0.363(In) Computed peak 30 -minute rainfall = 0.743(In) ow Specified peak 1 -hour rainfall = 0.980(In) Computed peak 3 -hour rainfall = 1.764(In) p. Specified peak 6 -hour rainfall = 2.555(In) Specified peak 24-hour rainfall = 5.533(In) 60 "W Rainfall depth area reduction factors: 5.526 No Using a total area of 8.24(Ac.) (Ref: fig. E-4) PM 5 -minute factor 30 -minute factor = 1.000 = 1.000 Adjusted Adjusted rainfall = rainfall = 0.363(In) 0.742(In) bw 1 -hour factor = 1.000 Adjusted rainfall = 0.980(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.764(In) ^ 6 -hour factor = 1.000 Adjusted rainfall = 2.555(In) ow 24-hour factor = -------------------------------------------------------------------- 1.000 Adjusted rainfall = 5.533(In) U n i t H y d r o g r a p h ii+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) -------------------------- ------------------------------------ (K 99.65 (CFS)) on 1 5.526 5.506 (o 2 35.680 30.049 3 76.307 40.486 40 4 93.284 16.918 5 98.121 4.821 6 99.256 1.131 7 100.000 0.741 Q-13 00 40 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" --------------------------------------------------------------------- ----------------------------------------------------------- ------------------------------------------------------------- Total soil rain loss = 2.62(In) Total effective rainfall = 2.91(In) Peak flow rate in flood hydrograph = 15.81(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 -------------------------------------------------------------------- irr Hydrograph in 5 Minute intervals ((CFS)) OW -------------------------------------------------------------------- Time(h+m) Volume Ac -Ft Q(CFS) 0 5.0 10.0 15.0 20.0 to----------------------------------------------------------------------- 12+ 0 0.6634 0.96 IQ I V I I I ^ 12+ 5 0.6700 0.96 IQ I V I I 12+10 0.6766 0.96 IQ I V I I I 12+15 0.6832 0.95 IQ I V I I 12+20 0.6897 0.95 IQ I V I I 12+25 0.6964 0.96 IQ I V I I �+ 12+30 0.7030 0.97 IQ I V I I 12+35 0.7098 0.98 IQ I V I I I 12+40 0.7166 0.99 IQ I V I I I 12+45 0.7235 1.00 I Q I V I I 12+50 0.7305 1.01 1 Q I V I I 12+55 0.7376 1.03 1 Q I V I I I 13+ 0 0.7448 1.04 1 Q I V I I I �. 13+ 5 0.7520 1.05 1 Q I V I I 13+10 0.7593 1.06 I Q I V I I I 13+15 0.7668 1.08 1 Q I V I I I 13+20 0.7743 1.09 1 Q I V I I 13+25 0.7819 1.11 1 Q I V I I I 13+30 0.7896 1.12 I Q I V I I I 13+35 0.7975 1.14 1 Q I V I I 1 y, 13+40 0.8055 1.16 I Q I V I I I 13+45 0.8136 1.17 1 Q I V I I I pa 13+50 0.8218 1.19 1 Q I V I I 13+55 0.8301 1.21 1 Q I V I I I io 14+ 0 0.8386 1.23 1 Q I V I I 14+ 5 0.8473 1.26 I Q I V I I I po 14+10 0.8561 1.28 1 Q I V I I I Wo 14+15 0.8651 1.31 1 Q I V I I I 14+20 0.8743 1.33 1 Q I V I 1 OR 14+25 0.8836 1.36 1 Q I V I I I 14+30 0.8932 1.39 I Q I V► I I 1m 14+35 0.9030 1.42 1 Q I V I I 1 14+40 0.9130 1.46 1 Q I V I I op 14+45 0.9233 1.50 I Q I V1116 I I I 14+50 0.9339 1.54 1 Q I V I I I 14+55 0.9448 1.58 1 Q I V I I I 15+ 0 0.9560 1.63 1 Q I VI I 40, 15+ 5 0.9677 1.69 I Q I VI I 1 15+10 0.9797 1.75 1 Q I VI I I 15+15 0.9922 1.81 1 Q I VI I I 41R 15+20 1.0052 1.89 I Q I V I I 15+25 1.0186 1.95 1 Q I V I I I 15+30 1.0317 1.89 1 Q I V I 15+35 1.0440 1.79 1 Q I V e aw Q-14 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" e im am r FM ,.. on low aw ow hr an im 0 d 40 lim e 15+40 1.0567 1.85 1 Q 15+45 1.0706 2.01 1 Q 15+50 1.0862 2.27 1 Q 15+55 1.1046 2.67 1 Q 16+ 0 1.1290 3.54 1 Q 16+ 5 1.1742 6.56 1 16+10 1.2703 13.95 1 16+15 1.3791 15.81 1 16+20 1.4349 8.10 1 16+25 1.4617 3.88 I Q 16+30 1.4788 2.49 I Q 16+35 1.4943 2.25 1 Q 16+40 1.5074 1.91 1 Q = 16+45 1.5196 1.77 1 Q - 16+50 1.5309 1.65 1 Q 16+55 1.5417 1.56 1 Q 17+ 0 1.5518 1.47 1 Q 17+ 5 1.5615 1.40 1 Q 17+10 1.5707 1.34 1 Q 17+15 1.5796 1.29 1 Q 17+20 1.5881 1.24 1 Q 17+25 1.5964 1.20 1 Q 17+30 1.6044 1.16 1 Q 17+35 1.6122 1.13 1 Q 17+40 1.6197 1.10 1 Q 17+45 1.6271 1.07 1 Q 17+50 1.6343 1.04 1 Q 17+55 1.6413 1.02 1 Q 18+ 0 1.6482 1.00 IQ 18+ 5 1.6549 0.98 IQ 18+10 1.6616 0.97 IQ 18+15 1.6682 0.97 IQ 18+20 1.6748 0.96 IQ 18+25 1.6813 0.94 IQ 18+30 1.6877 0.93 IQ 18+35 1.6939 0.91 IQ 18+40 1.7001 0.90 IQ 18+45 1.7062 0.88 IQ 18+50 1.7122 0.87 IQ 18+55 1.7181 0.86 IQ 19+ 0 1.7240 0.85 IQ 19+ 5 1.7297 0.84 IQ 19+10 1.7354 0.83 IQ 19+15 1.7411 0.82 IQ 19+20 1.7466 0.81 IQ 19+25 1.7521 0.80 IQ 19+30 1.7575 0.79 IQ 19+35 1.7629 0.78 IQ 19+40 1.7682 0.77 IQ 19+45 1.7735 0.76 IQ 19+50 1.7787 0.75 IQ 19+55 1.7838 0.75 IQ 20+ 0 1.7889 0.74 IQ 20+ 5 1.7939 0.73 IQ 20+10 1.7989 0.73 IQ 20+15 1.8039 0.72 IQ 20+20 1.8088 0.71 IQ 20+25 1.8137 0.71 IQ 20+30 1.8185 0.70 IQ 20+35 1.8233 0.69 IQ Q-15 A 0 � I � I � I v I v I v 1 V Q I v IQ v 1 VI VI VI v v v V Iv Iv Iv Iv Iv Iv I v I v I v I v I v 1 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 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 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" fi11 rri Irr iw it Yr am wo +r. Im r rr M.. 1.r ww rr� e op IN 20+40 1.8280 0.69 IQ I I I V 1 20+45 1.8327 0.68 IQ I I I V 1 20+50 1.8374 0.68 IQ I I V 1 20+55 1.8420 0.67 IQ I I ( V 1 21+ 0 1.8466 0.67 IQ I I I V 1 21+ 5 1.8512 0.66 IQ I I I v 1 21+10 1.8557 0.66 IQ I I V I 21+15 1.8602 0.65 IQ I I v I 21+20 1.8646 0.65 IQ I I I v I 21+25 1.8691 0.64 IQ I I I V I 21+30 1.8734 0.64 IQ I I I V I 21+35 1.8778 0.63 IQ I I I V 21+40 1.8821 0.63 IQ I I I V I 21+45 1.8864 0.62 IQ I I I V 21+50 1.8907 0.62 IQ I I I v 1 21+55 1.8950 0.62 IQ I I I v I 22+ 0 1.8992 0.61 IQ I I I V I 22+ 5 1.9034 0.61 IQ I I I v I 22+10 1.9076 0.61 IQ I I I v I 22+15 1.9117 0.60 IQ I I I v 1 22+20 1.9158 0.60 IQ I I I v 1 22+25 1.9199 0.59 IQ I I I v I 22+30 1.9240 0.59 IQ I I I v I 22+35 1.9280 0.59 IQ I I I v I 22+40 1.9320 0.58 IQ I I I v 1 22+45 1.9360 0.58 IQ I I I v 1 22+50 1.9400 0.58 IQ I I I v I 22+55 1.9440 0.57 IQ I I I v I 23+ 0 1.9479 0.57 IQ I I I V I 23+ 5 1.9518 0.57 IQ I I I vi 23+10 1.9557 0.56 IQ I I I VI 23+15 1.9596 0.56 IQ I I I VI 23+20 1.9634 0.56 IQ I I I VI 23+25 1.9673 0.56 IQ I I I VI 23+30 1.9711 0.55 IQ I I I VI 23+35 1.9749 0.55 IQ I I I VI 23+40 1.9786 0.55 1Q I I I VI 23+45 1.9824 0.55 IQ I I I VI 23+50 1.9861 0.54 IQ I I I VI 23+55 1.9898 0.54 IQ I ( I VI 24+ 0 1.9935 0.54 IQ I I I VI 24+ 5 1.9970 0.51 1Q I I I VI 24+10 1.9994 0.34 Q I I I VI 24+15 2.0002 0.13 Q I I I VI 24+20 2.0005 0.04 Q I I I VI 24+25 2.0006 0.01 Q I I I VI 24+30 ----------------------------------------------------------------------- 2.0006 0.00 Q I I I VI Q-16 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" r 0 ra it PM tri on ow F0 hn om Ift Pw rr y 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 06/07/05 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 4043 --------------------------------------------------------------------- TRACT 16518 UNIT HYDROGRAPH - 25 YEAR STORM Storm Event Year = 25 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 8.24 1 0.98 -------------------------------------------------------------------- Rainfall data for year 2 8.24 6 1.72 -------------------------------------------------------------------- Rainfall data for year 2 8.24 24 3.25 -------------------------------------------------------------------- Rainfall data for year 100 8.24 1 1.43 -------------------------------------------------------------------- Rainfall data for year 100 8.24 6 3.75 -------------------------------------------------------------------- Rainfall data for year 100 8.24 24 8.80 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** Q-17 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" 0 SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 111 32.0 52.0 8.24 1.000 0.785 0.600 0.471 Area -averaged adjusted loss rate Fm (In/Hr) = 0.471 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 4.94 0.600 32.0 52.0 9.23 0.256 3.30 0.400 98.0 98.0 0.20 0.965 60 Area -averaged catchment yield fraction, Y = 0.540 Area -averaged low loss fraction, Yb = 0.460 User entry of time of concentration = 0.188 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.24(Ac.) Catchment Lag time = 0.150 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 55.5259 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.471(In/Hr) Average low loss rate fraction (Yb) = 0.594 (decimal) Note: user entry of the Yb value �** VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.429(In) r Computed peak 30 -minute rainfall = 0.878(In) Specified peak 1 -hour rainfall = 1.159(In) Computed peak 3 -hour rainfall = 2.090(In) Specified peak 6 -hour rainfall = 3.031(In) Specified peak 24-hour rainfall = 6.833(In) Rainfall depth area reduction factors: Using a total area of 8.24(Ac.) (Ref: fig. E-4) e^ 5 -minute factor = 1.000 Adjusted rainfall = 0.429(In) 30 -minute factor = 1.000 Adjusted rainfall = 0.878(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.159(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.089(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.031(In) 24-hour factor = 1.000 Adjusted rainfall = 6.833(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1R Interval 'S' Graph Unit Hydrograph Number --------------------------------------------------------------------- Mean values ((CFS)) (K = 99.65 (CFS)) 1 5.606 5.587 2 36.168 30.456 3 76.834 40.525 4 93.497 16.605 5 gg,lgl 4.667 6 99.297 1.112 Im Q-18 8 PROPOSED"UNIT a HYDROGRAPH' M to 7 100.000 0.700 an-------------------------------------------------------------------- at Total soil rain loss = 3.77(In) Total effective rainfall = 3.06(In) ■w Peak flow rate in flood hydrograph = 19.15(CFS) as --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 Yri-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) �" -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 �""" ----------------------------------------------------------------------- 12+ 0 0.6917 0.98 IQ I V I I 12+ 5 0.6985 0.98 IQ I V I I 12+10 0.7051 0.96 IQ I V I I I 12+15 0.7115 0.93 IQ I V I 12+20 0.7179 0.93 IQ I V I I I 12+25 0.7244 0.94 IQ I V I I I 12+30 0.7309 0.94 IQ I V I *' 12+35 0.7374 0.95 IQ I V I I I 12+40 0.7441 0.96 IQ I V I I I 12+45 0.7508 0.97 IQ I V I I I 12+50 0.7576 0.98 IQ I V I I I 12+55 0.7644 1.00 IQ I V I I I ilr 13+ 0 0.7714 1.01 1 Q I V I I I 13+ 5 0.7784 1.02 1 Q I V I I I wis 13+10 0.7855 1.03 1 Q I V I I I 13+15 0.7927 1.05 1 Q I Vin I I I 13+20 0.8000 1.06 1 Q I V I I I 13+25 0.8074 1.08 1 Q I V I I I PM 13+30 0.8149 1.09 1 Q I V I I I Am 13+35 0.8225 1.11 1 Q I V I I I 13+40 0.8303 1.12 1 Q I V I I I ow 13+45 0.8381 1.14 1 Q I V I I 13+50 0.8461 1.16 1 Q I V I I I MW 13+55 0.8542 1.18 1 Q I V I I I 14+ 0 0.8625 1.20 1 Q I V I I I PM 14+ 5 0.8709 1.22 1 Q I V I I I 00 14+10 0.8794 1.24 1 Q I V I I I 14+15 0.8881 1.27 1 Q I V I I I 14+20 0.8970 1.29 1 Q I V I I I 14+25 0.9061 1.32 1 Q I V I I I 14+30 0.9154 1.35 1 Q I V I I I 14+35 0.9249 1.38 1 Q I V I I I 14+40 0.9346 1.41 1 Q I V I I I 14+45 0.9446 1.45 1 Q I V I I I 14+50 0.9549 1.49 1 Q I V I I I 14+55 0.9654 1.53 1 Q I V I I I 15+ 0 0.9763 1.58 1 Q I V I I I 15+ 5 0.9876 1.63 1 Q I V I I I 15+10 0.9992 1.69 1 Q I VI I I 15+15 1.0114 1.76 1 Q I VI I I 15+20 1.0240 1.83 1 Q I VI I I 15+25 1.0370 1.89 1 Q I VI I I 15+30 1.0496 1.83 1 Q I VI I I Q-19 d PROPOSED HYDROLOGY "UNIT HYDROGRAPH" N V I V I 15+35 1.0615 1.73 1 Q 15+40 1.0738 1.79 1 Q IV 15+45 1.0872 1.95 1 Q I 15+50 1.1024 2.21 1 Q Im 15+55 1.1213 2.74 I Q I 16+ 0 1.1500 4.16 I OR 16+ 5 1.2068 8.26 1 16+10 1.3256 17.25 I i6 V I IV 16+15 1.4575 19.15 I 16+20 1.5229 9.50 I i 16+25 1.5522 4.25 I IV 16+30 1.5696 2.54 I Q 16+35 1.5850 2.23 1 Q I 16+40 1.5977 1.85 1 Q I V 16+45 1.6095 1.71 1 Q 16+50 1.6205 1.60 1 Q I 16+55 1.6309 1.51 1 Q I V 17+ 0 1.6407 1.43 1 Q 17+ 5 1.6501 1.36 1 Q I 17+10 1.6590 1.30 1 Q 40 17+15 1.6676 1.25 1 Q 17+20 1.6759 1.20 1 Q im 17+25 1.6839 1.16 1 Q I V 17+30 1.6917 1.13 1 Q on 17+35 1.6993 1.09 ► Q fm 17+40 1.7066 1.06 1 Q I V 17+45 1.7137 1.04 1 Q 17+50 1.7207 1.01 1 Q om 17+55 1.7275 0.99 IQ kv 18+ 0 1.7341 0.97 IQ 18+ 5 1.7407 0.95 IQ w• 18+10 1.7473 0.96 IQ I V 18+15 1.7540 0.97 IQ 18+20 1.7607 0.97 IQ 18+25 1.7673 0.96 IQ 18+30 1.7738 0.95 IQ >rr 18+35 1.7802 0.93 IQ 18+40 1.7866 0.92 IQ !w 18+45 1.7928 0.91 IQ 18+50 1.7990 0.89 IQ 18+55 1.8051 0.88 IQ 19+ 0 1.8111 0.87 IQ 19+ 5 1.8170 0.86 IQ 19+10 1.8229 0.85 IQ 19+15 1.8287 0.84 IQ 19+20 1.8344 0.83 IQ 19+25 1.8401 0.82 IQ 19+30 1.8457 0.81 IQ 19+35 1.8512 0.81 IQ ? 19+40 1.8567 0.80 IQ 19+45 1.8621 0.79 IQ 19+50 1.8675 0.78 IQ 19+55 1.8729 0.77 IQ 20+ 0 1.8782 0.77 IQ to 20+ 5 1.8834 0.76 IQ 20+10 1.8886 0.75 IQ W 20+15 1.8937 0.75 IQ 20+20 1.8988 0.74 IQ 20+25 1.9039 0.74 IQ 20+30 1.9089 0.73 IQ Q-20 N V I V I V I V I IV I IV I Q I V I I V I Q I V I Q Q VI I VI I VI I V I V I V I V I IV I IV I IV I IV i IV I IV I I V I I V I I V I I V I I V I I V I I V I i V I I V I I V I I V I I V I I V I I V I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V i I V I I V I I V I I V I I V I I V I I V I I V I I V PROPOSED HYDROLOGY "UNIT HYDROGRAPH" ANN a mm 40 Aw im w om im ww am po +ip w is OW r on low PM ib on w F 40 i11 20+35 1.9139 0.72 IQ I I I v 1 20+40 1.9188 0.72 IQ I I I v 1 20+45 1.9238 0.71 IQ I I I v 1 20+50 1.9286 0.71 IQ I I I v 1 20+55 1.9335 0.70 IQ I I I v 1 21+ 0 1.9382 0.70 IQ I I I v 1 21+ 5 1.9430 0.69 IQ I I I v 1 21+10 1.9477 0.69 IQ I I I v 1 21+15 1.9524 0.68 IQ I I I v 1 21+20 1.9571 0.68 IQ I I I v 1 21+25 1.9617 0.67 IQ I I I v 1 21+30 1.9663 0.67 IQ I I I v 1 21+35 1.9709 0.66 IQ I I I v 1 21+40 1.9755 0.66 IQ I I I v 1 21+45 1.9800 0.66 IQ I I I v 1 21+50 1.9845 0.65 IQ I I I v 1 21+55 1.9889 0.65 IQ I I I v 1 22+ 0 1.9933 0.64 IQ I I I v 1 22+ 5 1.9978 0.64 IQ I I I v l 22+10 2.0021 0.64 IQ I I I v l 22+15 2.0065 0.63 IQ I I I v l 22+20 2.0108 0.63 IQ I I I v l 22+25 2.0151 0.63 IQ - I I I- v I 22+30 2.0194 0.62 IQ I I I v l 22+35 2.0237 0.62 1Q I I I v l 22+40 2.0279 0.62 IQ I I I v l 22+45 2.0321 0.61 IQ I I I v l 22+50 2.0363 0.61 IQ I I I v 1 22+55 2.0405 0.61 IQ I I I v 1 23+ 0 2.0446 0.60 IQ I I I v 1 23+ 5 2.0488 0.60 IQ I I I vl 23+10 2.0529 0.60 IQ I I I vl 23+15 2.0570 0.59 IQ I I I vl 23+20 2.0610 0.59 IQ I I I vl 23+25 2.0651 0.59 IQ I I I vi 23+30 2.0691 0.59 IQ I I I v1 23+35 2.0731 0.58 IQ I I I vi 23+40 2.0771 0.58 IQ I I I vi 23+45 2.0811 0.58 IQ I I I vl 23+50 2.0850 0.57 IQ I I I vl 23+55 2.0890 0.57 IQ I I I vl 24+ 0 2.0929 0.57 IQ I I I vl 24+ 5 2.0966 0.54 IQ I I I vi 24+10 2.0991 0.36 Q I I I vl 24+15 2.1000 0.13 Q I I I vl 24+20 2.1002 0.04 Q I I I vl 24+25 2.1003 0.01 Q I I I vl 24+30 ----------------------------------------------------------------------- 2.1003 0.00 Q I I I vl Q-21 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" am No U n i t H y d r o g r a p h A n a l y s i s so Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 wm Study date 06/07/05 ow ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ as--------------------------- -------------------------------------------- Ift San Bernardino County Synthetic Unit Hydrology Method r,,,, Manual date - August 1986 OM Program License Serial Number 4043 +Iw► --------------------------------------------------------------------- we TRACT 16518 rr UNIT HYDROGRAPH - 100 YR STORM PM ar Storm Event Year = 100 A. Antecedent Moisture Condition = 3 aw 4" English (in -lb) Input Units Used Vw English Rainfall Data (Inches) Input Values Used am English Units used in output format No ******** Area -averaged max loss rate, Fm ******** PROPOSED HYDROLOGY Q 22 "UNIT HYDROGRAPH" rw Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal w. (Ac.) (hours) (In) Rainfall data for year 10 irr 8.24 1 0.98 -------------------------------------------------------------------- Rainfall data for year 2 8.24 6 1.72 ----------------------------------------------------------------•--- Rainfall data for year 2 8.24 24 3.25 -------------------------------------------------------------------- Rainfall data for year 100 40 8.24 1 1.43 No----------------------------------------------------------------- Rainfall data for year 100 8.24 6 3.75 ---------------------------------------------------------------- �= Rainfall data for year 100 8.24 24 8.80 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** PROPOSED HYDROLOGY Q 22 "UNIT HYDROGRAPH" 40 40 SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) r 32.0 52.0 8.24 1.000 0.785 0.600 0.471 �w Area -averaged adjusted loss rate Fm (In/Hr) = 0.471 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 4.94 0.600 32.0 52.0 9.23 0.340 3.30 0.400 98.0 98.0 0.20 0.973 Area -averaged catchment yield fraction, Y = 0.593 Area -averaged low loss fraction, Yb = 0.407 User entry of time of concentration = 0.186 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.24(Ac.) Catchment Lag time = 0.149 hours Unit interval = 5.000 minutes �+ Unit interval percentage of lag time = 56.0036 Hydrograph baseflow = 0.00(CFS) *f Average maximum watershed loss rate(Fm) = 0.471(In/Hr) Average low loss rate fraction (Yb) 0.594 (decimal) Note: user entry of the Yb value .�. VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.529(In) err Computed peak 30 -minute rainfall = 1.084(In) Specified peak 1 -hour rainfall = 1.430(In) •�* Computed peak 3 -hour rainfall = 2.583(In) Specified peak 6 -hour rainfall = 3.750(In) Specified peak 24-hour rainfall = 8.800(In) Rainfall depth area reduction factors: Using a total area of 8.24(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.529(In) 30 -minute factor = 1.000 Adjusted rainfall = 1.083(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.429(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.582(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.750(In) 24-hour factor = 1.000 Adjusted rainfall = 8.800(In) ------------------------------------------------------ U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Ir Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------- (K = 99.65 (CFS)) 1 5.701 5.681 2 36.739 30.931 3 77.428 40.547 4 93.740 16.256 5 98_246 4.490 6 99.344 1.094 Q-23 PROPOSED HYDROLOGY M0 "UNIT HYDROGRAPH" r-.