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HomeMy WebLinkAboutTract 16695 Drainage Study TRACT 16695 1 ' CITY OF FONTANA DRAINAGE STUDY Revised: March 9, 2005 APPROVED SiGNA1 liltc�,��r,���� ✓ � MAR 1 2005 THE APPROVAL OF *tits PLAN AND SRECIFICATIONS SHALL NOT BE HELL TO PERMIT oR TO BE AN APPROVAL Reference 620 -1887 OF THE VIOLATION OF ANY FEOF, AL, STATE, COUNTY OR CITY LAWS OR ORi +iNANCES. WIL LDPN PREPARED BY: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, CA 91761 (909) 937 -9151 Fax 937 -9152 . m - C7 cvt CL No. " ' Do T��, � Exp.09 -30 -05 J 5 Aaron T. : eers / Date gTF CIVIL 60 R.C.E. 62183 xp. 9/30/05 �F CAL IF, -rm CONTENTS SECTION TITLE ❑ A DISCUSSION moo ❑ Vicinity Map ❑ Index Map .. ❑ EQ EXISTING HYDROLOGY 2-,5-,10-,25-YEAR EVENTS -• ❑ Q DEVELOPED HYDROLOGY 2-,10-,25-, 100-YEAR EVENTS ❑ UH UNIT HYDROGRAPH 2-,10-,25-, 100-YEAR EVENTS �- ❑ FR DETENTION BASIN FLOOD ROUTING 2-,10-,25-, 100-YEAR EVENTS ❑ D STREET FLOW DEPTH & CATCH BASIN SIZING ❑ H STORM DRAIN HYDRAULICS ❑ Line A, B, C, D, O ❑ LATERALS oft ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Street Cross - section Diagrams ❑ Drainage System Outlet Reference Drawings & Hydraulics ❑ Hydrology Map (EXISTING AND FINAL) w is a mra 4111 4.0 DISCUSSION a The purpose of this drainage study is to determine the drainage facility requirements for Tract 16695 in Fontana. Specifically, the subject tract is located south of a SCE easement, m „ west of future Cypress Avenue, north of Summit Avenue and Sierra Lakes, and east of Citrus Avenue, in the City of Fontana, County of San Bernardino, California. The subject site will consist of 113 single- family residences, with an approximate area of 40 acres. Proposed drainage is overland and by street flow in generally a southwesterly direction. Of site tributary area consists of the SCE easement and future Tentative Tract • 17165 located north across the easement. Runoff is conveyed via underground storm drains ultimately to connect to the proposed Summit Avenue Storm Drain (MPSD Line `B "). In the interim, a detention basin will be utilized to reduce project runoff to levels below 90% of the pre - development condition, per city and county policy. The detention basin is located at the southwest corner of the tract. A 54" RCP conveys pipeflow from the main on -site system into the detention basin (an interim bulkhead will be installed in the mainline to direct flows into the 54" RCP and detention basin). A 30" CSP riser along with a 20' concrete weir will be utilized as the outlet structures, metering flows to acceptable levels. The concrete weir will function as the emergency overflow only. Freeboard is maintained in the basin and below lowest adjacent pad. The basin discharges via the 30" CSP to proposed MPSD Line "B" interconnected with a 30" RCP. At this time, the city has not decided whether they will pursue constructing MPSD Line `B" between the project and Citrus Avenue, where a project currently underway will have extended that facility by summer 2005. Therefore, an interim 36" RCP is proposed to connect the two phases of the RCB and allow for discharge of the detention basin (see Summit Avenue Storm Drain Phase 4A for the plan and profile of the 36" RCP). The 2 -, 10 -, 25 -, and 100 -year storm events were modeled in the rational method hydrology, unit hydrograph and flood routing calculations in this study. ,.., The rational method hydrologic and synthetic unit hydrograph models, as defined by Flood Control for San Bernardino County, were followed in the determination of storm runoff. AES software was utilized for hydrology calculations and street flow depth analysis. .,. Standard hydraulic and mathematical algorithms, in a spreadsheet format, were used to calculate street flow depth, catch basin sizes, detention basin outlet hydraulics, and detention um basin flood routing. CivilDesign's WSPGW hydraulic software program was used to validate pipe sizes. a Note that AMC II is being used because the proposed detention basin will not be a regional facility, it will not be permanent, and because the nature of the soil in North Fontana is exceptionally well - draining. Also note that it is County and City policy that detention basins are empty 24 hours after the • peak of the storm, otherwise multi -day storms need to be analyzed to ensure the basin still sa, performs at an acceptable level. For the 100 -year event, the detention basin is essentially empty, however 0.4'of depth (about 4% of the total storage) is still registered in the basin after 40 hours (peak at 16 hours + 24 hours). The multi -day storm has not been run, as an additional 4% of storage volume will not impact the performance of the basin. In addition, the 24 -hour, 100 -year high water elevation is approximately 1 foot below the spillway elevation, which provides freeboard in addition to policy requirements. a► a air Oil NI aaw