� F9 7 100.000 0.653 ------------------------------------------------------------- -------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 4.82(In) Total effective rainfall = 3.98(In) Peak flow rate in flood hydrograph = 24.47(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 flr------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) bw ------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 '"" --------------------------------------------------------- 12+ 0 0.9192 1.27 IQ I V I 12+ 5 0.9280 1.27 IQ I V I a.r 12+10 0.9364 1.23 IQ I V I I I 12+15 0.9445 1.17 IQ I V I M„ 12+20 0.9525 1.16 IQ I V I I I 'W 12+25 0.9605 1.16 IQ I V I I I 12+30 0.9686 1.17 IQ I V I I I am 12+35 0.9767 1.18 IQ I V I I I 12+40 0.9849 1.20 IQ I V I I I am 12+45 0.9933 1.21 IQ I Vow I I I 12+50 1.0017 1.22 IQ I V I I I 12+55 1.0102 1.24 IQ I V I I I it 13+ 0 1.0188 1.25 IQ I V I I I 13+ 5 1.0275 1.27 IQ I V I s■ 13+10 1.0364 1.28 IQ I V I I I 13+15 1.0453 1.30 IQ I V 1 I I 6" 13+20 1.0544 1.32 IQ I V I I I 13+25 1.0636 1.33 IQ I V I I I .. 13+30 1.0729 1.35 IQ I V I I I 13+35 1.0823 1.37 IQ I V I I I 13+40 1.0919 1.39 IQ I V I I 1 �., 13+45 1.1017 1.41 IQ I V 13+50 1.1115 1.44 IQ I V I I I 13+55 1.1216 1.46 IQ I V I 1 14+ 0 1.1318 1.49 IQ I V I I I 14+ 5 1.1422 1.51 1 Q I V I I I 14+10 1.1529 1.54 1 Q I V I I I 14+15 1.1637 1.57 1 Q I V I I 1 an 14+20 1.1747 1.60 1 Q I V I I 1 14+25 1.1860 1.64 1 Q I V 14+30 1.1975 1.67 I Q I V I I I 14+35 1.2093 1.71 1 Q I V 14+40 1.2213 1.75 1 Q I V 14+45 1.2337 1.80 1 Q I V I I 1 1 14+50 1.2464 1.85 1 Q I Von I I 14+55 1.2595 1.90 1 Q I V 15+ 0 1.2730 1.96 i Q I V I I I ib 15+ 5 1.2870 2.02 1 Q I V 15+10 1.3014 2.10 1 Q I V1 1 1 �► 15+15 1.3164 2.18 1 Q I VI I 1 15+20 1.3320 2.27 1 Q I VI I I 15+25 1.3482 2.34 I Q I VI I 1 15+30 1.3637 2.26 1 Q I VI "^ PROPOSED HYDROLOGY Q_24 "UNIT HYDROGRAPH" aw r-.� F9 40 40 so ev OR 40 ON it 4m No PM so E go or 00 Wr w do d 0 on ar 15+35 1.3784 2.13 1 Q I V I 15+40 1.3936 2.20 1 Q I V I 15+45 1.4104 2.44 1 Q I V I 15+50 1.4308 2.97 1 Q I V i 15+55 1.4582 3.98 1 Q I IV I 16+ 0 1.4994 5.98 1 Q I IV I 16+ 5 1.5762 11.16 1 1 Q I V I 16+10 1.7304 22.38 I I I V QI 16+15 1.8989 24.47 I 1 I V I Q 16+20 1.9828 12.18 I 1 Q I VI 16+25 2.0201 5.42 1 Q I I VI 16+30 2.0421 3.20 1 Q I I VI 16+35 2.0611 2.75 1 Q I I V 16+40 2.0769 2.30 1 Q i I V 16+45 2.0915 2.12 1 Q I I V 16+50 2.1051 1.98 1 Q I I V 16+55 2.1180 1.86 1 Q I I IV 17+ 0 2.1301 1.77 1 Q I I IV 17+ 5 2.1417 1.68 1 Q I I IV 17+10 2.1528 1.61 1 Q I I IV 17+15 2.1635 1.55 1 Q I I IV 17+20 2.1737 1.49 IQ I I IV 17+25 2.1837 1.44 IQ I I IV 17+30 2.1933 1.40 IQ I I I V 17+35 2.2026 1.36 IQ I I I V 17+40 2.2117 1.32 IQ I I I V 17+45 2.2206 1.29 IQ I I I V 17+50 2.2292 1.25 IQ I I I V 17+55 2.2377 1.23 IQ I I I V 18+ 0 2.2459 1.20 IQ I I i V 18+ 5 2.2541 1.18 IQ I I I V 18+10 2.2624 1.21 IQ I I I V 18+15 2.2710 1.25 IQ I I I V 18+20 2.2797 1.26 IQ I I ( V 18+25 2.2883 1.25 IQ I I I V 18+30 2.2968 1.23 IQ I I I V 18+35 2.3052 1.22 IQ I I I V 18+40 2.3134 1.20 IQ i I I V 18+45 2.3216 1.18 IQ I I I V 18+50 2.3297 1.17 IQ I I I V 18+55 2.3376 1.16 IQ I ( I V 19+ 0 2.3455 1.14 IQ I I I V 19+ 5 2.3533 1.13 IQ I I I V 19+10 2.3610 1.12 IQ I I I V 19+15 2.3686 1.11 IQ I I ( V 19+20 2.3761 1.09 IQ I I I V 19+25 2.3836 1.08 IQ I I I V 19+30 2.3909 1.07 IQ I I I V 19+35 2.3983 1.06 IQ I I I V 19+40 2.4055 1.05 IQ I I I V 19+45 2.4127 1.04 IQ I I I V 19+50 2.4198 1.03 IQ I I I V 19+55 2.4268 1.02 IQ I I I V 20+ 0 2.4338 1.01 IQ I I I V 20+ 5 2.4407 1.01 IQ I I I V 20+10 2.4476 1.00 IQ ( I I V 20+15 2.4544 0.99 IQ I I I V 20+20 2.4612 0.98 IQ I I I V 20+25 2.4679 0.97 IQ I _ i I V 20+30 2.4746 0.97 IQ I I I V Q-25 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" 0 va to p" am PM 4 PIN r 000 Yo om V PM frr h 20+35 2.4812 0.96 IQ I I I V I 20+40 2.4878 0.95 IQ I I I V 20+45 2.4943 0.95 IQ I I I V I 20+50 2.5007 0.94 IQ I I I V I 20+55 2.5072 0.93 IQ I I I V 1 21+ 0 2.5136 0.93 IQ I I I V 1 21+ 5 2.5199 0.92 IQ I I I V 1 21+10 2.5262 0.91 14 I I I V I 21+15 2.5325 0.91 1Q I I I V I 21+20 2.5387 0.90 IQ I I I V I 21+25 2.5449 0.90 IQ I I I V I 21+30 2.5510 0.89 IQ I ( I V 1 21+35 2.5571 0.89 IQ I I I V I 21+40 2.5632 0.88 ►Q I I I V I 21+45 2.5692 0.88 IQ I I I V 1 21+50 2.5752 0.87 IQ I I I V I 21+55 2.5812 0.87 IQ I I I V I 22+ 0 2.5871 0.86 ►Q 1 I I V 1 22+ 5 2.5930 0.86 IQ I I I V 1 22+10 2.5989 0.85 IQ I I I V I 22+15 2.6047 0.85 IQ I I I V I 22+20 2.6105 0.84 IQ I I I V I 22+25 2.6163 0.84 IQ I I I V 1 22+30 2.6221 0.83 IQ I I I V 1 22+35 2.6278 0.83 IQ I I i V 1 22+40 2.6335 0.83 1Q I I I V I 22+45 2.6391 0.82 IQ I I I V 1 22+50 2.6448 0.82 IQ I I I V I 22+55 2.6504 0.81 IQ I I I V 1 23+ 0 2.6559 0.81 IQ I I I V I 23+ 5 2.6615 0.81 IQ I I I V 1 23+10 2.6670 0.80 IQ I I I VI 23+15 2.6725 0.80 IQ I I I VI 23+20 2.6780 0.80 IQ I I I VI 23+25 2.6835 0.79 IQ I I I VI 23+30 2.6889 0.79 IQ I I I VI 23+35 2.6943 0.78 IQ I I I VI 23+40 2.6997 0.78 1Q I I I VI 23+45 2.7050 0.78 IQ I I I VI 23+50 2.7104 0.77 IQ I I I VI 23+55 2.7157 0.77 IQ ► I I VI 24+ 0 2.7210 0.77 IQ I I I VI 24+ 5 2.7259 0.72 Q I I I VI 24+10 2.7293 0.48 Q I I I VI 24+15 2.7305 0.17 Q I I I VI 24+20 2.7308 0.05 Q I I i VI 24+25 2.7309 0.01 Q I I I VI 24+30 ----------------------------------------------------------------------- 2.7309 0.00 Q I I I V Q-26 PROPOSED HYDROLOGY "UNIT HYDROGRAPH" pa go ewe wr •rr r� r A" aw .• am OM low PM No OM No on w 4, 0 pe �r n. BASIN FLOOD ROUTING Q-1 Basin Routing t 1 a 1 fit II a I 11 11- 11 t 1 [ l ( 1 1 1 1 1 1 1 t 1 11 11 11 11 a 1 a I Summary Table Storm Frequency Existing Runoff Proposed Runoff Unit H dro rah Basin Outflow *Outflow to Streets % Discharge After Development Basin Depth 2 4.7 - 9.8 4.6 4.5 95.7% 3.6 5 7.0 - 13.1 5.8 5.7 81.4% 4.1 10 8.7 - 15.8 6.3 6.2 71.3% 4.5 25 11.0 16.4 19.2 6.9 6.8 61.8% 5.0 100 14.6 21.0 24.5 7.7 7.6 52.1% 5.7 *Please note that approximately 0.1 cfs is expected to infiltrate, therefore is not considered part of the post development runoff r 1 r' J a I a 2 a I a I a i t i t 1 r l r i r 1 I l [ I r l a! r 1 t 1 a i Depth vs. Storage Table Area of 12" Pipe= .0.79 Perimeter of 12" Stand Pipe= 3.141 C (Sharp Crested Weir)= 3.3 Slope (X:1) 3 Cd (Sharp Edge Orifice)= 0.62 Orifice Weir Qout Qout Qout Qout Depth Depth Total Total (6'x25') Total Ex. 12" Cylinder Total Ex. 12" Base Elevation of Basin over Orifice Perimeter Basin Volume Cylinder Volume System Volume Ac -Ft Stand Pipe (cfs) (cfs) Stand Pipe Area 1019 1342 0 0 160 0 2,120 2,120 0.05 0.00 0.10 0.10 0.00 1342.5 0.5 0 169 573 2,120 2,693 0.06 0.00 0.10 0.10 0.00 1343 1 0 183 1,294 2,120 3,414 0.08 0.00 0.10 0.10 0.00 1344 2 0 204 3,262 2,120 5,382 0.12 0.00 0.10 0.10 0.00 1345 3 0.5 227 6,122 2,120 8,242 0.19 2.78 0.10 2.88 3.66 1346 4 2 250 10,076 2,120 12,196 0.28 5.56 0.10 5.66 29.32 1347 5 3 272 15,295 2,120 17,415 0.40 6.81 0.10 6.91 53.86 1348 6 4 295 22,044 2,120 24,164 0.55 7.86 0.10 7.96 82.92 1349 7 5 319 30,580 2,120 32,700 0.75 8.79 0.10 8.89 115.89 V/ voluwre btlew fh,'J jo-', J / Note that the outlet pipe will be an 18" RCP with an 12" orifice pFatea "" bt r-5. R 0 PM ew r. OR bw Pa v O. 60 r 40 ilo 0 e ew Yr AM ikr TGA Development & Engineering, Inc. 1181 California Ave. Suite 101 B _ _ _ r A -/ nnA VVI VI IG, Date: Calculated By: /4-4 �, o ,� ra P 7 i � GIllG // C� d rq f� /uc z 77�- L3,� 0 (L313 Dc, y9 3 lel, a , b,- ,T J- 6, / 2 z �f h-eeW fo 5 ") ) =:: / 5, 9,4,,-5, a 0 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (C) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 01/07/03 TR 16518 BASIN ROUTING Q02 Program License Serial Number 4043 -------------------------------------------------------------------- 60 ********************* HYDROGRAPH INFORMATION ********************** am From study/file name: 1651802U.rte r***************************HYDROGRAPH DATA**************************** to Number of intervals = 294 Time interval = 5.0 (Min.) ow Maximum/Peak flow rate = 9.808 (CFS) Total volume = 0.983 (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 9.000 to Point/Station 12.G00 **** RETARDING BASIN ROUTING **** W PM Q-2 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-0*dt/2) (S+O*dt/2) (Ft.) (AC.Ft) (CFS) (Ac.Ft) (Ac.Ft) W--------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.500 0.060 0.100 0.060 0.060 1.000 0.080 0.101 0.080 0.080 PM 2.000 0.120 0.102 0.120 0.120 W PM Q-2 Basin Routing M do 3.000 0.190 2.880 0.180 0.200 4.000 0.280 5.660 0.261 0.299 5.000 0.400 6.910 0.376 0.424 on 6.000 0.550 7.960 0.523 0.577 7.000 0.750 8.890 0.719 0.781 Aw -------------------------------------------------------------------- Hydrograph Detention Basin Routing irr --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (AC.Ft) .0 2.5 4.90 7.36 9.81 (Ft.) 0.083 0.01 0.00 0.000 0 0.00 am 0.167 0.07 0.00 0.000 0 0.00 iM 0.250 0.16 0.00 0.001 0 I 0.01 0.333 0.19 0.00 0.002 0 0.02 4M 0.417 0.21 0.01 0.004 0 ( 0.03 0.500 0.21 0.01 0.005 O 0.04 0.583 0.21 0.01 0.006 0 0.05 0.667 0.21 0.01 0.008 O 0.06 1n 0.750 0.21 0.02 0.009 0 0.08 0.833 0.21 0.02 0.011 0 0.09 111 0.917 0.21 0.02 0.012 O I 0.10 1.000 0.21 0.02 0.013 0 0.11 No 1.083 0.22 0.02 0.015 O ( I 0.12 1.167 0.22 0.03 0.016 0 0.13 ON 1.250 0.22 0.03 0.017 0 I ( 0.14 1.333 0.22 0.03 0.018 0 0.15 on 1.417 0.22 0.03 0.020 0 ( I 0.16 1.500 0.22 0.03 0.021 O 0.17 1.583 0.22 0.04 0.022 0 0.19 �w 1.667 0.22 0.04 0.023 0 0.20 1.750 0.22 0.04 0.025 O 0.21 r�r 1.833 0.22 0.04 0.026 O 0.22 1.917 0.22 0.05 0.027 0 0.23 2.000 0.22 0.05 0.028 O 0.24 2.083 0.22 0.05 0.030 O 0.25 2.167 0.22 0.05 0.031 0 I 0.26 2.250 0.23 0.05 0.032 0 0.27 2.333 0.23 0.06 0.033 O 0.28 2.417 0.23 0.06 0.034 0 0.29 2.500 0.23 0.06 0.036 O 0.30 2.583 0.23 0.06 0.037 0 0.31 P- 2.667 0.23 0.06 0.038 0 0.32 bw 2.750 0.23 0.06 0.039 0 0.32 2.833 0.23 0.07 0.040 0 0.33 an 2.917 0.23 0.07 0.041 0 0.34 3.000 0.23 0.07 0.042 O 0.35 im 3.083 0.23 0.07 0.043 0 0.36 3.167 0.23 0.07 0.045 0 ( 0.37 4M 3.250 0.23 0.08 0.046 O 0.38 3.333 0.24 0.08 0.047 0 0.39 3.417 0.24 0.08 0.048 O 0.40 3.500 0.24 0.08 0.049 0 0.41 3.583 0.24 0.08 0.050 0 0.42 3.667 0.24 0.08 0.051 0 0.42 3.750 0.24 0.09 0.052 0 I 0.43 3.833 0.24 0.09 0.053 0 0.44 3.917 0.24 0.09 0.054 0 0.45 4.000 0.24 0.09 0.055 0 0.46 4.083 0.24 0.09 0.056 0 I I I 0.47 4.167 0.24 0.10 0.057 O 0.48 4.250 0.24 0.10 0.058 0 0.49 Q-3 Basin Routing on do 4.333 0.25 0.10 0.059 O 0.49 4.417 0.25 0.10 0.060 O 0.51 4.500 0.25 0.10 0.061 O 0.53 4.583 0.25 0.10 0.062 O 0.56 4.667 0.25 0.10 0.063 O ( 0.58 4.750 0.25 0.10 0.064 O 0.61 No 4.833 0.25 0.10 0.065 0 0.64 4.917 0.25 0.10 0.066 0 0.66 5.000 0.25 0.10 0.068 O 0.69 5.083 0.25 0.10 0.069 0 0.71 an 5.167 0.26 0.10 0.070 0 0.74 5.250 0.26 0.10 0.071 O ( 0.77 5.333 0.26 0.10 0.072 0 0.79 5.417 0.26 0.10 0.073 0 I 0.82 r.. 5.500 0.26 0.10 0.074 0 0.85 5.583 0.26 0.10 0.075 0 0.88 5.667 0.26 0.10 0.076 O 0.90 �.. 5.750 0.26 0.10 0.077 O 0.93 5.833 0.26 0.10 0.078 0 0.96 5.917 0.27 0.10 0.080 O ( 0.99 6.000 0.27 0.10 0.081 0 I 1.02 6.083 0.27 0.10 0.082 O 1.05 6.167 0.27 0.10 0.083 0 1.07 Yr 6.250 0.27 0.10 0.084 0 1.10 6.333 0.27 0.10 0.085 O 1.13 on 6.417 0.27 0.10 0.086 0 1.16 6.500 0.27 0.10 0.088 O 1.19 it 6.583 0.28 0.10 0.089 0 ( ( 1.22 6.667 0.28 0.10 0.090 O 1.25 pm 6.750 0.28 0.10 0.091 0 I 1.28 Yr 6.833 0.28 0.10 0.092 O 1.31 6.917 0.28 0.10 0.094 0 1.34 uw 7.000 0.28 0.10 0.095 0 I I 1.37 7.083 0.28 0.10 0.096 O 1.40 7.167 0.28 0.10 0.097 O ( I 1.44 7.250 0.29 0.10 0.099 0 1.47 7.333 0.29 0.10 0.100 O ( 1.50 7.417 0.29 0.10 0.101 0 1.53 7.500 0.29 0.10 0.103 0 ( 1.56 7.583 0.29 0.10 0.104 0 1.60 w� 7.667 0.29 0.10 0.105 O 1.63 7.750 0.30 0.10 0.107 0 1.66 7.833 0.30 0.10 0.108 0 1.70 7.917 0.30 0.10 0.109 0 1.73 pm 8.000 0.30 0.10 0.111 O 1.76 V 8.083 0.30 0.10 0.112 O 1.80 8.167 0.30 0.10 0.113 O ( 1.83 8.250 0.30 0.10 0.115 O 1.87 8.333 0.31 0.10 0.116 OI ( 1.90 8.417 0.31 0.10 0.118 OI 1.94 8.500 0.31 0.10 0.119 OI I 1.97 OR 8.583 0.31 0.12 0.120 OI ( 2.01 8.667 0.31 0.16 0.122 OI 2.02 8.750 0.32 0.20 0.122 OI 2.04 8.833 0.32 0.23 0.123 02 2.05 8.917 0.32 0.25 0.124 OI 2.05 9.000 0.32 0.27 0.124 OI 2.06 9.083 0.32 0.28 0.124 OI 2.06 9.167 0.33 0.29 0.125 OI I 2.07 9.250 0.33 0.30 0.125 OI 2.07 9.333 0.33 0.31 0.125 10 I 2.07 9.417 0.33 0.31 0.125 10 2.08 4m 9.500 0.33 0.32 0.125 10 2.08 9.583 0.34 0.32 0.126 10 ( 2.08 Q-4 IWR wo Basin Routing an IN 9.667 0.34 0.33 0.126 10 9.750 0.34 0.33 0.126 10 go 9.833 0.34 0.33 0.126 10 9.917 0.35 0.34 0.126 10 ON 10.000 0.35 0.34 0.126 10 10.083 0.35 0.34 0.126 10 on 10.167 0.35 0.34 0.126 10 10.250 0.36 0.35 0.126 10 iN 10.333 0.36 0.35 0.126 10 10.417 0.36 0.35 0.126 10 A 10.500 0.36 0.35 0.126 10 10.583 0.37 0.36 0.126 10 10.667 0.37 0.36 0.127 IO 10.750 0.37 0.36 0.127 10 e,. 10.833 0.38 0.37 0.127 10 irr 10.917 0.38 0.37 0.127 10 11.000 0.38 0.37 0.127 10 On 11.083 0.39 0.38 0.127 10 11.167 0.39 0.38 0.127 10 11.250 0.39 0.38 0.127 10 11.333 0.40 0.38 0.127 10 11.417 0.40 0.39 0.127 10 11.500 0.40 0.39 0.127 10 low 11.583 0.41 0.40 0.127 (0 11.667 0.41 0.40 0.127 10 PM 11.750 0.42 0.40 0.128 10 bw 11.833 0.42 0.41 0.128 10 11.917 0.43 0.41 0.128 10 12.000 0.43 0.41 0.128 10 OF" 12.083 0.44 0.42 0.128 10 am 12.167 0.46 0.43 0.128 10 12.250 . 0.50 0.44 0.129 10 w. 12.333 0.51 0.46 0.129 10 12.417 0.52 0.47 0.129 10 12.500 0.53 0.48 0.130 10 12.583 0.53 0.49 0.130 10 PM 12.667 0.54 0.51 0.130 10 12.750 0.55 0.51 0.130 10 fin, 12.833 0.55 0.52 0.131 10 12.917 0.56 0.53 0.131 10 FM 13.000 0.57 0.54 0.131 10 b, 13.083 0.57 0.55 0.131 10 13.167 0.58 0.55 0.131 10 13.250 0.59 0.56 0.132 10 on 13.333 0.60 0.57 0.132 10 No 13.417 0.60 0.58 0.132 10 13.500 0.61 0.58 0.132 10 w 13.583 0.62 0.59 0.132 JOI 13.667 0.63 0.60 0.133 JOI 1 13.750 0.64 0.61 0.133 IOI 13.833 0.65 0.62 0.133 1 0 13.917 0.66 0.63 0.133 1 O 14.000 0.67 0.64 0.133 1 0 14.083 0.69 0.65 0.134 1 0 14.167 0.70 0.66 0.134 0 Im 14.250 0.71 0.67 0.134 0 14.333 0.73 0.68 0.135 0 14.417 0.74 0.69 0.135 0 14.500 0.76 0.71 0.135 I 0 14.583 0.78 0.72 0.136 0 14.667 0.80 0.74 0.136 I 0 14.750 0.82 0.75 0.136 0 1 14.833 0.84 0.77 0.137 I 0 14.917 0.86 0.79 0.137 1 0 Q-5 A Ir 2.08 2.08 2.08 2.08 2.09 2.09 2.09 2.09 2.09 2.09 2.09 2.09 2.09 2.09 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.10 2.11 2.11 2.11 2.11 2.11 2.11 2.11 2.12 2.12 2.13 2.13 2.14 2.14 2.15 2.15 2.15 2.15 2.16 2.16 2.16 2.17 2.17 2.17 2.17 2.18 2.18 2.18 2.19 2.19 2.19 2.20 2.20 2.20 2.21 2.21 2.22 2.22 2.23 2.23 2.24 2.25 Basin Routing M pm ►Lr PonJ1r lar Ir. bw •w IIr oft rr at AM w Ys r� �F to e 15.000 0.89 0.81 0.138 0 2.26 15.083 0.92 0.84 0.138 OI ( 2.26 15.167 0.96 0.86 0.139 OI 2.27 15.250 0.99 0.89 0.140 OI 2.28 15.333 1.04 0.92 0.141 OI 2.29 15.417 1.07 0.95 0.141 0 2.31 15.500 1.04 0.98 0.142 I 0 2.31 15.583 0.99 0.99 0.142 ( 0 2.32 15.667 1.02 0.99 0.142 0 ( 2.32 15.750 1.11 1.01 0.143 O ( 2.33 15.833 1.25 1.05 0.144 0I 2.34 15.917 1.46 1.12 0.146 1 OI 2.37 16.000 1.87 1.26 0.149 1 0 I 2.42 16.083 3.56 1.61 0.158 1 O I 2.54 16.167 8.20 2.63 0.184 1 0 I 2.91 16.250 9.81 3.91 0.223 1 1 0 I 3.37 16.333 5.13 5_9 0.245 0 I 16.417 2.38 4.43 0.240 0 3.56 16.500 1.42 3.95 0.224 I 0 3.38 16.583 1.28 3.45 0.208 I 0 3.20 16.667 1.05 3.01 0.194 I IO I I 3.05 16.750 0.97 2.56 0.182 1 I 0 2.88 16.833 0.91 2.17 0.172 I I 01 2.74 16.917 0.85 1.86 0.164 I 0 2.63 17.000 0.81 1.61 0.158 I I 0 2.54 17.083 0.77 1.41 0.153 I 0 I 2.47 17.167 0.73 1.25 0.149 I O 2.42 17.250 0.71 1.13 0.146 IO 2.37 17.333 0.68 1.02 0.143 IO 2.33 17.417 0.66 0.94 0.141 1 IO 2.30 17.500 0.64 0.87 0.139 1 0 2.28 17.583 0.62 0.81 0.138 1 0 2.25 17.667 0.60 0.76 0.137 IIO 2.24 17.750 0.58 0.72 0.136 JIO 2.22 17.833 0.57 0.69 0.135 JIO 2.21 17.917 0.56 0.66 0.134 IIO 2.20 18.000 0.54 0.63 0.133 lIO 1 2.19 18.083 0.53 0.61 0.133 10 ( 2.18 18.167 0.50 0.58 0.132 10 2.17 18.250 0.46 0.56 0.132 10 ( 2.16 18.333 0.44 0.53 0.131 10 2.15 18.417 0.42 0.51 0.130 10 2.15 18.500 0.41 0.49 0.130 10 2.14 18.583 0.41 0.47 0.129 10 2.13 18.667 0.40 0.45 0.129 10 1 2.13 18.750 0.39 0.44 0.128 10 2.12 18.833 0.38 0.43 0.128 10 2.12 18.917 0.38 0.42 0.128 10 2.11 19.000 0.37 0.41 0.128 10 2.11 19.083 0.37 0.40 0.127 10 2.11 19.167 0.36 0.39 0.127 10 2.10 19.250 0.35 0.38 0.127 10 1 2.10 19.333 0.35 0.37 0.127 10 1 I 2.10 19.417 0.34 0.37 0.127 10 2.10 19.500 0.34 0.36 0.127 10 2.09 19.583 0.34 0.36 0.126 10 2.09 19.667 0.33 0.35 0.126 10 2.09 19.750 0.33 0.35 0.126 10 2.09 19.833 0.32 0.34 0.126 10 2.09 19.917 0.32 0.34 0.126 10 I 2.08 20.000 0.31 0.33 0.126 10 2.08 20.083 0.31 0.33 0.126 10 I 2.08 20.167 0.31 0.32 0.126 10 2.08 20.250 0.30 0.32 0.125 IO I 2.08 Q-6 Basin Routing M iN 20.333 0.30 0.31 0.125 IO I I I I 2.08 20.417 0.30 0.31 0.125 IO I I I I 2.08 4M 20.500 0.29 0.31 0.125 IO I I I I 2.07 20.583 0.29 0.30 0.125 0 I I I I 2.07 to 20.667 0.29 0.30 0.125 O I I I I 2.07 20.750 0.29 0.30 0.125 O I I I I 2.07 20.833 0.28 0.29 0.125 O I I I I 2.07 20.917 0.28 0.29 0.125 O ( I I I 2.07 iw 21.000 0.28 0.29 0.125 O I I I I 2.07 21.083 0.27 0.28 0.125 O I I I I 2.07 21.167 0.27 0.28 0.125 O I I I I 2.06 21.250 0.27 0.28 0.124 0 I I I I 2.06 21.333 0.27 0.28 0.124 O ( I I I 2.06 21.417 0.26 0.27 0.124 O I I I I 2.06 21.500 0.26 0.27 0.124 O I I I I 2.06 ry 21.583 0.26 0.27 0.124 O I I I I 2.06 21.667 0.26 0.27 0.124 0 I I I I 2.06 }w 21.750 0.26 0.26 0.124 O I I I ( 2.06 21.833 0.25 0.26 0.124 O I I I I 2.06 21.917 0.25 0.26 0.124 O I ( I ( 2.06 22.000 0.25 0.26 0.124 0 I I I I 2.06 22.083 0.25 0.26 0.124 O I I I I 2.06 22.167 0.25 0.25 0.124 O I I I I 2.05 22.250 0.24 0.25 0.124 O I I ( I 2.05 22.333 0.24 0.25 0.124 0 ( I I I 2.05 22.417 0.24 0.25 0.124 O I ( I I 2.05 22.500 0.24 0.25 0.124 O I I I I 2.05 rrr 22.583 0.24 0.24 0.124 O I I I I 2.05 22.667 0.24 0.24 0.124 0 I I I I 2.05 22.750 0.23 0.24 0.123 O I I I I 2.05 it 22.833 0.23 0.24 0.123 O I I I I 2.05 22.917 0.23 0.24 .0.123 0 I I I I 2.05 4m 23.000 0.23 0.24 0.123 O I I I I 2.05 23.083 0.23 0.23 0.123 0 I I I I 2.05 46 23.167 0.23 0.23 0.123 0 I I I I 2.05 23.250 0.22 0.23 0.123 0 I I I I 2.05 23.333 0.22 0.23 0.123 0 I I I I 2.05 23.417 0.22 0.23 0.123 O I ( I I 2.05 23.500 0.22 0.23 0.123 O I I I I 2.04 23.583 0.22 0.22 0.123 O I I I I 2.04 23.667 0.22 0.22 0.123 O I I I I 2.04 23.750 0.22 0.22 0.123 0 I I I I 2.04 23.833 0.22 0.22 0.123 O I I I I 2.04 23.917 0.21 0.22 0.123 O I I I I 2.04 PM 24.000 0.21 0.22 0.123 O I I i I 2.04 24.083 0.20 0.21 0.123 O I I I I 2.04 24.167 0.14 0.20 0.123 0 I I I I 2.04 24.250 0.05 0.18 0.122 O I I I I 2.03 24.333 0.02 0.14 0.121 O I I I I 2.01 24.417 0.00 0.11 0.120 0 I I I ( 2.00 24.500 0.00 0.10 0.120 O I I I 1.99 24.583 0.00 0.10 0.119. 0 I I I I 1.97 24.667 0.00 0.10 0.118 O I I I I 1.95 24.750 0.00 0.10 0.117 O I I I I 1.94 24.833 0.00 0.10 0.117 0 I I I I 1.92 24.917 0.00 0.10 0.116 O I I I I 1.90 25.000 0.00 0.10 0.115 0 I I I I 1.88 25.083 0.00 0.10 0.115 O I I I I 1.87 25.167 0.00 0.10 0.114 O I I I I 1.85 25.250 0.00 0.10 0.113 0 I I I I 1.83 :r 25.333 0.00 0.10 0.113 O I I I I 1.81 25.417 0.00 0.10 0.112 O iI I 1.80 w� 25.500 0.00 0.10 0.111 0 I I ( 1.78 25.583 0.00 0.10 0.110 0 I I I I 1.76 Q-7 bw Basin Routing tm to 25.667 0.00 0.10 0.110 0 � 1.74 25.750 0.00 0.10 0.109 0 1.73 25.833 0.00 0.10 0.108 0 1.71 pm 25.917 0.00 0.10 0.108 0 I 1.69 No 26.000 0.00 0.10 0.107 0 1.67 26.083 0.00 0.10 0.106 0 1.66 PR 26.167 0.00 0.10 0.106 0 1.64 26.250 0.00 0.10 0.105 0 1.62 iM 26.333 0.00 0.10 0.104 0 1.60 26.417 0.00 0.10 0.103 0 ( 1.59 w� 26.500 0.00 0.10 0.103 0 1.57 26.583 0.00 0.10 0.102 0 1.55 26.667 0.00 0.10 0.101 0 1.53 26.750 0.00 0.10 0.101 0 1.52 26.833 0.00 0.10 0.100 0 1.50 Nor 26.917 0.00 0.10 0.099 0 1.48 27.000 0.00 0.10 0.099 0 1.46 27.083 0.00 0.10 0.098 0 1.45 ,, 27.167 0.00 0.10 0.097 0 1.43 aw 27.250 0.00 0.10 0.096 0 1.41 27.333 0.00 0.10 0.096 0 1.39 pm 27.417 0.00 0.10 0.095 0 1.38 27.500 0.00 0.10 0.094 0 1.36 27.583 0.00 0.10 0.094 0 1.34 27.667 0.00 0.10 0.093 0 1.32 e� 27.750 0.00 0.10 0.092 0 1.31 27.833 0.00 0.10 0.092 0 1.29 27.917 0.00 0.10 0.091 0 ( 1.27 28.000 0.00 0.10 0.090 0 1.25 �r 28.083 0.00 0.10 0.089 0 1.24 4w 28.167 0.00 0.10 0.089 0 1.22 28.250 0.00 0.10 0.088 0 1.20 28.333 0.00 0.10 0.087 0 1.18 28.417 0.00 0.10 0.087 0 1.17 4w 28.500 0.00 0.10 0.086 0 1.15 28.583 0.00 0.10 0.085 0 1.13 wm 28.667 0.00 0.10 0.085 0 1.11 28.750 0.00 0.10 0.084 0 1.10 bw 28.833 0.00 0.10 0.083 0 1.08 28.917 0.00 0.10 0.082 0 1.06 29.000 0.00 0.10 0.082 0 1.04 29.083 0.00 0.10 0.081 0 I 1.03 29.167 0.00 0.10 0.080 O 1.01 29.250 0.00 0.10 0.080 0 I 0.99 s+ 29.333 0.00 0.10 0.079 0 0.97 Alm 29.417 0.00 0.10 0.078 0 0.96 29.500 0.00 0.10 0.078 0 I 0.94 40 29.583 0.00 0.10 0.077 0 0.92 29.667 0.00 0.10 0.076 0 0.91 ib 29.750 0.00 0.10 0.076 0 0.89 29.833 0.00 0.10 0.075 0 0.87 ja 29.917 0.00 0.10 0.074 0 0.85 30.000 0.00 0.10 0.073 0 0.84 30.083 0.00 0.10 0.073 0 0.82 30.167 0.00 0.10 0.072 0 0.80 30.250 0.00 0.10 0.071 0 ( 0.78 30.333 0.00 0.10 0.071 0 0.77 30.417 0.00 0.10 0.070 0 0.75 30.500 0.00 0.10 0.069 0 0.73 30.583 0.00 0.10 0.069 0 0.71 161 30.667 0.00 0.10 0.068 0 0.70 30.750 0.00 0.10 0.067 0 0.68 A 30.833 0.00 0.10 0.067 0 0.66 30.917 0.00 0.10 0.066 0 0.65 lw Q-g MR go Basin Routing MR 6W 31.000 0.00 0.10 0.065 O 0.63 31.083 0.00 0.10 0.064 O 0.61 0.00 0.10 0.064 O 0.59 on31.167 31.250 0.00 0.10 0.063 O 0.58 io 31.333 0.00 0.10 0.062 O 0.56 31.417 0.00 0.10 0.062 O 0.54 w 31.500 0.00 0.10 0.061 O 0.52 31.583 0.00 0.10 0.060 0 0.51 bw 31.667 0.00 0.10 0.060 O 0.50 wr Remaining water in basin = 0.06 (AC.Ft) err 'n**************************** HYDROGRAPH DATA**************************** Number of intervals = 380 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 4.593 (CFS) Total volume = 0.924 (AC.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 AM 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 ew.------------------------------------------------------------------ UO 40 40 An 40 OR Wr so Yr o+ 4W a Aw Q-9 bw Basin Routing PR Yr FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 01/07/03 it TR 16518 BASIN ROUTING 005 Iwo -------------------------------------------------------------------- Program License Serial Number 4043 w� -------------------------------------------------------------------- +�le ********************* HYDROGRAPH INFORMATION ********************** �+ From study/file name: 1651805U.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 13.093 (CFS) err Total volume = 1.383 (Ac.Ft) Status of hydrographs being held in storage ww 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 *********************************************************************** a� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 12.000 **** RETARDING BASIN ROUTING **** it pa User entry of depth -outflow -storage data ---------------------------------------------------------- Total number of inflow hydrograph intervals = 294 Hydrograph time unit = 5.000 (Min.) oft Initial depth in storage basin = 0.00(Ft.) it-------------------------------------------------------------------- W -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) iio 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 0.500 0.060 0.100 0.060 0.060 1.000 0.080 0.101 0.080 0.080 OR 2.000 0.120 0.102 0.120 0.120 to 3.000 0.190 2.880 0.180 0.200 4.000 0.280 5.660 0.261 0.299 ,!o 5.000 0.400 6.910 0.376 0.424 6.000 0.550 7.960 0.523 0.577 10 Q-10 OM bw Basin Routing ON 11W 7.000 0.750 8.890 0.719 0.781 --------------------------------------------------------- Hydrograph Detention Basin Routing ON OW ---------------------------------------------------------- Graph values: 'I'= unit inflow; 101=outflow at time shown 00 --------------------------------------------------------------------- Depth Time Inflow Outflow Storage rf (Hours) (CFS) (CFS) (Ac.Ft) .0 3.3 6.55 9.82 13.09 (Ft.) 0.083 0.02 0.00 0.000 O 0.00 0.167 0.12 0.00 0.001 O 0.00 0.250 0.25 0.00 0.002 O 0.01 0.333 0.31 0.01 0.004 0 I 0.03 0.417 0.33 0.01 0.006 O 0.05 10 0.500 0.34 0.01 0.008 0 0.07 im 0.583 0.34 0.02 0.010 O ( 0.09 0.667 0.34 0.02 0.013 O 0.10 0.750 0.34 0.02 0.015 0 0.12 0.833 0.34 0.03 0.017 0 0.14 0.917 0.34 0.03 0.019 O 0.16 1.000 0.34 0.04 0.021 0 0.18 1.083 0.34 0.04 0.023 0 0.19 1.167 0.35 0.04 0.025 O I I 0.21 1.250 0.35 0.05 0.027 0 0.23 1.333 0.35 0.05 0.030 0 0.25 1.417 0.35 0.05 0.032 0 I 0.26 1.500 0.35 0.06 0.034 O 0.28 1.583 0.35 0.06 0.036 O 0.30 1.667 0.35 0.06 0.038 0 0.31 1.750 0.35 0.07 0.040 O 0.33 it 1.833 0.35 0.07 0.042 O 0.35 1.917 0.35 0.07 0.043 O ( 0.36 2.000 0.35 0.08 0.045 O 0.38 2.083 0.36 0.08 0.047 0 0.39 = 2.167 0.36 0.08 0.049 0 0.41 2.250 0.36 0.09 0.051 O 0.43 A 2.333 0.36 0.09 0.053 O 0.44 2.417 0.36 0.09 0.055 O 0.46 2.500 0.36 0.09 0.057 0 0.47 2.583 0.36 0.10 0.059 0 0.49 2.667 0.36 0.10 0.060 O 0.51 2.750 0.36 0.10 0.062 O 0.55 bw 2.833 0.37 0.10 0.064 O 0.60 2.917 0.37 0.10 0.066 O 0.64 w 3.000 0.37 0.10 0.068 0 0.69 io 3.083 0.37 0.10 0.069 0 0.74 3.167 0.37 0.10 0.071 O 0.78 so 3.250 0.37 0.10 0.073 0 0.83 3.333 0.37 0.10 0.075 0 ( 0.88 1W 3.417 0.37 0.10 0.077 O 0.92 3.500 0.37 0.10 0.079 0 0.97 "t 3.583 0.38 0.10 0.081 O 1.02 3.667 0.38 0.10 0.083 O 1.06 3.750 0.38 0.10 0.084 0 1.11 3.833 0.38 0.10 0.086 0 1.16 3.917 0.38 0.10 0.088 0 1.21 4.000 0.38 0.10 0.090 O I 1.26 4.083 0.38 0.10 0.092 0 1.30 4.167 0.38 0.10 0.094 0 1.35 4.250 0.39 0.10 0.096 O 1.40 W 4.333 0.39 0.10 0.098 O 1.45 4.417 0.39 0.10 0.100 0 1.50 0% 4.500 0.39 0.10 0.102 O 1.55 4.583 0.39 0.10 0.104 O I 1.60 Q-11 rrr Basin Routing go 1rr 4.667 0.39 0.10 0.106 0 4.750 0.39 0.10 0.108 0 OR 4.833 0.39 0.10 0.110 0 4.917 0.40 0.10 0.112 0 No 5.000 0.40 0.10 0.114 0 5.083 0.40 0.10 0.116 0 an 5.167 0.40 0.10 0.118 0 5.250 0.40 0.11 0.120 0 Ow 5.333 0.40 0.18 0.122 0 5.417 0.40 0.23 0.123 0 5.500 0.41 0.27 0.124 0 5.583 0.41 0.31 0.125 0 5.667 0.41 0.33 0.126 0 5.750 0.41 0.35 0.126 OI 5.833 0.41 0.36 0.127 OI Yr 5.917 0.41 0.38 0.127 OI 6.000 0.41 0.38 0.127 OI 6.083 0.42 0.39 0.127 OI 6.167 0.42 0.40 0.127 OI Ur 6.250 0.42 0.40 0.128 OI 6.333 0.42 0.41 0.128 OI 6.417 0.42 0.41 0.128 10 6.500 0.42 0.41 0.128 IO 11w 6.583 0.43 0.42 0.128 10 6.667 0.43 0.42 0.128 10 ON 6.750 0.43 0.42 0.128 10 6.833 0.43 0.42 0.128 10 Nr 6.917 0.43 0.43 0.128 10 7.000 0.44 0.43 0.128 10 �► 7.083 0.44 0.43 0.128 10 7.167 0.44 0.43 0.128 10 7.250 0.44 0.43 0.128 10, 7.333 0.44 0.44 0.128 10 7.417 0.45 0.44 0.128 10 7.500 0.45 0.44 0.129 10 7.583 0.45 0.44 0.129 IO M" 7.667 0.45 0.44 0.129 10 7.750 0.45 0.45 0.129 10 7.833 0.46 0.45 0.129 10 7.917 0.46 0.45 0.129 10 e� 8.000 0.46 0.45 0.129 10 8.083 0.46 0.45 0.129 10 8.167 0.46 0.46 0.129 10 8.250 0.47 0.46 0.129 10 Imo+ 8.333 0.47 0.46 0.129 10 8.417 0.47 0.46 0.129 10 8.500 0.47 0.47 0.129 10 wn 8.583 0.48 0.47 0.129 10 8.667 0.48 0.47 0.129 10 8.750 0.48 0.47 0.129 10 8.833 0.48 0.48 0.129 10 SII 8.917 0.49 0.48 0.129 10 9.000 0.49 0.48 0.130 10 9.083 0.49 0.48 0.130 10 9.167 0.49 0.49 0.130 10 MR 9.250 0.50 0.49 0.130 10 9.333 0.50 0.49 0.130 10 9.417 0.50 0.49 0.130 10 9.500 0.51 0.50 0.130 10 Op 9.583 0.51 0.50 0.130 10 9.667 0.51 0.50 0.130 10 9.750 0.52 0.50 0.130 10 9.833 0.52 0.51 0.130 10 9.917 0.52 0.51 0.130 10 Q-12 it 1.65 1.70 1.75 1.80 1.85 1.90 1.95 2.00 2.03 2.05 2.06 2.07 2.08 2.09 2.09 2.10 2.10 2.10 2.11 2.11 2.11 2.11 2.11 2.11 2.11 2.12 2.12 2.12 2.12 2.12 2.12 2.12 2.12 2.12 2.12 2.12 2.12 2.12 2.12 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.13 2.14 2.14 2.14 2.14 2.14 2.14 2.14 2.14 2.14 2.14 2.14 2.15 2.15 Basin Routing 2.15 2.15 2.15 2.15 2.15 2.15 2.16 2.16 2.16 2.16 2.16 2.16 2.16 2.16 2.17 2.17 2.17 2.17 2.17 2.17 2.18 2.18 2.18 2.18 2.18 2.19 2.19 2.19 2.19 2.20 2.20 2.20 2.20 2.21 2.21 2.21 2.21 2.22 2.22 2.22 2.23 2.23 2.23 2.24 2.24 2.24 2.25 2.25 2.26 2.26 2.27 2.27 2.28 2.28 2.29 2.30 2.30 2.31 2.32 2.33 2.34 2.35 2.36 2.37 Basin Routing 10.000 0.53 0.51 0.130 10 10.083 0.53 0.52 0.130 10 10.167 0.53 0.52 0.131 10 10.250 0.54 0.52 0.131 10 10.333 0.54 0.53 0.131 10 10.417 0.54 0.53 0.131 10 ern 10.500 0.55 0.53 0.131 10 10.583 0.55 0.54 0.131 10 11n 10.667 0.55 0.54 0.131 10 10.750 0.56 0.54 0.131 10 10.833 0.56 0.55 0.131 10 im 10.917 0.57 0.55 0.131 10 11.000 0.57 0.56 0.131 10 11.083 0.57 0.56 0.132 10 A 11.167 0.58 0.56 0.132 10 ib 11.250 0.58 0.57 0.132 10 11.333 0.59 0.57 0.132 10 p0 11.417 0.59 0.58 0.132 10 11.500 0.60 0.58 0.132 10 11.583 0.60 0.59 0.132 10 11.667 0.61 0.59 0.132 10 OR 11.750 0.61 0.60 0.132 10 11.833 0.62 0.60 0.133 10 60 11.917 0.63 0.61 0.133 10 12.000 0.63 0.61 0.133 10 12.083 0.64 0.62 0.133 10 12.167 0.65 0.62 0.133 IO 12.250 0.66 0.63 0.133 10 12.333 0.66 0.64 0.133 10 12.417 0.67 0.64 0.134 10 60 12.500 0.68 0.65 0.134 10 12.583 0.69 0.66 0.134 10 0• 12.667 0.69 0.67 0.134 10 12.750 0.70 0.67 0.134 10 ins 12.833 0.71 0.68 0.135 10 12.917 0.72 0.69 0.135 10 go 13.000 0.73 0.70 0.135 10 13.083 0.74 0.71 0.135 10 60 13.167 0.74 0.71 0.135 10 13.250 0.75 0.72 0.136 10 AM 13.333 0.76 0.73 0.136 10 to 13.417 0.77 0.74 0.136 10 13.500 0.79 0.75 0.136 10 13.583 0.80 0.76 0.137 10 ON 13.667 0.81 0.77 0.137 IO at 13.750 0.82 0.78 0.137 JOI 13.833 0.83 0.79 0.137 JOI 1 13.917 0.85 0.80 0.138 JOI 14.000 0.86 0.82 0.138 JOI 40 14.083 0.88 0.83 0.138 0 14.167 0.90 0.84 0.139 0 14.250 0.91 0.86 0.139 0 14.333 0.93 0.87 0.139 0 14.417 0.95 0.89 0.140 0 14.500 0.97 0.91 0.140 0 14.583 1.00 0.93 0.141 0 14.667 1.02 0.95 0.141 0 14.750 1.05 0.97 0.142 0 14.833 1.08 0.99 0.142 0 14.917 1.11 1.01 0.143 0 15.000 1.14 1.04 0.144 0 15.083 1.18 1.07 0.144 0 AM► 15.167 1.22 1.10 0.145 0 15.250 1.27 1.14 0.146 02 Q-13 pe fn 2.15 2.15 2.15 2.15 2.15 2.15 2.16 2.16 2.16 2.16 2.16 2.16 2.16 2.16 2.17 2.17 2.17 2.17 2.17 2.17 2.18 2.18 2.18 2.18 2.18 2.19 2.19 2.19 2.19 2.20 2.20 2.20 2.20 2.21 2.21 2.21 2.21 2.22 2.22 2.22 2.23 2.23 2.23 2.24 2.24 2.24 2.25 2.25 2.26 2.26 2.27 2.27 2.28 2.28 2.29 2.30 2.30 2.31 2.32 2.33 2.34 2.35 2.36 2.37 Basin Routing Pik iW 15.333 1.32 1.18 0.147 OI 2'39 2.40 15.417 1.37 1.22 0.148 OI 2.41 15.500 1.33 1.25 0.149 I O 2'42 15.583 1.26 1.26 0.149 0 2'42 15.667 1.30 1.26 0.149 0 15.750 1.41 1.29 0.150 I 0 1 I 2.43 an 15.833 1.59 1.34 0.151 0 I 2.45 15.917 1.88 1.43 0.154 OI 2'48 60 16.000 2.57 1.62 0.158 0 2.55 16.083 5.10 2.16 0.172 I 0 I 2.74 16.167 11.38 3.47 0.209 0 I I 3.21 16.250 13.09 5.16 0.264 I 1 0 I 3'82 16.333 6.60 5.8 0.294 0 I 11 4.06 16.417 3.01 5.73 0.287 0 16.500 1.81 5.23 0.266 I 0 3.84 No 16.583 1.62 4.55 0.244 I I I O 3.60 16.667 1.34 3.96 0.225 I 10 3.39 16.750 1.24 3.45 0.208 I 0 3.20 E 16.833 1.16 3.02 0.194 I I 01 3.05 16.917 1.09 2.59 0.183 1 I 0 1 2.90 17.000 1.03 2.23 0.174 I 0 2.76 17.083 0.98 1.93 0.166 I 0 2.66 17.167 0.94 1.70 0.160 I 0 2.58 lw 17.250 0.90 1.51 0.156 IO 2.51 17.333 0.87 1.36 0.152 IO 2.45 17.417 0.84 1.24 0.149 1 IO 2.41 17.500 0.81 1.14 0.146 JIO 2'37 to 17.583 0.79 1.06 0.144 JIO 2.34 17.667 0.77 0.99 0.142 JIO 2.32 17.750 0.75 0.94 0.141 JIO 2.30 Irir 17.833 0.73 0.89 0.140 IIO 2'28 17.917 0.71 0.85 0.139 JIO 2'27 !n 18.000 0.70 0.81 0.138 10 2.26 18.083 0.68 0.78 0.137 10 ( 2'25 to 18.167 0.66 0.76 0.137 10 2'24 18.250 0.65 0.73 0.136 10 2.23 SP1° 18.333 0.63 0.71 0.135 10 2'22 18.417 0.62 0.69 0.135 10 2'21 60 18.500 0.61 0.67 0.134 10 2'21 18.583 0.60 0.66 0.134 10 2'20 /A 18.667 0.59 0.64 0.134 10 1 2'19 X11 18.750 0.58 0.63 0.133 10 1 2.19 18.833 0.57 0.62 0.133 10 1 2.18 18.917 0.56 0.60 0.133 10 2'18 19.000 0.56 0.59 0.132 10 2'18 19.083 0.55 0.58 0.132 10 2'17 19.167 0.54 0.57 0.132 10 2'17 SAI 19.250 0.53 0.56 0.132 10 2'17 19.333 0.53 0.56 0.131 10 2.16 19.417 0.52 0.55 0.131 10 2.16 19.500 0.51 0.54 0.131 10 ( 2.16 04 19.583 0.51 0.53 0.131 10 2.16 19.667 0.50 0.53 0.131 10 2.15 ib 19.750 0.50 0.52 0.131 10 2.15 19.833 0.49 0.51 0.130 IO 2.15 Im 19.917 0.48 0.51 0.130 10 2.15 20.000 0.48 0.50 0.130 10 I I 2.14 20.083 0.47 0.50 0.130 10 2.14 20.167 0.47 0.49 0.130 10 1 2.14 20.250 0.47 0.48 0.130 10 1 2.14 to 20.333 0.46 0.48 0.130 10 1 2.14 20.417 0.46 0.47 0.129 10 1 2.13 fll! 20.500 0.45 0.47 0.129 10 2.13 2.13 20.583 0.45 0.46 0.129 10 im Q-14 fbl Basin Routing on JO 20.667 0.44 0.46 0.129 10 2.13 20.750 0.44 0.46 0.129 10 2.13 0.44 0.45 0.129 10 2.13 4020.833 20.917 0.43 0.45 0.129 10 2.12 f" 21.000 0.43 0.44 0.129 10 2.12 21.083 0.43 0.44 0.129 10 2.12 1" 21.167 0.42 0.44 0.128 10 2.12 21.250 0.42 0.43 0.128 10 2.12 4" 21.333 0.42 0.43 0.128 10 2.12 21.417 0.41 0.42 0.128 IO 2.12 21.500 0.41 0.42 0.128 10 2.12 _ 21.583 0.41 0.42 0.128 IO 2.11 21.667 0.40 0.41 0.128 IO I 2.11 21.750 0.40 0.41 0.128 IO 2.11 21.833 0.40 0.41 0.128 0 2.11 4w 21.917 0.39 0.41 0.128 0 2.11 22.000 0.39 0.40 0.128 O _ I 2.11 22.083 0.39 0.40 0.128 0 I 2.11 22.167 0.39 0.40 0.127 O I 2.11 i1w 22.250 0.38 0.39 0.127 O 2.11 22.333 0.38 0.39 0.127 O I 2.10 fm 22.417 0.38 0.39 0.127 0 I 2.10 22.500 0.38 0.39 0.127 O 2.10 22.583 0.37 0.38 0.127 O I 2.10 22.667 0.37 0.38 0.127 0 2.10 22.750 0.37 0.38 0.127 0 2.10 22.833 0.37 0.38 0.127 O 2.10 10 22.917 0.37 0.37 0.127 O 2.10 23.000 0.36 0.37 0.127 O 2.10 ea 23.083 0.36 0.37 0.127 O 2.10 ry 23.167 0.36 0.37 0.127 O 2.10 23.250 0.36 0.37, 0.127 O ( 2.09 23.333 0.36 0.36 0.127 O 2.09 23.417 0.35 0.36 0.127 O 2.09 it 23.500 0.35 0.36 0.126 0 I 2.09 23.583 0.35 0.36 0.126 0 2.09 1^ 23.667 0.35 0.35 0.126 0 2.09 23.750 0.35 0.35 0.126 O 2.09 kr 23.833 0.34 0.35 0.126 0 2.09 23.917 0.34 0.35 0.126 0 2.09 pm 24.000 0.34 0.35 0.126 0 2.09 24.083 0.32 0.34 0.126 0 2.09 40 24.167 0.22 0.33 0.126 0 2.08 24.250 0.08 0.28 0.125 0 2.07 40 24.333 0.02 0.23 0.123 O 2.05 24.417 0.01 0.18 0.122 O 2.03 2.01 24.500 0.00 0.14 0.121 O 2.00 24.583 0.00 0.10 0.120 O 1.98 24.667 0.00 0.10 0.119 0 1.97 01 24.750 0.00 0.10 0.119 0 1.95 24.833 0.00 0.10 0.118 0 1.93 OR 24.917 0.00 0.10 0.117 0 1.91 25.000 0.00 0.10 0.117 0 1.90 25.083 0.00 0.10 0.116 0 1.88 25.167 0.00 0.10 0.115 0 1.86 25.250 0.00 0.10 0.114 0 1.84 25.333 0.00 0.10 0.114 0 1.83 25.417 0.00 0.10 0.113 0 1.81 25.500 0.00 0.10 0.112 0 1.79 25.583 0.00 0.10 0.112 0 4i 25.667 0.00 0.10 0.111 0 1.77 25.750 0.00 0.10 0.110 0 1.76 !l*1 25.833 0.00 0.10 0.110 0 1.74 1.72 25.917 0.00 0.10 0.109 0 to Q-15 rrr Basin Routing on 1.70 to26.000 0.00 0.10 0.108 O 1.68 26.083 0.00 0.10 0.107 0 1.67 w� 26.167 0.00 0.10 0.107 O 1.65 26.250 0.00 0.10 0.106 0 1.63 Im 26.333 0.00 0.10 0.105 O 1.61 26.417 0.00 0.10 0.105 0 1.60 Ia 26.500 0.00 0.10 0.104 0 1.58 26.583 0.00 0.10 0.103 0 it 26.667 0.00 0.10 0.102 0 1.56 26.750 0.00 0.10 0.102 0 1.55 Oft 26.833 0.00 0.10 0.101 0 1.53 26.917 0.00 0.10 0.100 0 1.51 60 27.000 0.00 0.10 0.100 O 1.49 27.083 0.00 0.10 0.099 0 1.48 ON 27.167 0.00 0.10 0.098 0 1.46 aw 27.250 0.00 0.10 0.098 0 1.44 27.333 0.00 0.10 0.097 0 1.42 27.417 0.00 0.10 0.096 0 1.41 � 27.500 0.00 0.10 0.096 O 1.39 #M 27.583 0.00 0.10 0.095 0 1.37 27.667 0.00 0.10 0.094 0 1.35 !m 27.750 0.00 0.10 0.093 0 1.34 27.833 0.00 0.10 0.093 0 1.32 