a a MI a fa es a aaw a an a a a a aaa mow, aar! OQ� /Pjli F,Q AR W My N., L-rN. KU. , j mum a 1h Z LAJ W P Ce a 5 cz IN ct a \ \ \ o , / Y SUMMIT AV NUE a IS (..) CC /yy' vUI ® U " / U I / k - SIERRA LAKES \ PARKWi4Y 4 T 4 a HIGHLAND AVENUE a BASELINE AVENUE se 1 ,.. VICINITY MAP N.T.S. a a aaa a or a a MADOLE & ASSOCIATES, INC. TRACT 16695 4111 ttir CONSULTING CAL ENGINEERS AND LAND PLANNERS '°B°' CHURCH CU cw MONGA SUITE 10' VICINITY M A P .., RENO cuuoNC� CA 91730 (909) 948 -1311 sok MADOLE 8 ASSOC I NC. Job: Civil Engineers -Land Surveyors Plann Sheet No. of 760-A S. Rochester Avenue Calculated by: Date 12/14/2004 Ontario, CA 91761 Checked by: Date 909 - 937 -9151 fax 937 -9152 Scale nts • '` n.y ,`Af`k 'ii'S 'dp j :' _ q9 w .. i < :. • - •� , ekq+.. "14,014" g� ye' i. ` *' : .,R ,� k`""4. •.Y,. 'd"a,�g4'•^ 7 'e.a'• . "° ^ F �, . r � ww a Now ar Design Undeveloped Allowable Developed Basin Mitigation Storage Event Runoff Rate (90 %) Runoff Discharge Rate Depth (cfs) (cfs) (cfs) (cfs) (% of undev) (ft) dll 2yr 22.6 20.3 58.1 31.5 n/a 3.9 10yr 48.0 43.2 109.7 42.1 88% 5.1 25yr 68.0 61.2 139.1 47.5 70% 5.9 +1M 100yr 93.3 84.0 186.0 55.1 59% 7.0 a +ra �aa Rainfall for Undeveloped as follows: 2yr(2yr), 10yr(5yr), 25yr(10yr), 100yr(25yr) +ar �a a as S P:\ 620- 1887\Drainage\ 16695- Drainage - UHinput - sheet.xls 12/20/2004 tre 111 0 0 kA z 8 1$ I I 1 II I P► i I $ 1 I 11 1 1 1 II 1 1 1 1 1 III 1 $ I II I II I I I 1 I I aay MAD OLE 8< ACTES, INC Job Tract 16695/17165 Civil Engineers -Land Su IA Plann Sheet No. of 10601 Church Street Suite 107 Calculated by: Date 10/19/04 Rancho Cucamonga, CA 91730 Checked by: Date (909)948 -1311 fax948 -8464 Scale nts Rainfall Intensity Data rr eft Slope of Intensity /Duration curve J 0.6 aA Duration Return Period (year) hr 2 5 10 25 100 1 0.71 0.90 1.05 1.24 1.54 3 1.3 1.69 1.99 2.38 2.97 6 1.9 2.51 2.97 3.58 4.5 24 3.7 5.18 6.29 7.77 10 di slope 0.55 0.57 0.58 0.59 0.60 J= values taken from Isohyetals, Riverside County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: w► —> Exp( +/- Slope x Ln(T des) + Ln(ref I) -1+ Slope x Ln(ref T)) - —> 1100 -110 / Ln(100 /10) x Ln(des Period / 10) + 110 a a a a i a a a a a MO RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) MS Ver. 8.0 Release Date: 01/01/2003 License ID 1251 .,. Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, CA 91761 909.937.9151 fax 909.937 -9152 OM * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 16695/17165 * * UNDEVELOPED HYDROLOGY * MO * 2 -YEAR * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** «.a FILE NAME: 16695E02.DAT OM TIME /DATE OF STUDY: 15:52 12/06/2004 Al Mt USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: MS -- *TIME -OF- CONCENTRATION MODEL*- - m. USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* +ws SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 MO USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.7100 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING "'"' WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) MO 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 m. GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 40 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) am 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN a OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED aes ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OM FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MO INITIAL SUBAREA FLOW - LENGTH(FEET) = 465.00 an ELEVATION DATA: UPSTREAM(FEET) = 1733.00 DOWNSTREAM(FEET) = 1717.00 OM Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.160 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.560 OM 12/20/04 EQ-2 um min MO ar SUBAREA Tc AND LOSS RATE DATA(AMC II): 4111 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 8.90 0.86 1.00 46 16.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 %ft SUBAREA RUNOFF(CFS) = 5.61 TOTAL AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) = 5.61 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �., FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 52 MS »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< » » >TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) = 1697.00 a CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 5.61 - FLOW VELOCITY(FEET /SEC) = 3.43 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.89 Tc(MIN.) = 20.05 • LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1265.00 FEET. Amt ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.30 TO NODE 0.30 IS CODE = 81 MB »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< S MAINLINE Tc(MIN) = 20.05 NO * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.370 SUBAREA LOSS RATE DATA(AMC II): *�* DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN W NATURAL FAIR COVER "OPEN BRUSH" A 25.00 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 11.49 EFFECTIVE AREA(ACRES) = 33.90 AREA - AVERAGED Fm(INCH /HR) = 0.86 `" AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.90 PEAK FLOW RATE(CFS) = 15.57 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '- FLOW PROCESS FROM NODE 0.30 TO NODE 0.40 IS CODE = 52 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW««< » THRU SUBAREA««< a.. ELEVATION DATA: UPSTREAM(FEET) = 1697.00 DOWNSTREAM(FEET) = 1670.