bw 27.917 0.00 0.10 0.092 0 1.30 28.000 0.00 0.10 0.091 O 1.28 00 28.083 0.00 0.10 0.091 O 1.27 28.167 0.00 0.10 0.090 0 I 1.25 No 28.250 0.00 0.10 0.089 0 1.23 28.333 0.00 0.10 0.089 0 1.21 28.417 0.00 0.10 0.088 0 1.20 1rr 28.500 0.00 0.10 0.087 0 I 1.18 28.583 0.00 0.10 0.086 0 I 1.16 28.667 0.00 0.10 0.086 0 1.14 w 28.750 0.00 0.10 0.085 0 1.13 it 28.833 0.00 0.10 0.084 O 1.11 28.917 0.00 0.10 0.084 0 1.09 1p% 29.000 0.00 0.10 0.083 0 1.07 29.083 0.00 0.10 0.082 O 1.06 ilm 29.167 0.00 0.10 0.082 O 1.04 29.250 0.00 0.10 0.081 O 1.02 OM 29.333 0.00 0.10 0.080 0 I I 1.00 29.417 0.00 0.10 0.079 0 0.99 bw 29.500 0.00 0.10 0.079 O 0.97 29.583 0.00 0.10 0.078 0 I 0.95 29.667 0.00 0.10 0.077 0 0.93 60 29.750 0.00 0.10 0.077 0 0.92 29.833 0.00 0.10 0.076 O 0.90 29.917 0.00 0.10 0.075 0 0.88 IIw� 30.000 0.00 0.10 0.075 O 0.87 30.083 0.00 0.10 0.074 O 0.85 30.167 0.00 0.10 0.073 O 0.83 OR 30.250 0.00 0.10 0.073 O � 0.81 30.333 0.00 0.10 0.072 0 0.80 30.417 0.00 0.10 0.071 O 0.78 30.500 0.00 0.10 0.070 0 0.76 in 30.583 0.00 0.10 0.070 0 0.74 30.667 0.00 0.10 0.069 0 0.73 0.71 30.750 0.00 0.10 0.068 0 30.833 0.00 0.10 0.068 0 0.69 30.917 0.00 0.10 0.067 0 0.68 r 31.000 0.00 0.10 0.066 0 0.66 31.083 0.00 0.10 0.066 0 0.64 Im 31.167 0.00 0.10 0.065 0 0.62 0.61 31.250 0.00 0.10 0.064 0 ar Q-16 OW two Basin Routing so W 40 as 40 int ar 1r itr Arw it wr es V AA W eft 6W 00 40 Am Al 40 do Remaining water in basin = 0.06 (Ac.Ft) ****************************HYDROGRAPH DATA****rre*rrr:**r*r+***r**+***r Number of intervals = 382 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.803 (CFS) Total volume = 1.324 (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 *********************************************************************** Q-17 Basin Routing 0.59 31.333 0.00 0.10 0.064 O 0.57 31.417 0.00 0.10 0.063 O ( 0.55 31.500 0.00 0.10 0.062 O I 0.54 31.583 0.00 0.10 0.061 O I 0.52 31.667 0.00 0.10 0.061 O 0.50 31.750 0.00 0.10 0.060 O 0.50 31.833 0.00 0.10 0.059 O Remaining water in basin = 0.06 (Ac.Ft) ****************************HYDROGRAPH DATA****rre*rrr:**r*r+***r**+***r Number of intervals = 382 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.803 (CFS) Total volume = 1.324 (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 *********************************************************************** Q-17 Basin Routing on err FLOOD HYDROGRAPH ROUTING PROGRAM OW Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 01/07/03 to OW--------------------------------------------------------------------- TR 16518 BASIN ROUTING 010 Program License Serial Number 4043 ---------------------------------------------------- torr ********************* HYDROGRAPH INFORMATION ********************** s. From study/file name: 1651810U.rte ****************************HYDROGRAPH DATA*****•************r********** r.+ Number of intervals = 294 Time interval = 5.0 (Min.) ON Maximum/Peak flow rate = 15.808 (CFS) Wo Total volume = 2.001 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 OM Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Yr Vol (Ac.Ft) 0.000, 0.000 0.000 0.000 0.000 *********************************************************************** an it ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FM Process from Point/Station 9.000 to Point/Station 12.000 **** RETARDING BASIN ROUTING **** err OR User entry of depth -outflow -storage data taw Total number of inflow ---------- hydrograph intervals = 294 Hydrograph time unit = 5.000 (Min.) mm Initial depth in storage basin = 0.00(Ft.) it-------------------------------------------------------------------- P0 ------------------------------------------------ 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 0.500 0.060 0.100 0.060 0.060 1.000 0.080 0.101 0.080 0.080 40 2.000 0.120 0.102 0.120 0.120 to 3.000 0.190 2.880 0.180 0.200 4.000 0.280 5.660 0.261 0.299 NO 5.000 0.400 6.910 0.376 0.424 6.000 0.550 7.960 0.523 0.577 it Basin Routing Q-18 on ow 4W 7.000 0.750 8.890 0.719 0.781 so ------------------------------------------------- Hydrograph Detention Basin Routing OM --------------------------------------------------- to Graph values: 'I'= unit inflow; 'O'=outflow at time shown an -------------------------------- ------------------------------------- Depth Time Inflow Outflow Storage 4W (Hours) (CFS) (CFS) (AC.Ft) .0 4.0 7.90 11.86 15.81 (Ft.) 0.083 0.03 0.00 0.000 0 0.00 0.167 0.19 0.00 0.001 0 0.01 0.250 0.41 0.00 0.003 O 0.02 0.333 0.50 0.01 0.006 OI 0.05 0.417 0.52 0.02 0.009 OI I 0.08 ems. 0.500 0.53 0.02 0.013 OI 0.11 lir 0.583 0.54 0.03 0.016 OI 0.14 0.667 0.54 0.03 0.020 OI 0.17 am 0.750 0.54 0.04 0.023 OI 0.19 0.833 0.54 0.04 0.027 OI 0.22 wr 0.917 0.54 0.05 0.030 01 0.25 1.000 0.54 0.06 0.033 OI 0.28 ^ 1.083 0.54 0.06 0.037 OI 0.31 1.167 0.54 0.07 0.040 01 ( 0.33 it 1.250 0.55 0.07 0.043 OI 0.36 1.333 0.55 0.08 0.047 OI 0.39 1.417 0.55 0.08 0.050 OI 0.42 1.500 0.55 0.09 0.053 01 0.44 1.583 0.55 0.09 0.056 OI 0.47 1.667 0.55 0.10 0.059 0I 0.49 1.750 0.55 0.10 0.062 OI I 0.56 1.833 0.56 0.10 0.066 01 0.64 1.917 0.56 0.10 0.069 OI 0'72 2.000 0.56 0.10 0.072 OI 0.80 2.083 0.56 0.10 0.075 OI 0.88 hr 2.167 0.56 0.10 0.078 0I 0.96 2.250 0.56 0.10 0.081 OI 1.04 2.333 0.56 0.10 0.085 OI 1.11 2.417 0.57 0.10 0.088 OI 1.19 trr 2.500 0.57 0.10 0.091 OI 1.28 2.583 0.57 0.10 0.094 OI 1.36 2.667. 0.57 0.10 0.097 OI 1.44 2.750 0.57 0.10 0.101 OI I 1.52 iw 2.833 0.57 0.10 0.104 OI 1.60 2.917 0.58 0.10 0.107 OI 1.68 OM 3.000 0.58 0.10 0.110 OI 1.76 60 3.083 0.58 0.10 0.114 OI 1.84 3.167 0.58 0.10 0.117 OI ( 1.93 3.250 0.58 0.11 0.120 OI 2.00 3.333 0.58 0.23 0.123 OI ( 2.04 3.417 0.59 0.31 0.125 OI 2'08 3.500 0.59 0.38 0.127 OI 2.10 3.583 0.59 0.43 0.128 01 2'12 3.667 0.59 0.47 0.129 01 2'13 40 3.750 0.59 0.50 0.130 10 2.14 3.833 0.59 0.52 0.131 10 2.15 4" 3.917 0.60 0.54 0.131 10 2.16 di 4.000 0.60 0.55 0.131 10 2.16 4.083 0.60 0.56 0.132 10 2'17 4.167 0.60 0.57 0.132 10 2'17 4M 4.250 0.60 0.58 0.132 10 2.17 ON 4.333 0.60 0.59 0.132 10 2'17 4.417 0.61 0.59 0.132 10 I 2.18 � 4.500 0.61 0.59 0.132 IO 2'18 4.583 0.61 0.60 0.132 10 2.18 Q-19 am OW Basin Routing to Basin Routing 4.667 0.61 0.60 0.133 10 j j j j 2.18 4.750 0.61 0.60 0.133 10 j ( 2.18 4.833 0.62 0.61 0.133 10 j j j j 2.18 A 4.917 0.62 0.61 0.133 10 j j 2.18 so 5.000 0.62 0.61 0.133 10 j j j j 2.18 5.083 0.62 0.61 0.133 10 j j j j 2.18 OR 5.167 0.62 0.62 0.133 10 j j j j 2.19 5.250 0.63 0.62 0.133 10 j j j j 2.19 to 5.333 0.63 0.62 0.133 10 j j ( j 2.19 5.417 0.63 0.62 0.133 10 j j j j 2.19 5.500 0.63 0.63 0.133 10 j j j j 2.19 5.583 0.64 0.63 0.133 10 j j j j 2.19 err 5.667 0.64 0.63 0.133 10 j j j j 2.19 5.750 0.64 0.63 0.133 10 j j j j 2.19 OM 5.833 0.64 0.63 0.133 10 j j j j 2.19 bw 5.917 0.64 0.64 0.133 10 j j j j 2.19 6.000 0.65 0.64 0.134 10 j j j j 2.19 6.083 0.65 0.64 0.134 10 j j j j 2.19 OM 6.167 0.65 0.64 0.134 10 j j j j 2.19 i. 6.250 0.65 0.65 0.134 10 j j j j 2.20 6.333 0.66 0.65 0.134 10 j j j j 2.20 /M 6.417 0.66 0.65 0.134 10 j j j j 2.20 6.500 0.66 0.65 0.134 10 j j j j 2.20 inr 6.583 0.66 0.65 0.134 10 j j j j 2.20 6.667 0.67 0.66 0.134 10 j j j j 2.20 oft 6.750 0.67 0.66 0.134 10 j j j j 2.20 6.833 0.67 0.66 0.134 10 j j j j 2.20 Or 6.917 0.67 0.66 0.134 10 j j j j 2.20 7.000 0.68 0.67 0.134 10 j j j j 2.20 7.083 0.68 0.67 0.134 10 j j j j 2.20 yr 7.167 0.68 0.67 0.134 10 j j j j 2.21 7.250 0.68 0.68 0.134 10 j j j j 2.21 7.333 0.69 0.68 0.135 10 j j j j 2.21 7.417 0.69 0.68 0.135 10 j j j j 2.21 it 7.500 0.69 0.68 0.135 10 j j j j 2.21 7.583 0.70 0.69 0.135 10 j j j j 2.21 �+ 7.667 0.70 0.69 0.135 10 j j j j 2.21 7.750 0.70 0.69 0.135 10 j j j j 2.21 7.833 0.71 0.69 0.135 10 j j j j 2.21 7.917 0.71 0.70 0.135 10 j j j j 2.21 8.000 0.71 0.70 0.135 10 j j j j 2.22 8.083 0.72 0.70 0.135 10 j j j j 2.22 60 8.167 0.72 0.71 0.135 10 j j j j 2.22 8.250 0.72 0.71 0.135 10 j j j j 2.22 OW 8.333 0.72 0.71 0.135 10 j j j j 2.22 it 8.417 0.73 0.72 0.135 10 j j j j 2.22 8.500 0.73 0.72 0.136 10 j j j j 2.22 8.583 0.74 0.72 0.136 10 j j j j 2.22 8.667 0.74 0.73 0.136 j0 j j j j 2.22 8.750 0.74 0.73 0.136 10 j j j j 2.23 8.833 0.75 0.73 0.136 10 j j j j 2.23 MA 8.917 0.75 0.74 0.136 10 j j j j 2.23 9.000 0.75 0.74 0.136 10 j j j j 2.23 9.083 0.76 0.74 0.136 10 j j j j 2.23 9.167 0.76 0.75 0.136 10 j j j j 2.23 OR 9.250 0.77 0.75 0.136 10 j j j j 2.23 9.333 0.77 0.76 0.136 10 j j j j 2.24 9.417 0.77 0.76 0.137 10 j j j j 2.24 9.500 0.78 0.76 0.137 10 j j j j 2.24 40 9.583 0.78 0.77 0.137 10 j j j j 2.24 to 9.667 0.79 0.77 0.137 10 j j j j 2.24 9.750 0.79 0.78 0.137 10 j j j j 2.24 9.833 0.80 0.78 0.137 10 j j j j 2.24 9.917 0.80 0.78 0.137 10 j j j j 2.25 Q-20 On to Basin Routing 2.25 2.25 2.25 2.25 2.25 2.26 2.26 2.26 2.26 2.26 2.26 2.27 2.27 2.27 2.27 2.28 2.28 2.28 2.28 2.28 2.29 2.29 2.29 2.29 2.30 2.30 2.30 2.30 2.30 2.31 2.31 2.31 2.31 2.31 2.32 2.32 2.32 2.33 2.33 2.34 2.34 2.34 2.35 2.35 2.36 2.37 2.37 2.38 2.38 2.39 2.40 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.50 2.51 2.53 2.55 Basin Routing 10.000 0.81 0.79 0.137 10 10.083 0.81 0.79 0.137 10 10.167 0.81 0.80 0.138 10 10.250 0.82 0.80 0.138 10 to 10.333 0.83 0.81 0.138 10 10.417 0.83 0.81 0.138 10 go 10.500 0.84 0.82 0.138 10 10.583 0.84 0.82 0.138 10 10.667 0.85 0.83 0.138 10 10.750 0.85 0.83 0.138 10 10.833 0.86 0.84 0.139 10 10.917 0.86 0.84 0.139 10 11.000 0.87 0.85 0.139 10 11.083 0.88 0.86 0.139 10 11.167 0.88 0.86 0.139 10 11.250 0.89 0.87 0.139 10 11.333 0.90 0.87 0.139 10 �. 11.417 0.90 0.88 0.140 10 11.500 0.91 0.89 0.140 10 low 11.583 0.92 0.89 0.140 10 11.667 0.92 0.90 0.140 10 w. 11.750 0.93 0.91 0.140 10 11.833 0.94 0.91 0.140 10 low 11.917 0.95 0.92 0.141 IO 12.000 0.96 0.93 0.141 10 w. 12.083 0.96 0.94 0.141 10 12.167 0.96 0.94 0.141 10 12.250 0.95 0.94 0.141 10 12.333 0.95 0.95 0.141 10 12.417 0.96 0.95 0.141 10 12.500 0.97 0.95 0.141 10 12.583 0.98 0.96 0.142 10 12.667 0.99 0.97 0.142 JOI 12.750 1.00 0.97 0.142 JOI #AV 12.833 1.01 0.98 0.142 JOI 12.917 1.03 0.99 0.142 0 PM 13.000 1.04 1.00 0.143 0 13.083 1.05 1.01 0.143 0 *0 13.167 1.06 1.02 0.143 0 13.250 1.08 1.03 0.143 0 P` 13.333 1.09 1.05 0.144 0 13.417 1.11 1.06 0.144 0 Ow 13.500 1.12 1.07 0.144 0 13.583 1.14 1.09 0.145 0 13.667 1.16 1.10 0.145 0 irr 13.750 1.17 1.12 0.146 0 13.833 1.19 1.13 0.146 0 13.917 1.21 1.15 0.146 0 14.000 1.23 1.17 0.147 0 14.083 1.26 1.19 0.147 0 14.167 1.28 1.21 0.148 0 41 14.250 1.31 1.23 0.148 0 14.333 1.33 1.25 0.149 I 0 Im 14.417 1.36 1.27 0.149 0 14.500 1.39 1.30 0.150 0 Op 14.583 1.42 1.32 0.151 0 IM 14.667 1.46 1.35 0.151 0 14.750 1.50 1.38 0.152 OI 14.833 1.54 1.41 0.153 OI 40 14.917 1.58 1.45 0.154 OI to 15.000 1.63 1.49 0.155 0 15.083 1.69 1.53 0.156 0 15.167 1.75 1.57 0.157 0 15.250 1.81 1.62 0.158 0 ib Q-21 On it 2.25 2.25 2.25 2.25 2.25 2.26 2.26 2.26 2.26 2.26 2.26 2.27 2.27 2.27 2.27 2.28 2.28 2.28 2.28 2.28 2.29 2.29 2.29 2.29 2.30 2.30 2.30 2.30 2.30 2.31 2.31 2.31 2.31 2.31 2.32 2.32 2.32 2.33 2.33 2.34 2.34 2.34 2.35 2.35 2.36 2.37 2.37 2.38 2.38 2.39 2.40 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.50 2.51 2.53 2.55 Basin Routing wo to 15.333 1.89 1.68 0.160 10 I I I I 2'57 15.417 1.95 1.74 0.161 I O I I I I 2.59 15.500 1.89 1.78 0.162 10 I I I I 2.60 ON 15.583 1.79 1.80 0.163 10 I I I I 2.61 to 15.667 1.85 1.80 0.163 10 I I I I 2.61 15.750 2.01 1.83 0.164 I OI I I I I 2'62 go 15.833 2.27 1.91 0.165 I OI I I I I 2.65 15.917 2.67 2.04 0.169 I OI I I I I 2'70 (10 16.000 3.54 2.30 0.175 I 0 II I I I 2.79 16.083 6.56 2.94 0.192 I 0 I I I I I 3.02 am 16.167 13.95 4.35 0.238 I 0 I I I I 3.53 16.250 15.81 5.92 0.305 I 10 I I II 4.21 16.333 8.10 6.34 0.345 I I 0 I I I 4.54 16.417 3.88 6.31 0.343 I II 0 I I I 4;52 PM 16.500 2.49 6.10 0.322 I I I O I I I 4.35 in 16.583 2.25 5.84 0.297 I I 10 I I I 4.14 16.667 1.91 5.43 0.272 I I 10 I I I 3.92 16.750 1.77 4.74 0.250 I I IO I I I 3.67 •w 16.833 1.65 4.16 0.231 I I 0 I I I 3.46 bw 16.917 1.56 3.66 0.215 I I OI I I I 3.28 17.000 1.47 3.25 0.202 I I 0 I I I I 3.13 ^+ 17.083 1.40 2.90 0.191 I I O I I I I 3.01 17.167 1.34 2.54 0.181 I I 0 I I I I 2.88 Wr 17.250 1.29 2.25 0.174 I I 0 I ( I I 2.77 17.333 1.24 2.01 0.168 I I 0 I I I I 2.69 17.417 1.20 1.82 0.163 I IO I I I I 2'62 17.500 1.16 1.67 0.159 I IO I I I I 2.56 irr 17.583 1.13 1.54 0.156 I IO I I I I 2'52 17.667 1.10 1.44 0.154 I O I I I I 2.48 am 17.750 1.07 1.35 0.152 10 I I I I 2.45 tkw 17.833 1.04 1.28 0.150 10 1I I I 2.42 17.917 1.02 1.22 0.148 I O I I I I 2.40 18.000 1.00 1.17 0.147 I O I I I I 2'38 OM 18.083 0.98 1.13 0.146 IIO I I I I 2'37 to 18.167 0.97 1.09 0.145 IIO I I I I 2.36 18.250 0.97 1.06 0.144 IIO I I I I 2.34 18.333 0.96 1.04 0.144 IIO I I I I 2.34 18.417 0.94 1.01 0.143 IIO I I I I 2.33 400 18.500 0.93 1.00 0.143 IIO I I I I 2'32 18.583 0.91 0.98 0.142 IO I I I I 2.31 18.667 0.90 0.96 0.142 IO I I I I 2.31 18.750 0.88 0.94 0.141 IO I I I I 2.30 iw 18.833 0.87 0.93 0.141 IO I I I I 2.30 18.917 0.86 0.91 0.140 IO I I I I 2'29 19.000 0.85 0.90 0.140 IO I I I I 2'29 jyw 19.083 0.84 0.89 0.140 IO I 2.28 19.167 0.83 0.87 0.139 IO I I I I 2.28 19.250 0.82 0.86 0.139 IO I I I I 2'27 19.333 0.81 0.85 0.139 IO I I I 2.27 19.417 0.80 0.84 0.139 IO I I I I 2'26 19.500 0.79 0.83 0.138 IO I I I I 2'26 OM 19.583 0.78 0.82 0.138 IO I I I I 2.26 19.667 0.77 0.81 0.138 IO I I I I 2'25 in 19.750 0.76 0.80 0.138 IO I I I I 2'25 19.833 0.75 0.79 0.137 IO I I I I 2'25 Op 19.917 0.75 0.78 0.137 IO I I I I 2'24 20.000 0.74 0.77 0.137 10 I I I I 2.24 20.083 0.73 0.76 0.137 IO I I I I 2'24 20.167 0.73 0.75 0.136 IO I I I I 2'23 20.250 0.72 0.75 0.136 IO I I I I 2.23 iN 20.333 0.71 0.74 0.136 IO I I I I 2'23 20.417 0.71 0.73 0.136 IO I I I I 2'23 20.500 0.70 0.73 0.136 IO I I I 2'22 20.583 0.69 0.72 0.136 IO I I I 2'22 Q-22 aw Basin Routing qm so 20.667 0.69 0.71 0.135 IO I I I I 2.22 I 2.22 20.750 0.68 0.71 0.135 IO I I I I 2.22 20.833 0.68 0.70 0.135 IO I I I I 2.21 20.917 0.67 0.69 0.135 IO I I I +fir 21.000 0.67 0.69 0.135 IO I I I I 2.21 21.083 0.66 0.68 0.135 IO I I I I 2.21 w 21.167 0.66 0.68 0.134 IO I I I I 2.21 21.250 0.65 0.67 0.134 IO I I I I 2.20 so 21.333 0.65 0.67 0.134 IO I I I ( 2.20 21.417 0.64 0.66 0.134 IO I I I I 2.20 OM 21.500 0.64 0.66 0.134 IO I I I I 2.20 ilo 21.583 0.63 0.65 0.134 IO I I I I 2.20 21.667 0.63 0.65 0.134 IO I I I I 2.20 21.750 0.62 0.64 0.134 IO I I I I 2.19 AM 21.833 0.62 0.64 0.133 IO I I I I 2.19 iw 21.917 0.62 0.63 0.133 IO I I I I 2.19 22.000 0.61 0.63 0.133 IO I I I I 2.19 �. 22.083 0.61 0.62 0.133 IO I I I I 2.19 22.167 0.61 0.62 0.133 IO I I I I 2.19 `w 22.250 0.60 0.62 0.133 IO I I I I 2.19 22.333 0.60 0.61 0.133 IO I I I I 2.18 Poo 22.417 0.59 0.61 0.133 IO I I I I 2.18 22.500 0.59 0.60 0.133 IO I I I I 2.18 Sur 22.583 0.59 0.60 0.133 IO I I I I 2.18 22.667 0.58 0.60 0.132 IO I I I I 2.18 Oft 22.750 0.58 0.59 0.132 IO I I I I 2.18 22.833 0.58 0.59 0.132 IO I I I I 2.18 22.917 0.57 0.59 0.132 IO I I I I 2.17 23.000 0.57 0.58 0.132 IO I I I I 2.17 r� 23.083 0.57 0.58 0.132 IO I I I I 2.17 two 23.167 0.56 0.58 0.132 IO I I I I 2.17 23.250 0.56 0.57 0.132 IO I I I I 2.17 o. 23.333 0.56 0.57 0.132 IO I I I I 2.17 23.417 0.56 0.57 0.132 IO I I I I 2.17 +r" 23.500 0.55 0.56 0.132 IO I I I I 2.17 23.583 0.55 0.56 0.132 IO I I I I 2.17 23.667 0.55 0.56 0.131 IO I I I I 2.16 23.750 0.55 0.56 0.131 IO I I I I 2.16 23.833 0.54 0.55 0.131 IO I I I I 2.16 23.917 0.54 0.55 0.131 IO I I I I 2.16 24.000 0.54 0.55 0.131 IO I I I I 2.16 24.083 0.51 0.54 0.131 IO I I I I 2.16 rr 24.167 0.34 0.51 0.130 IO I I I I 2.15 24.250 0.13 0.45 0.129 0 I I I I 2.12 OPM 24.333 0.04 0.36 0.126 0 I I I I 2.09 imp 24.417 0.01 0.28 0.124 0 I I I I 2.06 24.500 0.00 0.21 0.123 0 I I I I 2.04 po 24.583 0.00 0.16 0.122 0 I I I I 2.02 24.667 0.00 0.12 0.121 0 I I I I 2.01 24.750 0.00 0.10 0.120 0 I I I I 1.99 24.833 0.00 0.10 0.119 0 I I I I 1.98 to 24.917 0.00 0.10 0.118 0 I I I I 1.96 25.000 0.00 0.10 0.118 0 I I I I 1.94 1.92 25.083 0.00 0.10 0.117 0 I I I I 25.167 0.00 0.10 0.116 0 I I I I 1.91 25.250 0.00 0.10 0.116 0 I I I I 1.89 25.333 0.00 0.10 0.115 0 I I I I 1.87 25.417 0.00 0.10 0.114 0 I I I I 1.85 25.500 0.00 0.10 0.113 0 I I I I 1.84 25.583 0.00 0.10 0.113 0 I I I I 1.82 25.667 0.00 0.10 0.112 0. I I I I 1.80 25.750 0.00 0.10 0.111 0 I I I I 1.78 25.833 0.00 0.10 0.111 0 I I I I 1.77 25.917 0.00 0.10 0.110 0 I I I I 1.75 Q-23 Fm Basin Routing on 26.000 0.00 0.10 0.109 0 1.73 26.083 0.00 0.10 0.109 0 1.71 26.167 0.00 0.10 0.108 0 1.70 �! 26.250 0.00 0.10 0.107 O 1.68 iw 26.333 0.00 0.10 0.106 0 1.66 26.417 0.00 0.10 0.106 0 1.64 40 26.500 0.00 0.10 0.105 0 1.63 26.583 0.00 0.10 0.104 0 1.61 im 26.667 0.00 0.10 0.104 O 1.59 26.750 0.00 0.10 0.103 0 1.57 pw 26.833 0.00 0.10 0.102 0 1.56 26.917 0.00 0.10 0.102 O ( 1.54 Yr 27.000 0.00 0.10 0.101 0 1.52 27.083 0.00 0.10 0.100 0 1.50 s- 27.167 0.00 0.10 0.099 0 1.49 1r 27.250 0.00 0.10 0.099 0 I 1.47 27.333 0.00 0.10 0.098 0 1.45 27.417 0.00 0.10 0.097 0 1.43 �., 27.500 0.00 0.10 0.097 0 ( 1.42 irr 27.583 0.00 0.10 0.096 O 1.40 27.667 0.00 0.10 0.095 O 1.38 !M 27.750 0.00 0.10 0.095 0 1.36 27.833 0.00 0.10 0.094 0 1.35 27.917 0.00 0.10 0.093 0 I 1.33 28.000 0.00 0.10 0.092 0 1.31 28.083 0.00 0.10 0.092 0 ( 1.29 28.167 0.00 0.10 0.091 O 1.28 too 28.250 0.00 0.10 0.090 0 1.26 28.333 0.00 0.10 0.090 0 1.24 pm 28.417 0.00 0.10 0.089 0 I 1.22 to 28.500 0.00 0.10 0.088 O 1.21 28.583 0.00 0.10 0.088 0 1.19 . OPM 28.667 0.00 0.10 0.087 0 1.17 28.750 0.00 0.10 0.086 O 1.15 bw 28.833 0.00 0.10 0.085 0 1.14 28.917 0.00 0.10 0.085 0 1.12 PM 29.000 0.00 0.10 0.084 0 1.10 29.083 0.00 0.10 0.083 0 1.08 hr 29.167 0.00 0.10 0.083 0 1.07 29.250 0.00 0.10 0.082 0 1.05 °^ 29.333 0.00 0.10 0.081 0 1.03 29.417 0.00 0.10 0.081 0 1.02 No 29.500 0.00 0.10 0.080 0 1.00 29.583 0.00 0.10 0.079 0 0.98 OM 29.667 0.00 0.10 0.079 0 I 0.96 r 29.750 0.00 0.10 0.078 0 0.95 29.833 0.00 0.10 0.077 0 0.93 29.917 0.00 0.10 0.076 0 0.91 30.000 0.00 0.10 0.076 0 0.89 30.083 0.00 0.10 0.075 0 0.88 30.167 0.00 0.10 0.074 0 0.86 am 30.250 0.00 0.10 0.074 O 0.84 30.333 0.00 0.10 0.073 O 0.82 30.417 0.00 0.10 0.072 0 0.81 30.500 0.00 0.10 0.072 0 0.79 30.583 0.00 0.10 0.071 0 0.77 30.667 0.00 0.10 0.070 0 ( 0.75 30.750 0.00 0.10 0.070 0 0.74 30.833 0.00 0.10 0.069 0 0.72 30.917 0.00 0.10 0.068 0 0.70 31.000 0.00 0.10 0.067 0 I I 0.69 31.083 0.00 0.10 0.067 O 0.67 31.167 0.00 0.10 0.066 O 0.65 31.250 0.00 0.10 0.065 0 0.63 Q-24 w. i. Basin Routing on im 31.333 0.00 0.10 0.065 O 0.62 31.417 0.00 0.10 0.064 O 0.60 IM 31.500 0.00 0.10 0.063 O 0.58 31.583 0.00 0.10 0.063 O 0.56 W 31.667 0.00 0.10 0.062 O 0.55 31.750 0.00 0.10 0.061 O I 0.53 31.833 0.00 0.10 0.061 O 0.51 31.917 0.00 0.10 0.060 O 0.50 Remaining water in basin = 0.06 (AC.Ft) ****************************HYDROGRAPH DATA****************r******#**+* PM Number of intervals = 383 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 6.335 (CFS) Total volume = 1.941 (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 PM Vol (AC.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** Irr ------------------------------------------------------------------ Lr S .W W to Q-25 pm bw Basin Routing M W FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 01/07/03 y TR 16518 BASIN ROUTING 025 an-------------------------------------------------------------------- Program License Serial Number 4043 11t -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 1651825U.rte *************,r***,e**********HYDROGRAPH DATA*******,err******************* ww Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 19.146 (CFS) Total volume = 2.100 (Ac.Ft) Status of hydrographs being held in storage ilr 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 *********************************************************************** No am Process from Point/Station 9.000 to Point/Station 12.000 **** RETARDING BASIN ROUTING PW **** PW User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 294 W Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) �w -------------------------------------------------------------------- -------------------------------------------------------------------- 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 0.500 0.060 0.100 0.060 0.060 1.000 0.080 0.101 0.080 0.080 2.000 0.120 0.102 0.120 0.120 ASA 3.000 0.190 2.880 0.180 0.200 4.000 0.280 5.660 0.261 0.299 Q-26 Basin Routing PW "w 5.000 0.400 6.910 0.376 0.424 6.000 0.550 7.960 0.523 0.577 7.000 0.750 8.890 0.719 0.781 --- iM1 Hydrograph Detention Basin Routing ----------------------------------------------- rn 0 Mi Q-27 Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown ------------------------------------------------------------- -------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.8 9.57 14.36 19.15 (Ft.) 0.083 0.03 0.00 0.000 0 0.00 I 0.167 0.20 0.00 0.001 O I 0.01 0.250 0.43 0.01 0.003 0 0.03 n. 0.333 0.53 0.01 0.006 O 0.05 bw 0.417 0.55 0.02 0.010 0 0.08 0.500 0.56 0.02 0.014 O 0.11 0.583 0.57 0.03 0.017 O 0.14 on 0.667 0.57 0.04 0.021 O 0.18 w 0.750 0.57 0.04 0.025 O 0.21 0.833 0.57 0.05 0.028 0 0.24 PM 0.917 0.57 0.05 0.032 O I 0.27 1.000 0.57 0.06 0.036 O 0.30 V 1.083 0.58 0.07 0.039 O 0.33 1.167 0.58 0.07 0.043 0 0.35 '^ 1.250 0.58 0.08 0.046 0 0.38 1.333 0.58 0.08 0.049 0 0.41 No 1.417 0.58 0.09 0.053 0 I 0.44 1.500 0.58 0.09 0.056 O 0.47 PM 1.583 0.58 0.10 0.060 O 0.50 ids 1.667 0.58 0.10 0.063 0 0.57 1.750 0.59 0.10 0.066 0 0.66 on 1.833 0.59 0.10 0.070 0 0.74 1.917 0.59 0.10 0.073 O 0.82 4M 2.000 0.59 0.10 0.076 O 0.91 2.083 0.59 0.10 0.080 O 0.99 on 2.167 0.59 0.10 0.083 0 1.08 2.250 0.59 0.10 0.087 0 1.16 2.333 0.60 0.10 0.090 0 1.25 2.417 0.60 0.10 0.093 0 1.33 i.. 2.500 0.60 0.10 0.097 OI 1.42 2.583 0.60 0.10 0.100 OI 1.50 2.667 0.60 0.10 0.104 OI 1.59 2.750 0.60 0.10 0.107 OI 1.68 s 2.833 0.61 0.10 0.111 01 1.76 iso 2.917 0.61 0.10 0.114 oI 1.85 3.000 0.61 0.10 0.117 OI 1.94 ■s 3.083 0.61 0.14 0.121 OI 2.01 3.167 0.61 0.25 0.124 OI 2.05 im 3.250 0.61 0.34 0.126 OI 2.08 3.333 0.61 0.40 0.128 OI 2.11 an 3.417 0.62 0.45 0.129 OI 2.13 3.500 0.62 0.49 0.130 OI 2.14 IN 3.583 0.62 0.52 0.131 OI 2.15 3.667 0.62 0.55 0.131 OI 2.16 410 3.750 0.62 0.57 0.132 OI 2.17 3.833 0.63 0.58 0.132 OI 2'17 3.917 0.63 0.59 0.132 OI 2.18 4.000 0.63 0.60 0.133 10 2.18 4.083 0.63 0.61 0.133 10 2.18 nr 4.167 0.63 0.61 0.133 lO 2.18 4.250 0.63 0.62 0.133 10 ! 2.19 w� 4.333 0.64 0.62 0.133 10 2.19 4.417 0.64 0.63 0.133 10 2.19 rn 0 Mi Q-27 Basin Routing ■w im 4.500 0.64 0.63 0.133 10 2.19 2.19 4.583 0.64 0.63 0.133 10 2'19 40 4.667 0.64 0.63 0.133 10 2'19 4.750 0.65 0.64 0.133 10 2'19 so 4.833 0.65 0.64 0.134 10 2.19 4.917 0.65 0.64 0.134 10 2'19 40 5.000 0.65 0.64 0.134 10 2'20 io 5.083 0.65 0.65 0.134 10 I 2'20 5.167 0.66 0.65 0.134 10 I 2'20 5.250 0.66 0.65 0.134 10 2'20 5.333 0.66 0.65 0.134 10 2'20 605.417 0.66 0.65 0.134 10 I 2.20I 5.500 0.66 0.66 0.134 10 2 20 5.583 0.67 0.66 0.134 10 2'20 A 5.667 0.67 0.66 0.134 10 I 2'20 so 5.750 0.67 0.66 0.134 10 ( 2.20 5.833 0.67 0.66 0.134 10 2.20 aw 5.917 0.67 0.67 0.134 10 2.20 6.000 0.68 0.67 0.134 10 2'20 •" 6.083 0.68 0.67 0.134 10 2'21 6.167 0.68 0.67 0.134 10 2'21 OM 6.250 0.68 0.68 0.134 10 2'21 6.333 0.69 0.68 0.135 10 2'21 6.417 0.69 0.68 0.135 10 2'21 6.500 0.69 0.68 0.135 10 2'21 6.583 0.69 0.68 0.135 10 2.21 6.667 0.70 0.69 0.135 10 2'21 �r 6.750 0.70 0.69 0.135 10 2'21 6.833 0.70 0.69 0.135 10 2'21 1►� 6.917 0.70 0.69 0.135 10 I 2'21 irr 7.000 0.71 0.70 0.135 10 2'22 7.083 0.71 0.70 0.135 IO 2'22 !� 7.167 0.71 0.70 0.135 10 2.22I 7.250 0.71 0.70 0.135 10 2 22 aw 7.333 0.72 0.71 0.135 10 2'22 7.417 0.72 0.71 0.135 10 2'22 PM 7.500 0.72 0.71 0.135 10 2'22 7.583 0.73 0.72 0.135 10 2.22 irr 7.667 0.73 0.72 0.136 10 2'22 7.750 0.73 0.72 0.136 10 2'22 PM 7.833 0.73 0.72 0.136 10 2'22 No 7.917 0.74 0.73 0.136 10 I 8.000 0.74 0.73 0.136 10 I I 223 8.083 0.74 0.73 0.136 10 . I I 2 23 8.167 0.75 0.74 0.136 10 I I 2.23 i1r 8.250 0.75 0.74 0.136 10 I 2,23I I 8.333 0.75 0.74 0.136 10 I 2 23 8.417 0.76 0.74 0.136 10 I I 2.23 8.500 0.76 0.75 0.136 IO I 223I f 8.583 0.76 0.75 0.136 10 223I I 8.667 0.77 0.75 0.136 10 I 2.24 PR 8.750 0.77 0.76 0.137 10 � � I I 2.24 8.833 0.77 0.76 0.137 �O I 2.24 I I 8.917 0.78 0.76 0.137 10 I 2.24 9.000 0.78 0.77 0.137 10 I 224 9.083 0.78 0.77 0.137 10 2.24 9.167 0.79 0.78 0.137 10 I 2'24 9.250 0.79 0.78 0.137 10 I 2'25 9.333 0.80 0.78 0.137 10 2.25 40 9.417 0.80 0.79 0.137 10 2'25 9.500 0.80 0.79 0.137 10 2.25 9.583 0.81 0.79 0.137 10 2'25 ^w 9.667 0.81 0.80 0.138 �O 2.25 9.750 0.82 0.80 0.138 10 Yr Basin Routing Q--28 go it 4m ol me 9.833 0.82 0.81 0.138 10 1 9.917 0.83 0.81 0.138 10 1 4" 10.000 0.83 0.82 0.138 10 1 10.083 0.84 0.82 0.138 10 1 as 10.167 0.84 0.82 0.138 10 1 10.250 0.85 0.83 0.138 10 an 10.333 0.85 0.83 0.138 10 10.417 0.86 0.84 0.139 10 No 10.500 0.86 0.84 0.139 10 10.583 0.87 0.85 0.139 10 10.667 0.87 0.85 0.139 10 10.750 0.88 0.86 0.139 10 10.833 0.88 0.86 0.139 10 10.917 0.89 0.87 0.139 10 11.000 0.89 0.87 0.139 10 iw 11.083 0.90 0.88 0.140 10 11.167 0.91 0.88 0.140 10 �+ 11.250 0.91 0.89 0.140 10 11.333 0.92 0.90 0.140 10 w 11.417 0.92 0.90 0.140 10 11.500 0.93 0.91 0.140 10 OR 11.583 0.94 0.91 0.140 10 11.667 0.95 0.92 0.141 10 60 11.750 0.95 0.93 0.141 10 11.833 0.96 0.93 0.141 10 oft 11.917 0.97 0.94 0.141 10 air 12.000 0.98 0.95 0.141 10 12.083 0.98 0.96 0.142 10 12.167 0.96 0.96 0.142 10 w� 12.250 0.93 0.96 0.142 10 iO 12.333 0.93 0.95 0.141 10 12.417 0.94 0.95 0.141 10 12.500 0.94 0.94 0.141 10 12.583 0.95 0.95 0.141 10 wM 12.667 0.96 0.95 0.141 10 12.750 0.97 0.95 0.141 10 p" 12.833 0.98 0.96 0.142 10 12.917 1.00 0.97 0.142 10 br 13.000 1.01 0.98 0.142 10 13.083 1.02 0.98 0.142 10 40 13.167 1.03 0.99 0.143 IO 60 13.250 1.05 1.01 0.143 10 13.333 1.06 1.02 0.143 10 13.417 1.08 1.03 0.143 10 13.500 1.09 1.04 0.144 10 #0 13.583 1.11 1.06 0.144 10 13.667 1.12 1.07 0.144 10 go 13.750 1.14 1.08 0.145 10 13.833 1.16 1.10 0.145 10 13.917 1.18 1.12 0.146 10 14.000 1.20 1.13 0.146 IOI 00 14.083 1.22 1.15 0.146 JOI 14.167 1.24 1.17 0.147 JOI 14.250 1.27 1.19 0.147 101 14.333 1.29 1.21 0.148 0 14.417 1.32 1.23 0.149 0 14.500 1.35 1.26 0.149 0 14.583 1.38 1.28 0.150 I 0 14.667 1.41 1.31 0.150 1 0 14.750 1.45 1.34 0.151 I O 14.833 1.49 1.37 3.152 0 14.917 1.53 1.40 0.153 0 g1 15.000 1.58 1.44 0.154 I 0 15.083 1.63 1.48 0.155 1 0 Q-29 aw 2.25 2.26 2.26 2.26 2.26 2.26 2.26 2.26 2.27 2.27 2.27 2.27 2.27 2.28 2.28 2.28 2.28 2.28 2.29 2.29 2.29 2.29 2.29 2.30 2.30 2.30 2.30 2.31 2.31 2.31 2.31 2.30 2.30 2.30 2.30 2.31 2.31 2.31 2.31 2.32 2.32 2.33 2.33 2.33 2.34 2.34 2.35 2.35 2.36 2.37 2.37 2.38 2.38 2.39 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.50 Basin Routing 40 go 40 do e fm Or p" b on ito pa Yr 1^ aw in to d 15.167 1.69 1.53 0.156 10 I I I I 2.51 15.250 1.76 1.57 0.157 I O I I I I 2.53 15.333 1.83 1.63 0.158 102 I I I I 2.55 15.417 1.89 1.68 0.160 I OI I I I I 2.57 15.500 1.83 1.73 0.161 I OI I I I I 2.58 15.583 1.73 1.74 0.161 I O I I I I 2.59 15.667 1.79 1.74 0.161 I O I I I I 2.59 15.750 1.95 1.77 0.162 I OI I I I I 2.60 15.833 2.21 1.85 0.164 I O I I I I 2.63 15.917 2.74 2.00 0.168 I OI I I I I 2.68 16.000 4.16 2.35 0.177 10 I I I I I 2.81 16.083 8.26 3.20 0.200 ( 0 I I I I I 3.11 16.167 17.25 5.03 0.260 I 0 I I I I 3.78 16.250 19.15 6.35 0.346 I I O I I I 4.55 16.333 9.50 6.90 0.399 I I O II I I 4.99 16.417 4.25 6.90 0.399 I II 0 I I I4.99 16.500 2.54 6.65 0.375 I I I O I I I 4.80 16.583 2.23 6.36 0.347 I I I O I I I 4.56 16.667 1.85 6.06 0.318 I I I O I I I 4.32 16.750 1.71 5.76 0.290 I I IO I I I 4.08 16.833 1.60 5.16 0.264 I I O I I I 3.82 16.917 1.51 4.46 0.241 I I OI I I I 3.57 17.000 1.43 3.89 0.223 I I 0 I I I I 3.36 17.083 1.36 3.41 0.207 I I 0 I I I I 3.19 17.167 1.30 3.01 0.194 I I 0 I I I I 3.05 17.250 1.25 2.62 0.184 I I 0 I I I I 2.91 17.333 1.20 2.29 0.175 I IO I I I I 2.79 17.417 1.16 2.02 0.168 II 0 I I I I 2.69 17.500 1.13 1.81 0.163 II 0 I I I I 2.62 17.583 1.09 1.64 0.159 IIO I I I I 2.55 17.667 1.06 1.51 0.155 IIO I I I I 2.51 17.750 1.04 1.40 0.153 IIO I I I I 2.47 17.833 1.01 1.31 0.150 IIO I I I I 2.43 17.917 0.99 1.23 0.149 IIO I I I ( 2.41 18.000 0.97 1.17 0.147 IO I I i I 2.39 18.083 0.95 1.12 0.146 IO I I I I 2.37 18.167 0.96 1.08 0.145 IO I I I I 2.35 18.250 0.97 1.05 0.144 IO I I I I 2.34 18.333 0.97 1.03 0.143 IO I I I I 2.34 18.417 0.96 1.02 0.143 IO I I I I 2.33 18.500 0.95 1.00 0.143 IO I I I I 2.32 18.583 0.93 0.99 0.142 IO I I I I 2.32 18.667 0.92 0.97 0.142 IO I I I I 2.31 18.750 0.91 0.96 0.142 IO I I i I 2.31 18.833 0.89 0.94 0.141 IO ( I I I 2.30 18.917 0.88 0.93 0.141 IO I I I I 2.30 19.000 0.87 0.92 0.141 IO I I I I 2.29 19.083 0.86 0.91 0.140 IO I I I I 2.29 19.167 0.85 0.89 0.140 IO I I I I 2.29 19.250 0.84 0.88 0.140 IO I I I I 2.28 19.333 0.83 0.87 0.139 IO I I I I 2.28 19.417 0.82 0.86 0.139 IO I I I I 2.27 19.500 0.81 0.85 0.139 IO I I I I 2.27 19.583 0.81 0.84 0.139 IO I I I ( 2.27 19.667 0.80 0.83 0.138 IO I I I I 2.26 19.750 0.79 0.82 0.138 IO I I I I 2.26 19.833 0.78 0.81 0.138 IO I I I I 2.26 19.917 0.77 0.81 0.138 IO I I I I 2.25 20.000 0.77 0.80 0.138 IO I I I I 2.25 20.083 0.76 0.79 0.137 IO I I I I 2.25 20.167 0.75 0.78 0.137 IO I I I I 2.24 20.250 0.75 0.77 0.137 IO I I I I 2.24 20.333 0.74 0.77 0.137 IO I I I I 2.24 20.417 0.74 0.76 0.137 IO I I I I 2.24 Q-30 Basin Routing aw do 20.500 0.73 0.75 0.136 IO I I I I 2.23 20.583 0.72 0.75 0.136 10 2.23 20.667 0.72 0.74 0.136 10 ( I I I 2.23 20.750 0.71 0.73 0.136 IO 2.23 it 20.833 0.71 0.73 0.136 10 I I I 2.23 20.917 0.70 0.72 0.136 IO 2.22 21.000 0.70 0.72 0.135 10 I 2.22 21.083 0.69 0.71 0.135 10 I I I 2.22 21.167 0.69 0.71 0.135 IO 2.22 21.250 0.68 0.70 0.135 10 ( 2.22 on 21.333 0.68 0.70 0.135 10 I I 2.21 21.417 0.67 0.69 0.135 fO I 2.21 21.500 0.67 0.69 0.135 10 I 2.21 21.583 0.66 0.68 0.135 10 I I I 2.21 21.667 0.66 0.68 0.134 IO 2.21 bw 21.750 0.66 0.67 0.134 10 I I I I 2.21 21.833 0.65 0.67 0.134 IO 2.20 aw 21.917 0.65 0.66 0.134 10 I I I 2.20 22.000 0.64 0.66 0.134 10 I I 2.20 22.083 0.64 0.65 0.134 IO I 2.20 22.167 0.64 0.65 0.134 10 I I I 2.20 22.250 0.63 0.65 0.134 10 I I I 2.20 22.333 0.63 0.64 0.134 IO I I 2.19 22.417 0.63 0.64 0.134 10 I I I 2.19 22.500 0.62 0.64 0.133 IO I 2.19 22.583 0.62 0.63 0.133 10 I I I 2.19 22.667 0.62 0.63 0.133 IO I I 2.19 22.750 0.61 0.62 0.133 IO I I 2.19 22.833 0.61 0.62 0.133 10 I I I 2.19 22.917 0.61 0.62 0.133 10 I I I 2.19 60 23.000 0.60 0.61 0.133 IO I I 2.18 23.083 O.b0 0.61 0.133 10 I I I 2.18 PM 23.167 0.60 0.61 0.133 IO I I 2.18 23.250 0.59 0.60 0.133 IO I I I 2.18 Ow 23.333 0.59 0.60 0.133 IO I I I 2.18 23.417 0.59 0.60 0.133 IO I I 2.18 ps 23.500 0.59 0.60 0.132 0 I I I 2.18 23.583 0.58 0.59 0.132 0 I I I 2.18 1w 23.667 0.58 0.59 0.132 0 I 2.18 23.750 0.58 0.59 0.132 0 I I I 2.17 23.833 0.57 0.58 0.132 0 I I 2.17 Lr 23.917 0.57 0.58 0.132 0 2.17 24.000 0.57 0.58 0.132 0 I I I I 2.17 24.083 0.54 0.57 0.132 0 I 2.17 OM 24.167 0.36 0.54 0.131 O I I I 2.16 imp 24.250 0.13 0.47 0.129 0 2.13 24.333 0.04 0.38 0.127 0 I I ( 2.10 40 24.417 0.01 0.29 0.125 0 I I I I 2.07 24.500 0.00 0.22 0.123 0 I I 2.04 24.583 0.00 0.17 0.122 0 I I 2.02 24.667 0.00 0.13 0.121 0 I I 2.01 "m 24.750 0.00 0.10 0.120 0 I I 2.00 24.833 0.00 0.10 0.119 0 I I I I 1.98 24.917 0.00 0.10 0.118 0 I I 1.96 25.000 0.00 0.10 0.118 0 I I I I 1.94 40 25.083 0.00 0.10 0.117 0 I I 1.93 25.167 0.00 0.10 0.116 0 I 1.91 25.250 0.00 0.10 0.116 0 I I I I 1.89 25.333 0.00 0.10 0.115 0 I I I 1.87 25.417 0.00 0.10 0.114 0 I I I ( 1.86 25.500 0.00 0.10 0.114 0 I I 1.84 25.583 0.00 0.10 0.113 0 I 1.82 25.667 0.00 0.10 0.112 0 I I I 1.80 25.750 0.00 0.10 0.111 0 I 1.79 Q-31 Basin Routing aw a SM ar 25.833 0.00 0.10 0.111 0 1.77 25.917 0.00 0.10 0.110 0 I 1.75 26.000 0.00 0.10 0.109 0 1.73 26.083 0.00 0.10 0.109 0 1.72 26.167 0.00 0.10 0.108 0 1.70 26.250 0.00 0.10 0.107 O 1.68 26.333 0.00 0.10 0.107 O 1.66 26.417 0.00 0.10 0.106 0 1.65 26.500 0.00 0.10 0.105 0 1.63 26.583 0.00 0.10 0.104 0 1.61 26.667 0.00 0.10 0.104 O 1.59 26.750 0.00 0.10 0.103 0 1.58 26.833 0.00 0.10 0.102 O 1.56 26.917 0.00 0.10 0.102 O 1.54 27.000 0.00 0.10 0.101 0 1.52 27.083 0.00 0.10 0.100 0 1.51 27.167 0.00 0.10 0.100 0 1.49 27.250 0.00 0.10 0.099 0 1.47 27.333 0.00 0.10 0.098 0 1.45 27.417 0.00 0.10 0.097 0 1.44 27.500 0.00 0.10 0.097 0 1.42 27.583 0.00 0.10 0.096 0 I 1.40 27.667 0.00 0.10 0.095 0 I 1.38 27.750 0.00 0.10 0.095 0 1.37 27.833 0.00 0.10 0.094 O ( 1.35 27.917 0.00 0.10 0.093 0 1.33 28.000 0.00 0.10 0.093 0 ( 1.31 28.083 0.00 0.10 0.092 0 ( 1.30 28.167 0.00 0.10 0.091 0 1.28 28.250 0.00 0.10 0.091 0 1.26 28.333 0.00 0.10 0.090 0 I 1.25 28.417 0.00 0.10 0.089 0 ( 1.23 28.500 0.00 0.10 0.088 0 I 1.21 28.583 0.00 0.10 0.088 0 1.19 28.667 0.00 0.10 0.087 0 ( 1.18 28.750 0.00 0.10 0.086 0 1.16 28.833 0.00 0.10 0.086 0 1.14 28.917 0.00 0.10 0.085 0 1.12 29.000 0.00 0.10 0.084 O 1.11 29.083 0.00 0.10 0.084 0 1.09 29.167 0.00 0.10 0.083 0 1.07 29.250 0.00 0.10 0.082 0 1.05 29.333 0.00 0.10 0.081 O 1.04 29.417 0.00 0.10 0.081 O 1.02 29.500 0.00 0.10 0.080 0 1.00 29.583 0.00 0.10 0.079 0 0.98 29.667 0.00 0.10 0.079 O 0.97 29.750 0.00 0.10 0.078 0 0.95 29.833 0.00 0.10 0.077 0 0.93 29.917 0.00 0.10 0.077 0 ( 0.91 30.000 0.00 0.10 0.076 0 0.90 30.083 0.00 0.10 0.075 0 0.88 30.167 0.00 0.10 0.074 0 0.86 30.250 0.00 0.10 0.074 O 0.85 30.333 0.00 0.10 0.073 0 0.83 30.417 0.00 0.10 0.072 0 0.81 30.500 0.00 0.10 0.072 0 I 0.79 30.583 0.00 0.10 0.071 O I 0.78 30.667 0.00 0.10 0.070 0 I 0.76 30.750 0.00 0.10 0.070 0 0.74 30.833 0.00 0.10 0.069 0 0.72 30.917 0.00 0.10 0.068 0 0.71 31.000 0.00 0.10 0.068 0 0.69 31.083 0.00 0.10 0.067 0 I 0.67 Q-32 Basin Routing M AN 31.167 0.00 0.10 0.066 O 0.65 31.250 0.00 0.10 0.066 O 0.64 ON 31.333 0.00 0.10 0.065 O 0.62 31.417 0.00 0.1.0 0.064 O 0.60 AW 31.500 0.00 0.10 0.063 O 0.59 31.583 0.00 0.10 0.063 O 0.57 a" 31.667 0.00 0.10 0.062 0 0.55 31.750 0.00 0.10 0.061 O 0.53 31.833 0.00 0.10 0.061 O 0.52 31.917 0.00 0.10 0.060 0 0.50 !w go Remaining water in basin = 0.06 (Ac.Ft) M ****************************HYDROGRAPH DATA**************************** Number of intervals = 383 40 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 6.899 (CFS) O1 Total volume = 2.041 (Ac.Ft) Status of hydrographs being held in storage we Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 IN Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** A -------------------------------------------------------------------- I1111 e�* No P` Ir R'* aw OR Q-33 Basin Routing Yr FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 01/07/03 do so r TRACT 16518 FLOOD ROUTING 100 YEAR Im 18" OUTLET PIPE WITH 12" ORIFICE CONTROL to 3 CYLINDERS -------------------------------------------------------------------- Program License Serial Number 4043 -------------------------------------------------------------------- ***********+********* HYDROGRAPH INFORMATION ********************** ar From study/file name: 1651800U.rte e� ****************************HYDROGRAPH DATA**************************** p� Number of intervals = 294 Time interval = 5.0 (Min.) w Maximum/Peak flow rate = 24.471 (CFS) Total volume = 2.731 (Ac.Ft) No Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 oft 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 OW rr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 12.000 ow **** RETARDING BASIN ROUTING **** %W aw User entry of depth -outflow -storage data aw -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 294 Hydrograph time unit = 5.000 (Min.) 0+ Initial depth in storage basin = 0.00(Ft.) +r -------------------------------------------------------------------- ------------------------------------------------------ -------------- 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 0.500 0.060 0.100 0.060 0.060 1.000 0.080 0.101 0.080 0.080 1� 2.000 0.120 0.102 0.120 0.120 3.000 0.190 2.880 0.180 0.200 4.000 0.280 5.660 0.261 0.299 5.000 0.400 0.910 0.376 0.424 AIM 6.000 0.550 7.960 0.523 0.577 Q-34 Basin Routing aw •n Basin Routing 7.000 0.750 8.890 0.719 0.781 -------------------------------------------------------------------- Hydrograph Detention Basin Routing w to --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 101=outflow at time shown ww--------------------------------------------------------------------- Time Inflow Outflow Storage Depth �r (Hours) (CFS) (CFS) (Ac.Ft) .0 6.1 12.24 18.35 24.47 (Ft.) 0.083 0.04 0.00 0.000 O 0.00 A 0.167 0.28 0.00 0.001 0 0.01 0.250 0.59 0.01 0.004 O 0.04 0.333 0.71 0.01 0.009 0 I 0.07 0.417 0.75 0.02 0.014 O 0.11 PM 0.500 0.76 0.03 0.019 0 0.15 60 0.583 0.77 0.04 0.024 OI I 0.20 0.667 0.77 0.05 0.029 OI 0.24 w 0.750 0.77 0.06 0.033 OI 0.28 0.833 0.77 0.06 0.038 OI 0.32 so 0.917 0.77 0.07 0.043 OI 0.36 1.000 0.77 0.08 0.048 OI 0.40 1.083 0.78 0.09 0.053 OI 0.44 1.167 0.78 0.10 0.058 OI 0.48 r 1.250 0.78 0.10 0.062 OI I 0.56 1.333 0.78 0.10 0.067 OI 0.67 oft 1.417 0.78 0.10 0.072 OI I 0.79 1.500 0.78 0.10 0.076 OI I 0.91 ur 1.583 0.79 0.10 0.081. OI 1.03 1.667 0.79 0.10 0.086 OI 1.14 ow 1.750 0.79 0.10 0.090 OI 1.26 it 1.833 0.79 0.10 0.095 OI 1.38 1.917 0.79 0.10 0.100 OI 1.50 Pa 2.000 0.79 0.10 0.105 OI 1.62 2.083 0.80 0.10 0.110 OI 1.74 aw 2.167 0.80 0.10 0.114 OI ( 1.86 2.250 0.80 0.10 0.119 OI 1.98 ow 2.333 0.80 0.24 0.123 OI 2.05 2.417 0.80 0.37 0.127 01 I 2.10 #AW 2.500 0.81 0.48 0.129 OI 2.14 2.583 0.81 0.56 0.131 OI I 2.16 PM 2.667 0.81 0.62 0.133 OI I 2.19 2.750 0.81 0.66 0.134 OI 2.20 400 2.833 0.81 0.70 0.135 OI 2.22 2.917 0.82 0.73 0.136 OI I 2.23 M 3.000 0.82 0.75 0.136 OI 2.23 to 3.083 0.82 0.77 0.137 10 2.24 3.167 0.82 0.78 0.137 JO 2.24 go 3.250 0.82 0.79 0.137 10 2.25 3.333 0.83 0.80 0.138 10 2.25 go 3.417 0.83 0.80 0.138 10 2.25 3.500 0.83 0.81 0.138 10 2.26 in 3.583 0.83 0.82 0.138 10 I 2.26 3.667 0.83 0.82 0.138 10 2.26 60 3.750 0.84 0.82 0.138 10 2.26 3.833 0.84 0.83 0.138 10 2.26 10 3.917 0.84 0.83 0.138 10 2.26 4.000 0.84 0.83 0.138 10 2.26 4.083 0.84 0.84 0.138 10 2.26 4.167 0.85 0.84 0.139 10 2.26 4.250 0.85 0.84 0.139 10 2.27 40 4.333 0.85 0.84 0.139 10 I I 2.27 4.417 0.85 0.85 0.139 10 2.27 !Iw 4.500 0.86 0.85 0.139 10 2.27 4.583 0.86 0.85 0.139 10 2.27 Q-35 w• •n Basin Routing 4• Io so 40 am IIIA it Ur wr A. Wr rrr A Yw OW rn an it Ow Yrr me iw 40 Ir OW No 4.667 0.86 0.85 0.139 10 4.750 0.86 0.85 0.139 10 4.833 0.87 0.86 0.139 10 4.917 0.87 0.86 0.139 10 5.000 0.87 0.86 0.139 10 5.083 0.87 0.86 0.139 10 5.167 0.88 0.87 0.139 10 5.250 0.88 0.87 0.139 10 5.333 0.88 0.87 0.139 10 5.417 0.88 0.87 0.139 10 5.500 0.89 0.88 0.140 10 5.583 0.89 0.88 0.140 10 5.667 0.89 0.88 0.140 10 5.750 0.89 0.88 0.140 10 5.833 0.90 0.89 0.140 10 5.917 0.90 0.89 0.140 10 6.000 0.90 0.89 0.140 10 6.083 0.91 0.90 0.140 10 6.167 0.91 0.90 0.140 10 6.250 0.91 0.90 0.140 10 6.333 0.91 0.90 0.140 10 6.417 0.92 0.91 0.140 IO 6.500 0.92 0.91 0.140 10 6.583 0.92 0.91 0.140 10 6.667 0.93 0.92 0.140 10 6.750 0.93 0.92 0.141 10 6.833 0.93 0.92 0.141 10 6.917 0.94 0.92 0.141 10 7.000 0.94 0.93 0.141 10 7.083 0.94 0.93 0.141 10 7.167 0.95 0.93 0.141 10 7.250 0.95 0.94 0.141 10 7.333 0.95 0.94 0.141 10 7.417 0.96 0.94 0.141 10 7.500 0.96 0.95 0.141 10 7.583 0.96 0.95 0.141 10 7.667 0.97 0.95 0.141 10 7.750 0.97 0.96 0.142 10 7.833 0.97 0.96 0.142 10 7.917 0.98 0.96 0.142 10 8.000 0.98 0.97 0.142 10 8.083 0.99 0.97 0.142 10 8.167 0.99 0.98 0.142 10 8.250 0.99 0.98 0.142 10 8.333 1.00 0.98 0.142 10 8.417 1.00 0.99 0.142 10 8.500 1.01 0.99 0.142 10 8.583 1.01 0.99 0.143 10 8.667 1.01 1.00 0.143 10 8.750 1.02 1.00 0.143 10 8.833 1.02 1.01 0.143 10 8.917 1.03 1.01 0.143 10 9.000 1.03 1.02 0.143 10 9.083 1.04 1.02 0.143 10 9.167 1.04 1.02 0.143 10 9.250 1.05 1.03 0.143 IO 9.333 1.05 1.03 0.143 10 9.417 1.06 1.04 0.144 10 9.500 1.06 1.04 0.144 IO 9.583 1.07 1.05 0.144 10 9.667 1.07 1.05 0.144 10 9.750 1.08 1.06 0.144 10 9.833 1.08 1.06 0.144 10 9.917 1.09 1.07 0.144 10 Q-36 2.27 2.27 2.27 2.27 2.27 2.27 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.28 2.29 2.29 2.29 2.29 2.29 2.29 2.29 2.29 2.29 2.29 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.31 2.31 2.31 2.31 2.31 2.31 2.31 2.31 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.33 2.33 2.33 2.33 2.33 2.33 2.34 2.34 2.34 2.34 2.34 2.34 2.35 2.35 Basin Routing 2.35 2.35 2.35 2.36 2.36 2.36 2.36 2.36 2.37 2.37 2.37 2.37 2.38 2.38 2.38 2.38 2.39 2.39 2.39 2.39 2.40 2.40 2.40 2.41 2.41 2.41 2.41 2.41 2.40 2.40 2.39 2.39 2.39 2.39 2.39 2.40 2.40 2.40 2.41 2.41 2.42 2.42 2.43 2.43 2.44 2.45 2.45 2.46 2.47 2.48 2.49 2.49 2.50 2.51 2.52 2.54 2.55 2.56 2.58 2.59 2.61 .:.62 x.64 2.67 Basin Routing 10.000 1.09 1.07 0.144 10 10.083 1.10 1.08 0.145 10 10.167 1.10 1.08 0.145 IO 10.250 1.11 1.09 0.145 10 10.333 1.12 1.10 0.145 10 10.417 1.12 1.10 0.145 10 Ow 10.500 1.13 1.11 0.145 10 10.583 1.13 1.11 0.145 10 Ir 10.667 1.14 1.12 0.146 10 10.750 1.15 1.12 0.146 10 10.833 1.15 1.13 0.146 10 10.917 1.16 1.14 0.146 IO 11.000 1.17 1.14 0.146 10 11.083 1.18 1.15 0.146 10 11.167 1.18 1.16 0.147 10 rr 11.250 1.19 1.16 0.147 IO 11.333 1.20 1.17 0.147 10 am 11.417 1.21 1.18 0.147 10 11.500 1.21 1.19 0.147 10 im 11.583 1.22 1.19 0.148 IO 11.667 1.23 1.20 0.148 10 an 11.750 1.24 1.21 0.148 10 11.833 1.25 1.22 0.148 10 Im 11.917 1.26 1.23 0.148 IO 12.000 1.27 1.24 0.149 10 on 12.083 1.27 1.24 0.149 10 12.167 1.23 1.24 0.149 10 Yr 12.250 1.17 1.23 0.149 10 12.333 1.16 1.22 0.148 10 am 12.417 1.16 1.20 0.148 10 lir 12.500 1.17 1.19 0.148 10 12.583 1.18 1.19 0.147 10 on 12.667 1.20 1.19 0.147 10 12.750 1.21 1.19 0.147 IO Ole 12.833 1.22 1.20 0.148 10 12.917 1.24 1.21 0.148 10 PM 13.000 1.25 1.22 0.148 10 13.083 1.27 1.23 0.148 10 to 13.167 1.28 1.24 0.149 10 13.250 1.30 1.25 0.149 10 13.333 1.32 1.26 0.149 10 it 13.417 1.33 1.28 0.150 10 13.500 1.35 1.29 0.150 10 13.583 1.37 1.31 0.150 10 13.667 1.39 1.33 0.151 10 •Ir 13.750 1.41 1.35 0.151 10 13.833 1.44 1.36 0.152 10 ew 13.917 1.46 1.39 0.152 10 14.000 1.49 1.41 0.153 10 No 14.083 1.51 1.43 0.153 10 14.167 1.54 1.45 0.154 JOI m 14.250 1.57 1.48 0.155 JOI 14.333 1.60 1.50 0.155 JOI jo 14.417 1.64 1.53 0.156 0 14.500 1.67 1.56 0.157 0 on 14.583 1.71 1.59 0.158 0 14.667 1.75 1.63 0.158 0 14.750 1.80 1.66 0.159 0 14.833 1.85 1.70 0.160 0 14.917 1.90 1.74 0.161 0 15.000 1.96 1.79 0.162 0 15.083 2.02 1.84 0.164 0 �1 15.167 2.10 1.89 0.165 0 15.250 2.18 1.95 0.167 0 11/ Q-37 Ir 2.35 2.35 2.35 2.36 2.36 2.36 2.36 2.36 2.37 2.37 2.37 2.37 2.38 2.38 2.38 2.38 2.39 2.39 2.39 2.39 2.40 2.40 2.40 2.41 2.41 2.41 2.41 2.41 2.40 2.40 2.39 2.39 2.39 2.39 2.39 2.40 2.40 2.40 2.41 2.41 2.42 2.42 2.43 2.43 2.44 2.45 2.45 2.46 2.47 2.48 2.49 2.49 2.50 2.51 2.52 2.54 2.55 2.56 2.58 2.59 2.61 .:.62 x.64 2.67 Basin Routing L C O I 11 11 p 6 15.333 2.27 2.02 0.168 0 1 15.417 2.34 2.09 0.170 OI 15.500 2.26 2.14 0.171 0 15.583 2.13 2.15 0.172 0 15.667 2.20 2.16 0.172 0 15.750 2.44 2.20 0.173 0I 15.833 2.97 2.32 0.176 0 15.917 3.98 2.59 0.183 0 I 16.000 5.98 3.11 0.197 1 0 Il 16.083 11.16 4.16 0.231 1 0 16.167 22.38 5.99 0.312 1 01 16.250 24.47 7.11 0.428 10 16.333 12.18 7.64 0.504 I IO 16.417 5.42 7.69 0.511 II 0 16.500 3.20 7.53 0.489 I 10 16.583 2.75 7.32 0.458 I 10 16.667 2.30 7.09 0.426 I 10 16.750 2.12 6.84 0.393 1 I 0 16.833 1.98 6.51 0.361 1 I 0 16.917 1.86 6.19 0.331 1 I 0 17.000 1.77 5.89 0.302 1 I 01 17.083 1.68 5.49 0.274 I 01 17.167 1.61 4.75 0.250 I 0 17.250 1.55 4.14 0.231 I 0 17.333 1.49 3.64 0.214 1I 0 17.417 1.44 3.22 0.201 1I 0 17.500 1.40 2.87 0.190 lI 0 17.583 1.36 2.51 0.181 1I 0 17.667 1.32 2.23 0.174 IIO 17.750 1.29 2.01 0.168 IIO 17.833 1.25 1.83 0.164 JIO 17.917 1.23 1.69 0.160 JIO 18.000 1.20 1.57 0.157 JIO 18.083 1.18 1.48 0.155 10 18.167 1.21 1.41 0.153 10 18.250 1.25 1.37 0.152 10 18.333 1.26 1.34 0.151 10 1 18.417 1.25 1.32 0.151 10 1 18.500 1.23 1.30 0.150 10 1 18.583 1.22 1.28 0.150 10 18.667 1.20 1.27 0.149 10 1 18.750 1.18 1.25 0.149 IO 1 18.833 1.17 1.23 0.148 10 18.917 1.16 1.21 0.148 10 1 19.000 1.14 1.20 0.148 10 19.083 1.13 1.18 0.147 10 19.167 1.12 1.17 0.147 IO 19.250 1.11 1.16 0.147 10 1 19.333 1.09 1.14 0.146 IO 1 19.417 1.08 1.13 0.146 10 19.500 1.07 1.12 0.146 10 19.583 1.06 1.10 0.145 10 1 19.667 1.05 1.09 0.145 10 1 19.750 1.04 1.08 0.145 10 1 19.833 1.03 1.07 0.144 10 1 19.917 1.02 1.06 0.144 10 20.000 1.01 1.05 0.144 10 1 20.083 1.01 1.04 0.144 10 1 20.167 1.00 1.03 0.143 10 1 20.250 0.99 1.02 0.143 10 20.333 0.98 1.01 0.143 10 1 20.417 0.97 1.01 0.143 10 1 20.500 0.97 1.00 0.143 10 20.583 0.96 0.99 0.142 IO 1 Q-38 2.69 2.71 2.73 2.74 2.74 2.75 2.80 2.90 3.08 3.46 4.27 5.19 5.69 5.74 5.59 5.39 5.17 4.94 4.68 4.42 4.18 3.94 3.67 3.45 3.27 3.12 3.00 2.87 2.77 2.69 2.62 2.57 2.53 2.50 2.47 2.46 2.45 2.44 2.43 2.43 2.42 2.41 2.41 2.40 2.39 2.39 2.38 2.38 2.37 2.37 2.37 2.36 2.36 2.35 2.35 2.35 2.34 2.34 2.33 2.33 2.33 2.33 2.32 2.32 Basin Routing W IM 31.333 0.00 0.10 0.066 O I I I I 0.64 31.417 0.00 0.10 0.065 O I I I I 0.62 31.500 0.00 0.10 0.064 O I I I I 0.60 40 31.583 0.00 0.10 0.063 O I I I I 0.59 M 31.667 0.00 0.10 0.063 O I I I I 0.57 31.750 0.00 0.10 0.062 O I I I I 0.55 31.833 0.00 0.10 0.061 O I I I I 0.54 31.917 0.00 0.10 0.061 O I I I I 0.52 rw 32.000 0.00 0.10 0.060 O I I I I 0.50 32.083 0.00 0.10 0.059 O I I I I 0.49 �lln Remaining water in basin = 0.06 (Ac.Ft) ***************************HYDROGRAPH DATA**************************** Number of intervals = 385 Time interval = 5.0 (Min.) wA Maximum/Peak flow rate = 7.690 (CFS) Total volume = 2.672 (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 *********************************************************************** w -------------------------------------------------------------------- in wrw OWN eww No nw Yr Q-41 fn Basin Routing I I I1 a4 a a a 1 a ! I i t 1 t) i i t 1 I I [ 1 t i I l! i a i FILE: A1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1- 7-2003 Time: 7:20:19 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 3 0 .000 .330 3.500 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16518 LINE "A-1" HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2000.000 1342.180 1 1342.180 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2006.960 1342.220 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2116.000 1342.690 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2116.000 1342.690 1 1342.690 Hydraulics- 2 t I i I f I! t t I t I a.I t i t 1 r i f l f I l f l 6 1 t 1 t i i i r I FILE: A1.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 7:20:29 TR 16518 LINE "A-1" Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 2000.000 1342.180 .330 1342.510 4.70 4.07 .26 1342.77 .00 .33 3.50 .330 3.500 .00 0 .0 .000 .0057 .0070 .00 .33 1.25 .33 .013 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- 2000.000 1342.180 .330 1342.510 4.70 4.07 .26 1342.77 .00 .33 3.50 .330 3.500 .00 0 .0 6.960 .0057 .0158 .11 .33 1.25 .33 .013 .00 .00 BOX 2006.960 1342.220 .400 1342.620 4.70 4.07 .26 1342.88 .00 .33 3.50 .330 3.500 .00 0 .0 109.040 .0043 .0158 1.72 .40 1.25 .33 .013 .00 .00 BOX 2116.000 1342.690 1.652 1344.342 4.70 4.07 .26 1344.60 .00 .33 3.50 .330 3.500 .00 0 .0 Hydraulics- 3 Hydraulics- 4 I t I f I t! t! FILE: A.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1- 7-2003 Time: 7:21:24 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16518 LINE "A" HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2120.000 1342.710 1 1344.300 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2283.440 1343.700 1 .011 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2318.800 1343.910 1 .011 22.500 -90.044 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2336.120 1344.020 1 .011 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2369.550 1344.220 1 .011 22.500 85.129 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2415.200 1344.500 1 .011 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2415.200 1344.500 1 1347.500 Hydraulics- 4 t I t i I I # i i t l t 1 f i f I- f l f l f l [ i f l f 1 f 1 t i t i FILE: A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 7:21:35 TR 16518 LINE "A" ******,r��****,r,r*****�**,r***�***�+****�,r,r*�,r*,r,r�*�,r,r**,r*,r**+**�,r**,r,r�,r***+****,r*+*,r**+**..�,r**+*******,r**•�*******,r**,.�,r**** ,r*��**,r ,r Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 2120.000 I I 1342.710 I 1.590 I 1344.300 7.70 I 4.36 I .29 1344.59 I .00 I 1.08 I .00 i I 1.500 I .000 .00 I 1 .0 40.763 .0061 .0038 .16 1.59 .00 1.01 .011 .00 .00 PIPE 2160.763 I I 1342.957 I 1.500 1344.457 I 7.70 I 4.36 I .29 1344.75 I .00 I 1.08 I .00 I I 1.500 I .000 .00 I 1 .0 43.575 .0061 .0036 .16 1.50 .00 1.01 .011 .00 .00 PIPE 2204.338 I I 1343.221 I 1.361 1344.582 I 7.70 I 4.57 I .32 1344.91 I .00 I 1.08 I .87 I I 1.500 I .000 .00 I 1 .0 -I- 18.795 -I- .0061 -i- -I- -I- -I- -I- .0035 -I- .07 -I- 1.36 -I- .58 -I- 1.01 -I- .011 -I- .00 .00 1- PIPE 2223.134 I I 1343.335 I 1.280 1344.615 I 7.70 I 4.79 I .36 1344.97 I .00 I 1.08 I 1.06 I I 1.500 I .000 .00 I 1 .0 13.525 .0061 .0038 .05 1.28 .69 1.01 .011 .00 .00 PIPE 2236.659 I I 1343.417 1.214 I 1344.630 I 7.70 I 5.03 I .39 1345.02 I .00 I 1.08 I 1.18 I I 1.500 I .000 .00 I 1 .0 9.986 .0061 .0041 .04 1.21 .78 1.01 .011 .00 .00 PIPE 2246.646 I I 1343.477 1.155 I 1344.632 I 7.70 I 5.27 I .43 1345.06 I .00 I 1.08 I 1.26 I I 1.500 I .000 .00 I 1 .0 2.335 .0061 .0046 .01 1.16 .86 1.01 .011 .00 .00 PIPE 2248.980 I I 1343.491 1.103 I 1344.594 I 7.70 I 5.53 I .47 1345.07 I .00 I 1.08 I 1.32 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 2248.980 I I 1343.491 1.012 I 1344.503 I 7.70 I 6.07 I .57 1345.08 I .00 I 1.08 I 1.41 I I 1.500 I .000 .00 I 1 C 3.355 .0061 .0061 .02 1.01 1.13 1.01 .011 .00 .00 PIPE 2252.336 I I 1343.512 1.012 I 1344.524 I 7.70 I 6.07 I .57 1345.10 I .00 I 1.08 I 1.41 I I 1.500 I .000 .00 I 1 .0 31.104 .0061 .0060 .19 1.01 1.13 1.01 .011 .00 .00 I_ PIPE Hydraulics- 5 t i o f a I # a t 1 I I [ l t 1 V l t l [ i t I t l[ l t!! t t t I FILE: A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 7:21:35 TR 16518 LINE "A" Hydraulics- 6 Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 2283.440 1343.700 1.019 1344.719 7.70 6.02 .56 1345.28 .07 1.08 1.40 1.500 .000 .00 1 .0 2.069 .0059 .0059 .01 1.09 1.11 1.02 .011 .00 .00 PIPE 2285.509 1343.712 1.019 1344.732 7.70 6.02 .56 1345.29 .07 1.08 1.40 1.500 .000 .00 1 .0 33.292 .0059 .0061 .20 1.09 1.11 1.02 .011 .00 .00 PIPE 2318.800 1343.910 1.002 1344.912 7.70 6.14 .59 1345.50 .00 1.08 1.41 1.500 .000 .00 1 .0 17.320 .0064 .0061 .11 1.00 1.15 .99 .011 .00 .00 PIPE 2336.120 1344.020 1.017 1345.037 7.70 6.04 .57 1345.60 .07 1.08 1.40 1.500 .000 .00 1 .0 .790 .0060 .0060 .00 1.09 1.12 1.02 .011 .00 .00 PIPE 2336.910 1344.025 1.017 1345.042 7.70 6.04 .57 1345.61 .07 1.08 1.40 1.500 .000 .00 1 .0 32.640 .0060 .0061 .20 1.09 1.12 1.02 .011 .00 .00 PIPE 2369.550 1344.220 1.007 1345.227 7.70 6.10 .58 1345.81 .00 1.08 1.41 1.500 .000 .00 1 .0 8.662 .0061 .0061 .05 1.01 1.14 1.01 .011 .00 .00 PIPE 2378.212 1344.273 1.007 1345.281 7.70 6.10 .58 1345.86 .00 1.08 1.41 1.500 .000 .00 1 .0 30.280 .0061 .0060 .18 1.01 1.14 1.01 .011 .00 .00 PIPE 2408.492 1344.459 1.028 1345.487 7.70 5.96 .55 1346.04 .00 1.08 1.39 1.500 .000 .00 1 .0 6.708 .0061 .0055 .04 1.03 1.09 1.01 .011 .00 .00 PIPE 2415.200 1344.500 1.075 1345.575 7.70 5.68 .50 1346.08 .00 1.08 1.35 1.500 .000 .00 1 .0 Hydraulics- 6 I 1 a a a Et a 1 C 1 t i t 1 t l t 1 t 1 t 1 t 1 t 1 [ 1 t 1 t i a1 FILE: B.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1- 7-2003 Time: 6:50:15 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 3 0 .000 4.370 7.000. .000 .000 .00 CD 4 4 1 2.000 CD 5 3 0 .000 4.020 7.000 .000 .000 .00 CD 6 4 1 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16518 LINE "B" HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2466.260 1342.500 6 1347.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2510.650 1343.700 6 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2514.200 1343.710 6 2 0 .013 4.800 .000 1342.190 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2516.320 1343.720 6 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2583.170 1343.990 6 .013 45.000 -85.116 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2708.330 1344.490 6 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2779.010 1344.770 6 .013 45.000 89.992 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2783.680 1345.290 1 4 4 .013 6.500 3.000 1345.130 1345.130 -76.900 67.000 RADIUS ANGLE Hydraulics- 7 Hydraulics- 8 .000 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2800.000 1345.350 1 .013 .000 .000 .000 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3026.130 1348.260 1 .013 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3050.690 1348.580 1 .013 48.178 -29.208 .000 0 ELEMENT NO 12 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 3050.690 1348.580 5 .500 ELEMENT NO 13 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3050.690 1348.580 5 1348.580 Hydraulics- 8 Hydraulics- 9 FILE: B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 6:50:26 TR 16518 LINE "B" Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 2466.260 1342.500 5.000 1347.500 21.00 4.28 .28 1347.78 .00 1.56 .00 2.500 .000 .00 1 .0 44.390 .0270 .0026 .12 5.00 .00 .96 .013 .00 .00 PIPE I 2510.650 I 1343.700 3.916 I 1347.616 I I 21.00 4.28 I .28 I 1347.90 .00 I 1.56 I .00 I I 2.500 I .000 .00 I 1 .0 JUNCT STR .0028 .0021 .01 3.92 .00 .013 .00 .00 PIPE 2514.200 1343.710 4.144 1347.854 16.20 3.30 .17 1348.02 .00 1.36 .00 2.500 .000 .00 1 .0 2.120 .0047 .0016 .00 4.14 .00 1.36 .013 .00 .00 PIPE 2516.320 1343.720 4.137 1347.857 16.20 3.30 .17 1348.03 .00 1.36 .00 2.500 .000 .00 1 .0 66.850 .0040 .0016 .10 .00 .00 1.43 .013 .00 .00 PIPE 2583.170 1343.990 4.004 1347.994 16.20 3.30 .17 1348.16 .00 1.36 .00 2.500 .000 .00 1 .0 125.160 .0040 .0016 .20 4.00 .00 1.43 .013 .00 .00 PIPE 2708.330 1344.490 3.700 1348.190 16.20 3.30 .17 1348.36 .00 1.36 .00 2.500 .000 .00 1 .0 70.680 .0040 .0016 .11 .00 .00 1.44 .013 .00 .00 PIPE 2779.010 1344.770 3.564 1348.334 16.20 3.30 .17 1348.50 .00 1.36 .00 2.500 .000 .00 1 .0 JUNCT S'!TR .1114 .0012 .01 3.56 .00 .013 .00 .00 PIPE 2783.680, 1345.290 3.319 1348.609 6.70 2.13 .07 1348.68 .00 .92 .00 2.000 .000 .00 1 .0 16.320 .0037 .0009 .01 3.32 .00 .99 .013 .00 .00 PIPE I 2800.000 1345.350 I 3.274 I 1348.624 I I 6.70 2.13 I .07 I 1348.69 .00 I .92 I .00 I 2.000 I I .000 .00 I 1 .0 106.226 .0129 .0009 .09 3.27 .00 .70 .013 .00 .00 PIPE Hydraulics- 9 t 1 t° i a I a! x 1 9 1 1 1 1 1 1 1 t, 1 t l 1 1 t l t 1 t l i t t t 1 t i FILE: B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 6:50:26 TR 16518 LINE "B" +***+*�,rt*r**,r****�***,r**,r�,r**t*�*,r***��,r*+,r,r*�**,r*�*,r********�*t***+,r,rt,rr***�*****��**�*****,r***+**+*•**�**,r**�,r*�*�*�*•+ +*+**,rr* Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N-1 I X -Fall ZR IType Ch ****,r****I*�**t****I****+***I*******+r•I�,r*�****tI****�*,rI****+�,+I*,r****+**I***,r*,r*I+***�*rr*Iw�,r*+**+I*�,r****I**��***I**�*+ I**+,tr** 2906.226 1346.717 2.000 1348.717 6.70 2.13 .07 1348.79 .00 .92 .00 2.000 .000 .00 1 .0 14.710 .0129 .0008 .01 2.00 .00 .70 .013 .00 .00 PIPE 2920.936 1346.906 1.815 1348.721 6.70 2.24 .08 1348.80 .00 .92 1.16 2.000 .000 .00 1 .0 8.276 .0129 .0008 .01 1.81 .25 .70 .013 .00 .00 PIPE 2929.212 1347.013 1.707 1348.720 6.70 2.35 .09 1348.81 .00 .92 1.41 2.000 .000 .00 1 .0 6.683 .0129 .0009 .01 1.71 .29 .70 .013 .00 .00 PIPE 2935.895 1347.099 1.618 1348.717 6.70 2.46 .09 1348.81 .00 .92 1.57 2.000 .000 .00 1 .0 5.737 .0129 .0009 .01 1.62 .33 .70 .013 .00 .00 PIPE 2941.632 1347.173 1.540 1348.713 6.70 2.58 .10 1348.82 .00 .92 1.68 2.000 .000 .00 1 .0 5.048 .0129 .0010 .01 1.54 .37 .70 .013 .00 .00 PIPE 2946.680 1347.238 1.470 1348.708 6.70 2.71 .11 1348.82 .00 .92 1.77 2.000 .000 .00 1 .0 4.507 .0129 .0012 .01 1.47 .40 .70 .013 .00 .00 PIPE 2951.187 1347.296 1.406 1348.702 6.70 2.84 .13 1348.83 .00 .92 1.83 2.000 .000 .00 1 .0 4.049 .0129 .0013 .01 1.41 .44 .70 .013 .00 .00 PIPE 2955.236 1347.348 1.347 1348.695 6.70 2.98 .14 1348.83 .00 .92 1.88 2.000 .000 .00 1 .0 3.646 .0129 .0015 .01 1.35 .48 .70 .013 .00 .00 PIPE 2958.881 1347.395 1.292 1348.686 6.70 3.12 .15 1348.84 .00 .92 1.91 2.000 .000 .00 1 .0 3.271 .0129 .0017 .01 1.29 .52 .70 .013 .00 .00 PIPE Hydraulics- 10 1 11 [ 1 r 1! I t 1 t 1 t 1 11 f 1 f i 11 t 1 11 f 1 11 [ 1 t! a I FILE: B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 6:50:26 TR 16518 LINE "B" Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTlor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 2962.152 1347.437 1.240 1348.677 6.70 3.27 .17 1348.84 .00 .92 1.94 2.000 .000 .00 1 .0 2.924 .0129 .0019 .01 1.24 .56 .70 .013 .00 .00 PIPE 2965.076 1347.474 1.191 1348.665 6.70 3.43 .18 1348.85 .00 .92 1.96 2.000 .000 .00 1 .0 .602 .0129 .0021 .00 1.19 .61 .70 .013 .00 .00 PIPE 2965.678 1347.482 1.145 1348.627 6.70 3.60 .20 1348.83 .00 .92 1.98 2.000 .000 .00 1 .0 HYDRAULIC JUMP 2965.678 1347.482 .697 1348.179 6.70 6.87 .73 1348.91 .00 .92 1.91 2.000 .000 .00 1 .0 33.339 .0129 .0125 .42 .70 1.69 .70 .013 .00 .00 PIPE 2999.017 1347.911 .708 1348.619 6.70 6.74 .71 1349.32 .00 .92 1.91 2.000 .000 .00 1 .0 27.113 .0129 .0114 .31 .71 1.65 .70 .013 .00 .00 PIPE 3026.130 1348.260 .733 1348.993 6.70 6.43 .64 1349.63 .05 .92 1.93 2.000 .000 .00 1 .0 3.424 .0130 .0105 .04 .78 1.54 .70 .013 .00 .00 PIPE 3029.553 1348.305 .739 1349.044 6.70 6.35 .63 1349.67 .05 .92 1.93 2.000 .000 .00 1 .0 9.178 .0130 .0097 .09 .79 1.51 .70 .013 .00 .00 PIPE 3038.731 1348.424 .766 1349.190 6.70 6.06 .57 1349.76 .05 .92 1.94 2.000 .000 .00 1 .0 5.351 .0130 .0085 .05 .81 1.42 .70 .013 .00 .00 PIPE 3044.083 1348.494 .793 1349.287 6.70 5.77 .52 1349.80 .04 .92 1.96 2.000 .000 .00 1 .0 3.296 .0130 .0075 .02 .84 1.32 .70 .013 .00 .00 PIPE Hydraulics- I I 1 l I 1 [ i t I a I a 1 E I f f[ l f 1 [ 1 f 1 f 1 f 1 f I 1 1 9 1 a I FILE: B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 6:50:26 TR 16518 LINE "B" Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth� Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall) ZR (Type Ch 3047.379 I I 1348.537 .822 I 1349.359 I I 6.70 5.51 I .47 I 1349.83 .04 I .92 I 1.97 I I 2.000 I .000 .00 I 1 .0 1.966 .0130 .0066 .01 .86 1.23 .70 .013 .00 .00 PIPE 3049.345 I I 1348.563 .852 I 1349.415 I I 6.70 5.25 I .43 I 1349.84 .04 I .92 I 1.98 I I 2.000 I .000 .00 I 1 .0 1.034 .0130 .0058 .01 .89 1.15 .70 .013 .00 .00 PIPE 3050.379 I I 1348.576 .884 I 1349.459 I I 6.70 5.01 I .39 I 1349.85 .03 I .92 I 1.99 I I 2.000 I .000 .00 I 1 .0 .311 .0130 .0051 .00 .92 1.07 .70 .013 .00 .00 PIPE 3050.690 I I 1348.580 .917 I 1349.497 I I 6.70 4.77 I .35 I 1349.85 .03 I .92 I 1.99 I I 2.000 I .000 .00 I 1 .0 WALL ENTRANCE 3050.690 I I 1348.580 1.421 I 1350.001 I I 6.70 .67 I .01 I 1350.01 .00 I .31 I 7.00 I 4.020 I I 7.000 .00 I 0 .0 Hydraulics- 12 FILE: B1.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 7:29: 5 TR 16518 LATERAL "B-1" Hydraulics- 14 Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 102.870 1345.150 3.350 1348.500 6.70 2.13 .07 1348.57 .00 .92 .00 2.000 .000 .00 1 .0 23.820 .0101 .0009 .02 3.35 .00 .74 .013 .00 .00 PIPE 126.690 1345.390 3.131 1348.521 6.70 2.13 .07 1348.59 .00 .92 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 126.690 1345.390 3.235 1348.625 6.70 .30 .00 1348.63 .00 .31 7.00 3.400 7.000 .00 0 .0 Hydraulics- 14 Hydraulics- 13 r7 " " " " " vi FILE: B1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1- 7-2003 Time: 7:28:54 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 3 0 .000 3.400 7.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16518 LATERAL "B-1" HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.870 1345.150 1 1348.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 126.690 1345.390 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 126.690 1345.3.90 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 126.690 1345.390 2 1345.390 Hydraulics- 13 I 1 1 1 11 f 1 a i 11 11 I l C l I 1 1 1 I l I I I c 1 i t i i 1 1 1 a 1 FILE: B2.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1- 7-2003 Time: 7:30: 6 W S P G W WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP IS CD 1 4 1 2.000 CD 2 3 0 .000 3.400 7.000 .000 .000 .00 INVERT SECT W S P G W PAGE NO 1 103.240 1345.150 WATER SURFACE PROFILE - TITLE CARD LISTING ELEMENT HEADING LINE NO 1 IS - A REACH TR 16518 LATERAL "B-2" HEADING LINE NO 2 IS - SECT N HEADING LINE NO 3 IS - 115.210 1345.270 * PAGE NO 2 W S ELEV 1348.500 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1345.270 Hydraulics- 15 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 103.240 1345.150 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 115.210 1345.270 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 115.210 1345.270 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 115.210 1345.270 2 * PAGE NO 2 W S ELEV 1348.500 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1345.270 Hydraulics- 15 t l IF l R 1 11 `1 11 If 1 [ 1 t l IF 1 [ 1 t) t 1 1 1 1 1 1 1 E 1 %1 a 1 FILE: B2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1734 WATER SURFACE PROFILE LISTING Date: 1- 7-2003 Time: 7:30:17 TR 16518 LATERAL "B-2" Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch I I I I I I I I I I I I I 103.240 1345.150 3.350 1348.500 3.10 .99 .02 1348.52 .00 .61 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- 1- 11.970 .0100 .0002 .00 3.35 .00 .50 .013 .00 .00 PIPE I I I I I I I I I I I I I 115.210 1345.270 3.232 1348.502 3.10 .99 .02 1348.52 .00 .61 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I i I 115.210 1345.270 3.254 1348.525 3.10 .14 .00 1348.52 .00 .18 7.00 3.400 7.000 .00 0 .0 . -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Hydraulics- 16 1rr ..w C 0 lowCLpa E 0 rn W U CC)� �• CY)aa) M.0 6F zW W iw on a ON im w im o. am C �y o f � ''�/ _ . C -41S r C '7A/ Ao v+_, 4 I'C' 4- v 7U O r G� --C 4/ /3 A- . 3 ZSR _ !• �cf5 box w, -Il ,6r- C-opic/.ey 1s 9 c-liv-P 7 c- 1`5 SA/, ' //W ax CCc / C u /4 j l c7 t-7 w Lt �.�-c Q�ooU = /•�oo _ /9, 3f /.c 1-51 SGy -oZ ZO 5.24 HANDBOOK OF HYDRAULICS The discharge over broad -crested weirs is usually expressed by that equation Q = CLH3'2 (5.10) Experiments on broad -crested weirs have been performed by Blackwell, Bazin, Woodburn, the U.S. Deep Waterways Board, and the U.S. Geological Survey. These experiments cover a wide range fit a conditions as to the head, breadth, and height of the weir. Considurt able discrepancy exists in the results of the different experimentM, :? especially for heads below 15 cm. For heads from 15 to about 45 cud the coefficient becomes more uniform, and for heads from 45 eni tot the point at which the nappe becomes detached from the crest, thtt coefficient as given by the different experiments is nearly constant'l and equals approximately 1.45. When the head reaches one to two times the breadth of the weir, the nappe becomes detached and the weir becomes essentially sharp -crested. The effect on discharge of the roughness of the crest can be computed by applying the principled tit flow in open channels. In order to put the results of the various experiments in a 14"1 convenient for use, Table 6.1 has been prepared by graphically intors polating the results of all experiments, giving more weight to thowtt of the U.S. Geological Survey. This table should give values of V within the limits of accuracy of the original experiments. The effect of rounding the upstream corner of a broad -crested white is to increase the discharge for a given head. Table 5.2 lists expori, ments on this type of weir. The effect of rounding the upstream cornute on a radius of 10 cm is to increase the coefficient C by approximately 9 percent. Coefficients by Woodbum19 for flat weirs with rounded tip, stream corners and gently sloping crests are given in Table 5.3a. Blackwell experimented with three weirs 90 cm broad, having a slightly inclined crest. Inclining the crest appears to increase the co, efficient of discharge slightly. The results of these experiments tuts rather inconsistent, especially for low heads. Table 5.3b has beoll compiled from Blackwell's experiments. Sloping the top of a brotttle crested weir makes it similar to a triangular weir with the upstroam face vertical. The coefficients given in Tables 5.4 and 5.5 will thereform be helpful in selecting coefficients for broad -crested weirs with sloping crests. If the upstream corner of a weir is so rounded as to prevent con traction entirely, and if the slope of the crest is as great as the loam of head due to friction, flow occurs at critical depth, and discharge IN given by the rational formula 0) A0 W cn to 0 0 0 O LO 0 u9 5.25 H 1-4 -4 -4 r+ -4 'r .+ .-i ti .-i 1-+ 1-4 T c ao to to LD to to to to to to caha�°e� ��1 a�Iw�Tw n Iq COww00 �Tw� V con0Lo LOt-00 MOOD M00O ul - VOMMM V V V v w to cn to to ti 00 00 m WOONN OTLOMMMM ItIq� co catiOROROgOR d' MOLD OI 000000000 w � V w to to cn n L— ao 00 ao ao 00 w�� o� o OROR� ROqOqO i 4 ON1fj L - NGV MMMMMM `. U�Iq CD AOR OD a0 W OR0000 MOD I Iq coo ti coo aaq aaq Oq op aq aaq Oq aaq a`q NOM MMM M M M M M M M I cD t` Oq 00 Oq a0 00 00 00 ap 00 a0 OO ti r ri H ri -4 N r -i ti .-i I a Doo coo CO r„ "iNM It! MLO ORa Oq Ci Min O 0 O 0 O O cc 5.25 zw in s r CATCH BASIN SIZING FOR 25 —YR AND 100—YR 0 sm m m IN a" w E 0 m im 0. w A. No son M 410 40 ew w M, w rrr siw do 100 -YEAR Q'S CB#1 & CB#2 (USE W=7') **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 6.70 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.14 CB#3 (USE W=7') **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.10 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.45 CB#4 (USE W=7') »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.30 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.48 wri M 25 -YEAR Q'S yr CB#2 & CB#3 (USE W=7') aw »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. ir. Public Roads nomograph plots for flowby basins and sump basins. .,., BASIN INFLOW(CFS) = 5.30 BASIN OPENING(FEET) = 0.67 �.. DEPTH OF WATER(FEET) = 0.83 ... too >—CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.48 CB#1 (USE W=7') »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- rrr Curb Inlet Capacities are approximated based on the Bureau of w Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.40 ^' BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 r »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.12 -7 CB#4 (USE W=7') »»SUMP TYPE BASIN INPUT INFORMATION«« aw ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.10 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.92 -7 OT Calculated by: MJG Date 9/1105 Checked by: Uate as STREET FLOW DEPTH CALCULATION go Description: a• w� es 1Yr a• MA 1r rrr irr +r. w ON s• Ow ear OW TR 16518 Standard Street Flow - 64' R/O/W Condition: Street R/O/W = 64 ft, Curb -Curb = 40 ft, Curb Height = 6 in, Crossfall = 0.02 ft/ft Curb Geometry: Batter= 0.17', Gutter Width = 1.5', Hike = 0.11', Lip = 0.03' Parkway Width/Slope/Mannings N = 12'/ 0.02 / 0.025. Street Mannings N = 0.015 Street Cross-section Diagram 0.80 4----------------------------- 0.74 0.70 0.60 0.50 i : i� : S : iT 8r.J1-s: s. rs -_ m -_ i .50 0.440 0.30 0.20 0.1 .14 0.10 0.11 0.11 0.00 0.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 Flow Depth at Flow Rate (ft) (ft) Slope Q Left side Right side Slope Q Left side Right side ft/ft cfs ft ft Condition ft/ft cfs ft ft Condition 0.0050 0.0110 0.0086 0.0120 0.0100 0.0120 0.0123 I 0.0200 i 0.0173 0.0200 0.0200 0.0250 0.0100 0.0250 This sheet is used with permission by Aaron Skeers 1 of 1 Standard Flow Conditions (cfs) Flow to Crown (d=0.51ft) Flow to Curbs (d=0.5ft) Flow to R/O/W (d=0.74ft) Sloe Left Right Total Left Right Total Left Right Total 0.0050 9.9 9.9 19.9 9.3 9.3 18.6 36.5 36.5 72.9 0.0086 13.0 13.0 26.0 12.2 12.2 24.4 47.8 47.8 95.7 0.0100 14.0 14.0 28.1 13.1 13.1 26.3 51.6 51.6 103.1 0.0123 15.6 15.6 31.1 14.6 14.6 29.2 57.2 57.2 114.4 0.0173 18.5 18.5 36.9 17.3 17.3 34.6 67.8 67.8 135.7 0.02 19.9 19.9 39.7 18.6 18.6 37.2 72.9 72.9 145.9 0.0258 22.5 22.5 45.1 21.1 21.1 42.2 82.8 82.8 165.7 0.03 24.3 24.3 48.6 22.8 22.8 45.5 89.3 89.3 178.6 Flow Depth at Flow Rate (ft) (ft) Slope Q Left side Right side Slope Q Left side Right side ft/ft cfs ft ft Condition ft/ft cfs ft ft Condition 0.0050 0.0110 0.0086 0.0120 0.0100 0.0120 0.0123 I 0.0200 i 0.0173 0.0200 0.0200 0.0250 0.0100 0.0250 This sheet is used with permission by Aaron Skeers 1 of 1 C) ;t '7 bpwo 0�0 NI v tv V_tipY. . .... — 4ot, k ZZ Y D le t5t.—; • iri 11 aJ Y. x f. souact Y1, iot*6IE irl 97. r A, PV Z7- tnrJl ..a lj� A- W., 'A c —A 7_1 A L Att A ♦ K, . f7 io,r _X I 4 u 4 7_14 77 L-4 w -- jg� F wo—; AW Mum -film W*r A am! E RUN!- IRi t fill all mirrrr' Allm SAN BERNARDINO COUNTY HYDROLOGY MANUAL INDEX MAP A Z4 ILA FRI. A' tznloia % A: o & 7— .2 LWWO SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE I-4SX0 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP C-26 FOR SOUTHWEST -A AREA FIGURE C-13 SAN BERNARD COUNTY -7 C-0 C-3 C-4 INDEX MAP A Z4 ILA FRI. A' tznloia % A: o & 7— .2 LWWO SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE I-4SX0 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP C-26 FOR SOUTHWEST -A AREA FIGURE C-13 -14 W I R W I R6W I I R5 I 4W `�' .` R2 - -- fi- _i ���; RIE ° .�,•...- T4N I I .•[.., „r•,3D ,..: i I / I_ I NIT°IIS .; w RIW R2E °':, I r I rd1a. +",,.,, _ � I- I li�' •S - - ,ty 1 - I I - r . • : , I I ? I w!sr Yrt I wuur A11[A uY•AYr •►,p, a 3 I x , Ol I i Q4. g -I wun • Ar t l` 7- • V I •�' - - --r' .�rE 12%� I1 q L «• .� E i r \ a 9 o I z I.0/1 Imo ' I e -- _ - r - ! t — I I r I°•�'7' T _-. -F x �_ I LESN ,�i� I. I Y1pN 3 °,e' j- N . Ir ;s s s1A3WT I I. I o[[. , - -1 a•i wrN 1. - - _ / f I- f �3 r 'G r T 3 N T— — i — — - — _ I � -'� • . , I _ — I — — — __j f y'�, '``rpt - `f' i �h, I I , i t ' I�rr-t 1.4 l I r I 9 I 2`z, I zz I• Ly I I I/ "t - -I.- -� 1 •- -•- - I I °wo• •c- {� -} .rim �4°a -i- --� i \ ` „�v 1 ; j, r I � I � I.S � T ` 29 � 't 6 2 C +veA- - 1>k/ylff •1•r+�r I --.l _}- Lei I I I I I - } iqf `° 3Z, +o•a 34 I a I • r •,o frRrt e. �, I - I \� 1 L -I - yl.T J - i-_�-` I� - - - _ I - `pj- .•' I MT '70N;0' 1 ,' • i •�" f� I I I i I I, .e•�„ JRi\P+- f I.5 I Rt `0j I I i ' .4 I I • I . " ' w ' � • • , • •�F -�- - c' ' �I. ARROWHEAD •".� J "�•acI�,a.cor� �-i.[[ iA'� � - - - • •• -``. B [�[y A�DwIN i l -r i' - h1? 14°'0�� i R�2R - • • 1 • • ' -�_ �:_ \ D]Rrl I iI a°�• L 'Q 1.2 I 1 1` \ I • • l3 - -'< y9-�• - - L_ - • • • • T2N f _ M, n. 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O 1 J( �-;-•'�.- �% s 1• t -i � I `� � � , /� I % I 11} I - SAN 9 RNARO, I UPL7*ND' .I 1p - ._r L 1� ' Oh 4 ..�•c• 1_ i� '<. ` fir! I `.,}' I I ` - ... ie,ARaloliY t ,,ci ,uu„ R I A Ll0 — �. - ' : - -+ -- - ; — — - -� — 'd,•Y --- -- g - - - - -- �-'-- + 1 - INS - �.>d• : . +-.• FONT SNA wASM. w'� / ' t' a`i • "•y � j , • •y; _ - - TISt0VIA TION ..[ 7; - y - REDLANDS a.•, _� _ r t••a 1.2� \ - Vs. TIS T �:. L •f � _ _.. - a� . 'ffi .MYN G' , _ ? •y °I° Wf .FpG 1DN S J .1 • f RL • AI i •,y •• _ •f- d - .,:q,r,, 1,, _ CRESfYORE ._ _ _ 1... .I - 1 . i-• - o•, ac• _ - _- LI .._. _ i 4 -� - Yr^ 4 - rw• .i Fu - � . • _ S ' _- f I 1 I I 1 �'r- I c 1 • wH�Pt ..,,w .,,r.:;: yiwc :` IPA I I ,: , I „ j : •, YRAN� TERR,�CE ' CHINO .rr — Tsu� �s — - - — — s>. • — - — _.. — L r- \� 3 _ gf8 I — - - - �' - - - - -1' — }- - • - - a- -- : i lt- --1 — ' - -M SAN BONA 9 0-- }. - \ %- It / R ( E I I : I R E , 1145 / a • �`" ' , i — RIVFR610E COWI�T " _ Y 34•00' _ I R S I1D E' w[ - SER•. - -S� -� - -} 1 •V r . '� ,• •Yo ry � ' \ ,1.. �,t>� R4W s R3 R2W SAN BERNAR©INO •COINTY t — r i -I — �— -fi',• `(.^ r= -- - - - - - - SA CONTROL;DISTRICT ` --j _. • • , IFL �A - I R 5 W. VA ARE !. T3S I AS,N .: REDUCED DRAWING -� DAM �:.,� - --- - - - - , - SCALE 1` 4 MILES � - ISOHrETALS { Yw - 10. YEAR. I HOUR i•• ••••� - I t t0 �5 - q - d3o — SAN. BERNARDINO COUNTY .,,SED ON U.SDG. NAAA ATLAS 2, 1923. APMVED 9Y i1171a5••''••.°•..........................••'• HYDROLOGY MANUAL I �` •.NO. 8W I I RTW RIS /� • � ISOLINES PRECIPITATION (INCHES) DATE SCALE: � FICE Nn DRVRIi., I, 19" 1".2 Mi. WRO-I 3 Lt Lt 1.7 Rg I I R7W R6W I R5W I I 4W , <: R2W RIW �. RIE R2E [ •s Aj _�- .�Lw „7•,� ,..[ ! p1T115 ! L' '��° - - - I -4N T4N Ls ( I T I I I I i •{/ N A — --- _— I 1.3 �•. I 1 - ' r - ' I �. . c. I L 12- 2 1 I 1 1 ---T WT I 13- I NvA i Z11 - 3A I1I \s i it A z , y A •' I LS �'\vto12I --1 —F-�-• IAI► — 1 -- I 'it TA I.a• — re-r- -_- - — iL71' AM SAN T:INIO 1eALowIN LI - - ' _ f I— r' _ 1. ARROWX_5a- 1 •• —,�— r f•�' • II`ERWI, L T 54-T,?rNIITK'"I—ALAK 3 IN_LLo to �_.r .. ' 4 A TOMFLAT I Nt x R IN`AN} =,�AM STA TASAN RNARDIIPLN DI 0cLARo.alr .,,a — - - ti +- -} — - — I - + T W45NILI TIS 1/, 1611,1.{ COLTON tONTA0WN REDLANDS iOAK BLEIA ruu1M LIZ IT .0 r 6RA11T TECN O �-'�,ryR2N WM ' OIR1 nt EIDE couIo ERSIDEX4,wE �•q5..[. RI oi•a...... •i,Pr • R4W R3 R2W sAN eERNACON COUNTTvi+ - - -VALLEY AREA 'RADDO + R5 REDUCED DRAWING sp�tA 0 CONTROL � 1VAIstAL•4T3S - - - - -- N - - - - - -•., '_r SCALE I" 4 MILES Yo -100 YEAR E'HOUR M' -' SAN B ER N AR D I N O COUNTY BASED °" a ae, NOA„EQLAt s.Iws LS -•- _ I 30 or .I Tgss •�.- - - - - - - - - -- - - - -- - - -'- • DATE , 7CXt /1tL 1MQ. OIMEL N0. I. 8 I w ••••;•• w HYDROLOGY MANUAL C8 ISOLINES PRECIPITATION !INCHES) • 19182 f •eEa Mwo I a .E. 12 ......................... IIS e rirrlRE B=4 c" — -4 - 1- -r R 2 -Riw RIE R2E R7W I I I R6W _ ...... ,•so ,ow I I I / I 4W ITA / ao .8 I �a I II 44 . NE _— ._ —__ -. -- a. - _-- _ `TN WEST WT I i � ` IwLur HIlA �■r , I n 4, . o I S z t I I e } �. wLur Ar e a I I I /Ulf - Olt • \ .�` I I '— I — I— D — I — 1- wAT•LESN - - I I I I I 'B T I I I• I s I � 2 t -� .� ---i — I-1 �,/-/ 1wTM � ; T i r- -- -- -- - I --I I . , 2. I f c I � I 19 Q,21 Z2 a � � I '- y4.`' � I •TIEp I u' � a Y- r-- - - -- � � s> � I _I— zs s I ♦ • am E 1 6 n - ---a - 'I�.� -t ---i i (- -- •^ _ .�.. _ --- - - � -- � '� .� —1 — ' I ) 32 .�� 34 , 3 • w.. a — =) 4— L i ail 2.2 12.4 II T } L. Ae�owNuo 4a' c.. /� n ^` sAL wl RDL. --'1I - T2 — �-o^,s' �_ rLt � I TL '2`- — -- _ _ I — — _ .eo...: a• — I— \I P h `l,r�"tE� I EE � �`EnwIA I Iii �— �) - J 34,•T �4n. Ju- „f a, _ - .r„fa+i! I— �- - — — "• SEA" �_ T 4 — - CMAM I -4—z. 1A It I — _ — (' — — oN•• -�+ / - — / • 4 + i� 3' — --1 +;-' _ _ ..,,. -_� I ~ , Z.4 !'z • - o — - h t2.6 I�6Ml —w•$ IAf �t I � "+'� __i — ' • " U _ _ ,r12.(J' - — -1 � � � _ r_'i-.' .,� — � \ 1 wTOil / \\ r I. r" I , —I — - _- OAM � � � __ - - -•.� �t�� �.J� ITTLE}MN.. 4 . 1 _ ,� i � � -_ w. —` �_ � ♦ _-� 4- - rt0 _�_ - x� _ I.s 'w.<; i �f.•.., ; l�I -T� rJN, AL rA ". LOW _ l I i .w*••• 3 i+d i / .n� ,`r�i N� • I /\'Ir \ I I ! I; UPLAND :� 4 •,� . cLAwofOwT • .,, R IfA LTO_ -+--- FONTANA­It ara 1 w°sN k - Mh cj r• sr. \ .� •. as t TIS -- - � ' - _ •` _ ` ~- }• ' _ _ - ,. Eh , `"L-` �w �- 1 Y QftAj ON TARIO I L4 i - N - - Y w - -I t I -- - - — — MA [IwsA a i i f., , `o+, I I .� ,•;_ ,,.w1t,�► s cwEsrrollE r, : I _I^ •••I - X. ,":::••..�• , ..2.4 % - rI . 16 I I •/rucAi -1. I I cM -G7tp• i I + ' �4.,�y I, JUfI()pA ii W! 1 I •IfAMI TEwwri. CHINO / 4 -1- - -a Ii I ! R2E j II •} .2- +•,I- — ' �! J Mw• OUN o .- .nro. `. - _. — Il I RIE i ! \ , ? y- , wl wN0• , COYw,T r 1 r +34^00' I ERSI E- i- % t 11 � .�fff wf � RIVE,RI P I. - � I � — � •- --t -f - r I -"� +— r' wf x ' • - - «•" SP—��—I V i—�L _ull"IT _ _—_ I _— -- �— T —'_ _ __ _— _ _ -.� ' -�-/ i I � t 11 115 _ocm, . r�0 ti R W I R3 R 2 W \ I R I /.. %Z ia% n ,``'/ I ! SAN BERNARDINO COMITY _ ! �- ° : --' - - - •- -- - - 1 -- I- - -R5W REDUCED DRAWING VALLEY AREA S I IFLWDD ONTpaL` I I I � — --. - — - -- -- - - - -I SCALE iff = 4 MILES I gOF1YETALS _ XI 2 YEAR 6 HOUR -- GAM,- -1= - �- SAN BERNARDINO COUNTY wnwto°" "�°` "°""`''"' t-�� - - --I ,G�- -� - - C A 1 APPRO o wr I Rew i- - R7W --. - R6W HYDROLOGY MANUAL C0 ISO PRECIPITATION (INCHES) DATE WMA "a 1982 r•alL .eo-1• (•f 12 B-9 FIGURE 8-1 _ I I I R60 I R5W I �w I I.o F RIw' �s RIE `a°a—� R2E IT4N TiW 4 l •s' — - — — I —h•Y M[Lul' .[ i I I I-9PEIaA -- 11, — —I — I t ;— ? — �• �}I I r- -♦'- —�4_4_ I f �� � — — 62 !-- -+,r —i �Pv i-_ _-" a -1 - — _ I 1 a � -- - '�- '-{', i I a� i ,���,�'�'� L ET ET • I � � �• I. �. � t I_ w[aa ','�'""' I r', .,� I r I • o° Y r ea z I I - t T — f — -t t- -t' — — ♦ - 9 `N• __ f 'i;''I•# � � ` L µil c Y' I I , I I 4 I I - 1 ,1� 34 I 6 Irk 4s I I ••4 raP ' I M SAN ANTONIO" l r I _ ` P 1•.l[Y 1 -1- I 7.0 %— t I i \ I -r 1 ��[Z I \I— • ? /• t® — 1— -a-• -� — , ► APPOMNEAO[. + — ' I $ eALpw1l L \ ,. �I _EPwI� N t Mr 04 I Li F L � E [}[ k ..[°ur � F° i l �'�[a� I �i°IS � i — es I \I — — — — - \ 1• - l' _ L — _ >y - cqunl _ \ — — i CUCAMONOA L'� _ A I' t. F '� PEAK \`� • 1V'�°II r -- \ / r I I , °• f W .• / ../ N[M' \ s .� I - f1•i/ I - � .. i'/ / • < ? ., -- ' -.- - _ _- � � � I =1 I- _ I - - ,-yam— I — -T �I/ i - �. / 'A.r- I— — J — 1 — t �`_' �' --- -• �- - � ' .. TIN \` 1 0 `iE*\���+� C'•' 3 \ '.T "1' 1 - � - -w irl[' ! J t, 4..[1 rJ t --pia—�-•- •A•t_I FL►,t /� ;\�I I yA � ,I ! # ,il �,„..a T 4.9 IN - -�.',•'fraaaw — - — -- — e ! urA 3 a J r 3.0 \ I s agolpo i f . ': i ! L� I I 1 I I r I I UPLAND 3 ' - r uAq•rpiir L R IfA L f [....�- =- sJd✓< I --' r I � — — + - - -- - _ rcL ar,l A [ } - ._ a FONTANA� r .«> w>sN -. - + d J �1' \ TIS 33 970 -C •- vrsNTAR10l' ♦ W � r t—,.... - - i i LOVA, l•IN•A �Y• RIE GLANDS � -~ -__ - - u w w 1� aPF T1 N � ^_ - -. _ -_ -J_ °- - _• _ ai _ V. 'I I _; �. I I I I j I ` i r 5.0 • �t<+ � i Y � '• °a.�h � �U[NPA 'w[SP . rucAv LLrt [ ell \L. •\�, — y - — t —I — - r' — — - '• — I — �' ; II - f — F. r— T Et11NA c L — ' j I� 1 E I I R2E I 0 qry t , couwr N3.6 v`­11 ' I- •oo' T? S1—C— - ! - I I I ; I 2.S I - T f .ra.” —* - ; --W 2.0 R i R2Wo'�R I ARDINO FAN BERNNTROL C t — r' —I — ``/ J ~r — i— -- I— 1 —t — — + i — + - REDUCED DRAWING VALLEY AREA SN IFLOO A CONTROL '- I sw SCALE Ir[- 4 MILES IsoNrETALs X2- 2 YEAR 24 HOUR \-T- DAM SAN BERNARDINO COUNTY �,���.�.,,.,�,.�...� t..3��-.-., C - - - --' - A '°�30 APPIIDVEC !Y I I R8W I , R7 RIS I HYDROLOGY MANUAL .OISOLINESPRECIPITATION (IroC►ffS) DATE s�.•, ra,c un o�.�• 1962 f•tll ww6-1 ! of It B-10 FIGURE B-2 a T— )I- 5.0 f is Got DAM 4F,1 c -A —17 r I -t del AL TA F 7 I A.— SAPA RNARDTO ...... LQ UPLAND . o ,. ! - - , - I RIA I I — 1 - . FONTANA— o- INA� 4 *Al. To j Qw 1: -0 TIS OL TO 3.5 7 ONTARIO, f REDLANDS t --71aN.r —4 i,.:��L— w. 3 A". L I --or Ta -oo A -- �. >` /. z I 5.0 X 1 A. "NJ TERRr 1.I\ 4. oa �T- CHINO T- r it J." - — 0 ICA. R2E RAN .EBNA ouN �T IE + 4- --,l 0�i novqNsfol c T f34*-' T2S L L IVER IDE 3 T- 11pmt-- –4- R4W R2W 3.75 SAN KRNAWN0 W C rt t —I –T ---I t- t CONTROL 01ICT L -R5W VALLEY AREA PRI L000 CIT REDUCED DRAWING BAS'. WNYETALS T3S — SCALE I" = 4 MILES X3 - IoO:yEAF;r 6 HOUR o a&= am uAar, NO" AMAS 2. Mrs A t -4 SAN BERNARDINO COUNTY C 4A AFF1110M IV FLOOD 4.0 R8W R R6W I HYDROLOGY MANUAL C4.0 MOLINES PRECIPITATION (INCHES) om I SCALE I FU "M OMM I& 5 of lit 1982 r.21111. WWI B-13 FIGURE B-5 R7W 5 -4 I& R2E 7 I— � L — — -T T- T- t 3.0 T 4- -4— su MIT ARI 2. 0 0 — 17 i� T- 2 -T wryi 1, .2 T•- D 2 22 3111 1 -T- T 29 3f JANi0-f-.1 6.0 mr BAN 9.0 )v 7 X7 IN N0 4-15'Eftwl -4 N REA11 LAKC LICAMO1J° 7 A. oo L 4.5 5.0 f is Got DAM 4F,1 c -A —17 r I -t del AL TA F 7 I A.— SAPA RNARDTO ...... LQ UPLAND . o ,. ! - - , - I RIA I I — 1 - . FONTANA— o- INA� 4 *Al. To j Qw 1: -0 TIS OL TO 3.5 7 ONTARIO, f REDLANDS t --71aN.r —4 i,.:��L— w. 3 A". L I --or Ta -oo A -- �. >` /. z I 5.0 X 1 A. "NJ TERRr 1.I\ 4. oa �T- CHINO T- r it J." - — 0 ICA. R2E RAN .EBNA ouN �T IE + 4- --,l 0�i novqNsfol c T f34*-' T2S L L IVER IDE 3 T- 11pmt-- –4- R4W R2W 3.75 SAN KRNAWN0 W C rt t —I –T ---I t- t CONTROL 01ICT L -R5W VALLEY AREA PRI L000 CIT REDUCED DRAWING BAS'. WNYETALS T3S — SCALE I" = 4 MILES X3 - IoO:yEAF;r 6 HOUR o a&= am uAar, NO" AMAS 2. Mrs A t -4 SAN BERNARDINO COUNTY C 4A AFF1110M IV FLOOD 4.0 R8W R R6W I HYDROLOGY MANUAL C4.0 MOLINES PRECIPITATION (INCHES) om I SCALE I FU "M OMM I& 5 of lit 1982 r.21111. WWI B-13 FIGURE B-5 ----- - - -- ----- ------ ----- ----- --- - --- - - - , I I RR7ew I►KLN R 1 IR 3.s IE 11 Y�46I .TIN s f I —1- — _ —i——I—T- +- ,G� I I I ' �I i _I �-- ,- \ � vaLLBr • ti� •� I —` R4 TLE SN 12:0 I .. 1921 I ` I.` •O •�-�- /y'� ^�' - �, I ; .J" tip_,• I r _., _-'� J . . �I IS. y7\� Y- I I Jo I '� •� !- �j %F�- - I �f f I1 IT - 4 y - -I 29 8 i S - I M✓AMIr Ay •y ! I - T 1 '- !- T l -- -•18.0_ ._ ..._I SAN AN IOY Z. I \ •, ♦ �P: \ ( l�•• ♦ I \'� a ! 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TUCAI I i BRAID tt I I .,0 { o.} I I 7.0 1 1� Imo" I i'� CHINO ! . -.�v5.., ,1'.r I I 3 .a � I - -- - - r - -:-'• +- - '• '*'- • lr-- -i I --\� - sAN BGI/ ouR o, It.,`A[1 L- \ ..� i/ I I I - 1 � R it I . �. .... ! _ Pa7j L I i I RallRsloc couN, �. li I i wo 54-0o TZ h, — - - - - — — — — w / R IDE — - I - —7� I«ec - - [ -�fR �. gP ,.�{ 1 I I I I 1 +r -- �-• t- -t - , -1 Wt. +�Y T- -� - �-- / 1, -•a:' t _.+ - - ___- h +•��.r o•i -t --1 --' !- -- u7^I15 «- '�.-. -ocu[r ,v[� -- _ y- -. -I_ 'L o%- .. - R'4 W I R o' I R 2 W R 94 97 - P.'M► 5711[1f71R U1Vkvv..' IT PMR DO Cox - R 5WOL Ql"T ICT �'0 REDUCED DRAWING " VA4aEY /4RA ••�� , ! 11 IFLOOD CONTROL` 7J - I - I - BASIN - -_ _. - - _ i a�1 p; , SCALE I11 4 MfLES IsaMr�ETiik" I I i DTZ x ...io ye 1.:I�iou +- t- t ,�.:�; = -- - SAN: BERNARDINO COUNTY tlAS[DCN�3 Ic 4A Rs , w ' Rew : HYDROLOGY MANUAL w� / 6.0 FS9LIN S PRECIPITATION OWHESI a►Ttt'' sc��E F Iw Q M!R•wo 6 1882 1"•t a - ' w�0 I 6 e<^+2 54.7 ........................ �--- � o 1361.7 53.5 53,4 52,4 49.5 49.9 49,5 o 0 -- � 4 4- Fa i -D- 4.9" 52, 5 0 e _t 51,2 4aa 0 a m1 49,6 I 52,4 D ' n 1347.: r /ti 1 �`------ -o-� a �CD RAYMOND cn COURT w Q Lu � � PROJECT � Q �. LOCATION U OO � MILLER AVENUE VICINITY MAP NOT TO SCALE w Q w J Q 0 *,Lo c,a-_fect � `(aenz� 0� mp6rLl � GRAPHIC SCALE 0 20 40 80 ( IN FEET ) 1 inch = 40 ft. KEY NODE DESCRIPTION 1752.2 . SUBAREA,RSUBAREA,DESCRIPTION KACREAG SITY LENGTH BETWEEN NODES L=500' FLOW, DRAINAGE BOUNDARY NOTE ALL SOILS GROUP "A" 160 I I (32) (3 1 )(30) (28) ,f I I i ! ' I ti O ,' , i i ! t 1 i :1 _ { ;j .\ '_'_' ' i S < { 1 .•i 1 ! �Iij ,':\�6 ;_I } I ' i _ �1(�� i;' I•;1 136L Jr f - i - -_ t ^ \ E ! , (Y_ .•�, I I, t J ii \ ', "__ �^ \._.__/'_ `.` - _._.--__L` .-.t l; yl--`` / 7 ! 1 1 .c.1 1 �L.21 t ._.._-- _---I �' J .- _•_-.___--_--` ' ..._.----• /,, _....� --_-.- _ _r- ~• \ I �, ,` _ 62.21 �h01 TC_- - _ - `__ . �� G _ `• �"� i Cti �"� ��;` ! f I '� �� r , ... (G1 .51 FL ��------- �Is----- - - .- c� __--•--------- C� �, , 4. 70.68' G -5-c0 � 65.00_ �- t 3 65.00' 65.00 65.00 65.00' G5.0 T 70.56" 2.1 ._..� �---- 1362 6' lO.OI i 1.63 TC a s 61.13 F I I �' s s �O � �O ,� 9 ,� > '� O S [5\ 581,10 C 60' Inn8l I { AC r r• ' 6 1 1- TC -PI } 4 + 2.0 14 ;f I ij ca co cp _ c co o 3 2 22 21 20 19 I 3 AC �; 17 16 15 _ I _ C' -II ^I �- PAD=56.5 PE=1360.8 =1361.1 PE=1361.4 PE=1361.7 PAD=61.7 PAD=60.� PAD=59.2 PAD=57.5 I PAD=55.8 PAD=55.5 PAD=56.0 PAD=56p3 r _J ( _ I 22 SAI t,FX. ST. I II I II I � ' 10 LAN � I ;' I LIGHT CB 1LINE 0 EASEMENT rg # PAD N E i I = 6.7 CFS GB 53 �w Q s9 ;��,� '`�s� '�'� °•��' �0 •s �0 -� �0 Q 5.3C s �0 '� ��' •� L=16.28'0 , �_9 �o ��A--_- a '�' '�>, •9 -57.77' 65.00 65.00 n _ 65.00 G�.00 48.79 Q 00 �- 11 C14 s 5 I I II 135 50 1358.80 1359.10 1359.P3 h � n s '� so � � S s o1 ��, s� �, � �0� foo � S i ; ,► _I_I f�R 0 P . PED. AC �. C'4 Y Tri+ ,�W h��, ha'' `9 �o`� Q� ��' •� 0 N A AV E N F 3�8 �' ''> 1.23% h,��• 53.99�s �0 0.86% h� T S<0 TC TC �I/�"�� 0.50% n h�v A FS -GB �o c� 94.8 f { `� '` 0.50% �" h •� S, v 1.0% 6' :d- o h O p< <o h G d•- I 6 Dc G r jP; I 1 1358.40 1358.70 1359.00 1359.30 `'� 1359.61 h0' �o . �. 2.58% ,�. h. o �O ham,• �c, L ra3 54.4 ��• �� YIOK`� Op G !� I J _ " N h �v `'� 4. ``� h �,� �V ¢ FS -GB �G h vTC TC TC TC TC -j N 0.50 � �, I �� \C/gao0 60.00' o0 60.00' �� 60.00' �, �> 60.00' ss 52.00' �� `L�' / 52.00' O.GO' L=26.12'�s��'9��o •� ,�,•�' G' G' c � �G co0 c sQ • 30 � 61 � �F GB o G '`` d� L=15.42 �-� , �` `� 5G PAD LINE 2 7 25 26 �• o � I � {I,: 24 W I ► r 23 _ _ I _ I I : I lilr 0 0 o I � I _ I Q01 10 � 1 1 N 12 _ o �I „ „ 13 r 1 CD 0 0 = PAD-'S7aC o �, ` I...j 1il,j P o o PAD=60.1 o PAD 58.5 o c) 4 (��; STORM DRAIfLj LINE B �; r G PAD=61.7 ,I I N I F 3 3 133 34 3 PAD=61.7 N I J I I c 1> 12 � PAD=55.6 �- PAD=56.1 � �� >0 PAD=56.4 � \,D=56.4 3;, oPE=1360.7 PE=1361.0 PE=1361.3 PE=1361.6 PE U3-1.9 2 7IEX( o , I , J � C U;RB,��.,--� N 4 3 4/AC o t 56 11UTTE[ \jL6 3 4/AC f I 01 �a s> h• s 6 6 I O• 6 I61 S I 0 G'O '� 1 5� • • A 6 7 G' G I- 0 61.9 � :� � O 0 h O 8 F• 6 6. � ,cam ,� I, 5� FG 60.11' '`'c •� 6� G 60.00' Fc ° `` G0.00' Fc •� `` 60.00" Fc •S �� FG 65.00' G5.00 c 60.00 c F� GO•oo c 7 .07 y y -y-�o o 14FLU Ef�f I o c _ p N i; I I �` EX ST. 11 z - I I i �G �, LIG�yT- 1354 2 $ o J % -� 2 3 0 - _ 8 25 4 3 22 - ' 6 � � z-- �' � 9 0 � o I 5;11° h�,• i` . PG u 00 CQ � _ _ P = 353.7 PE=1353.4 PE=1353.1 PE=1352.8 PE=1352.7 � pp m •-� - PA pA* 9Q�� I` E 1 C� N I N I' •, 6d- �.� �) P D'�5 a� Pl�6.i�5009 cc A; =51.5 I PAD=53.4 PAD�53.4 r �®=53.2 q .7 c P. 51. = • Q= .2CFS �o ow $ - - o� I 28 O� . G ! 1 L , _ Ln / I I, . 134 4 INV G•Q °c Q�3�1 CFS E 1349 1 i ;I; _ ,� _ f- Q=2.4tFS , o�'�, I; 1 �G • 4/AC �� F �$ I I I ,�c r13 ,31I1Y - 49, 5 [ 1 I �' a �`� ToR�I 11, ZRAIN C-� ISI T RAL 1 I { ' 60.23' 60.00' 3 3.44' L-23.58 F� �. o F�ROP. EED � 1351.60 1351.30 1351.00 1350.89 r �' s> >0so �0so� �0` so> o Q� s \ `� ��� M �c 9�p�, m ��, m °� Q o° 1350.50 S �S` X0.57% o F s -� o O i TC T C N PLACE TC F L 0 TC 0.50 1.07 L �, `,o' �,� �0 �� �� �_ - - �` ��� � n !�o�ti F 5G�6 �'; -- 0.50 LO �I. ,,.f 51.08 • I U' 0.57% RFs`' v �o `1, sp �- o rah ,� m n _ ], 51.20 GB o• `�' O� �G �0 •� `fl d- stg ' o �- ° - " '� `� -� �- 50' VC I - - S �' `� `� `� Tc 0 Oc v 351.52 1351.29 � i3�0.98 1350.67 1 •p% I�----I:�.. o - ,� c, c��, � � •�� FS -PRC �� �, LAGUNA<r. A M 9 TC TC TC TC r �+- L- 6 • ,� c�'�• �G Tc •2S 1. X29• 51.07T 152.04 _ ... FS -PI �0 �- =50.65 '� - 58.95 6- 00' 62.00 '� / L=26 % I I J L=50.65 L-3.05 1 � �O h0 � ' lop � SEE STORM, -,L=11.656 0' 8.10 29 G� D GB G9 Ii�AI` �h� 10 ��� hc<<' �o 2 2 C S 3 °I PG/ A ` ` ; J r n �F , 1351 E 6 �3-4 AC - i F 20 STORM D ...... "- G r 52.50TW 3 _ �' moo' EASEMENT TO 49.83TF �• � - � � 1 3 q. 5 I , THE CITY 2 - -� 1 o S r V 1 2 0 r w f It' '� ,` FG PAD -52.5 PA® -52.6 PAD=52.0 o PA®=51.7 PAD=51.4 ERM W11 k �-� G l' PE=1353.6 PE=1353.4 PE=1352.8 � RIM 4v } ��F�oo Lr� D� MAXWELL CHAMBER &WATER ET ON V ' I 1 TOE OF SLOPE SEE BASIN 1 ��i 13 y am RET. WALL U� BASI 1 _ 1 � 10 LAf IDSCAPE , � DETAIL AT RIGHT I 3 MAX. W.S. I �' J ,� '� - 1 �EASEMENT EL =1347.5 • � FS � ! $• ' , ,�� �� •1 �� �� �G 52.501V S 6 S� p S '} S� ! S� 4 G �,�`' �h 49.16TF ,� 2S 50-' Fc 6 52. �, ?0 5� ' �. ) �� ' �' l F oe ,�,� 6.00 c G 62.00' G G�.00 c .FG 62.00 c G 62.00 c I t` ---; o��� �c'�G � � 395.20'mail,� � ••4. -3.94 � /r• � ;; � -`� �• �t I EX. SI 8 50.07rc 47.55 I \ /LIGHT A' SPILL -WAY EL 134 to 0 -• -------. �-- ------ � s --- -- --------------- } ------ -- , - o � Sys o � �_ _� � �' S 01 ' Rq (�- _ MERGti �`i -u v t "E w =i ��' 0.50% ME' I o of I 0,59% M I LLE R U E I - - - - - SCAPE ROUTE. o - - - SF STORM - - - toots - Ln SEE NOTE 1 _ /�I�U� :,moo �. PLAN - ---- - F_ -- -- -- _ - - -- - - -- - - -=- _-----=------- L� 1 = _�l� _ . -� � ., � , T R �C T BOUNDARY 8c '-..___----•- 1 � ��, r _..._.._.... � STREET CENTERLINE `/ _ - --r- •-_- - "_.n-- -moi t ( ` _"'`• ( `� �n f I Lo kct vzzlpn�L ��� SEE ABOVE RIGHT Of RAYMOND cn COURT Lu Q � J W J > PROJECT not Q LOCATION cnU O MILLER AVENUE VICINITY MAP NOT TO SCALE SEE BELOW LEFT G, < 0 z z C3 Q � II � 6 a II II t� o W I II N'n � I it LO o I II N� I PARKWAY DRAIN I I I I 1-74 WITH REC. PIPE II 0 i �., X I APN 0243-131-48 �) I I I �II III � I STORM DRAIN LINE "A-1 (PARKWAY DRAIN) II W I 30' 22' , 20' N 1127' I 0 3' II 1 Ln 0 I APN 0243-131-49 ar or II I I II I I SII I II I it 1 I GRAPHIC SCALE 40 0 20 40 80 ( IN FEET ) I inch = 40 ft. KEY NODE DESCRIPTION SUBAREA DESCRIPTION LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY NOTE ALL SOILS GROUP "A" 1 \17!2-2 ACREAG DENSITY L=500' 160