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.0270 CHANNEL FLOW THRU SUBAREA(CFS) = 15.57 - FLOW VELOCITY(FEET /SEC) = 4.61 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.62 Tc(MIN.) = 23.67 di LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.40 = 2265.00 FEET. fse. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.40 TO NODE 0.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« S MAINLINE Tc(MIN) = 23.67 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.241 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS OK 12/20/04 EQ -3 arr LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 30.70 0.86 1.00 46' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.70 SUBAREA RUNOFF(CFS) = 10.52 EFFECTIVE AREA(ACRES) = 64.60 AREA - AVERAGED Fm(INCH /HR) = 0.86 .. AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 64.60 PEAK FLOW RATE(CFS) = 22.13 di ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,,. FLOW PROCESS FROM NODE 0.40 TO NODE 0.50 IS CODE = 52 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW<«« » » >TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1670.00 DOWNSTREAM(FEET) = 1650.00 * CHANNEL LENGTH THRU SUBAREA(FEET) = 635.00 CHANNEL SLOPE = 0.0315 CHANNEL FLOW THRU SUBAREA(CFS) = 22.13 ,.. FLOW VELOCITY(FEET /SEC) = 5.47 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 25.61 • LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.50 = 2900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.50 TO NODE 0.50 IS CODE = 81 a »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE Tc(MIN) = 25.61 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.183 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 'm NATURAL FAIR COVER "OPEN BRUSH" A 13.10 0.86 1.00 46 w. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 M' SUBAREA AREA(ACRES) = 13.10 SUBAREA RUNOFF(CFS) = 3.81 EFFECTIVE AREA(ACRES) = 77.70 AREA - AVERAGED Fm(INCH /HR) = 0.86 AREA - AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) = 22.62 MS END OF STUDY SUMMARY: "'*K TOTAL AREA(ACRES) = 77.70 TC(MIN.) = 25.61 EFFECTIVE AREA(ACRES) = 77.70 AREA - AVERAGED Fm(INCH/HR)= 0.86 a AREA- AVERAGED Fp(INCH/HR) = 0.86 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 22.62 IR END OF RATIONAL METHOD ANALYSIS a MO a id ww a 12/20/04 EQ-4 MO MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 41 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: ,, Madole & Associates, Inc. 760 -A S. Rochester Avenue MS Ontario, CA 91761 909.937.9151 fax 909.937 -9152 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 16695/17165 * UNDEVELOPED HYDROLOGY ., * 10 -YEAR (5 -YEAR RAINFALL) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MM FILE NAME: 16695E10.DAT TIME /DATE OF STUDY: 15:53 12/06/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: �.. -- *TIME -OF- CONCENTRATION MODEL*- - MO USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 *.. SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* Mr SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 �* USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.9000 MM *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* «.. *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING OS WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 mu GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED NM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 MM »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« mei INITIAL SUBAREA FLOW - LENGTH(FEET) = 465.00 ELEVATION DATA: UPSTREAM(FEET) = 1733.00 DOWNSTREAM {FEET) = 1717.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 NM 12/20/04 EQ -5 es QOM SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.160 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 1.977 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) di NATURAL FAIR COVER "OPEN BRUSH" A 8.90 0.86 1.00 46 16.16 ,.. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 a SUBAREA RUNOFF(CFS) = 8.95 TOTAL AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) = 8.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MS FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 52 ,,. »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< MIL ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) = 1697.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 8.95 FLOW VELOCITY(FEET /SEC) = 3.84 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 19.63 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1265.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.30 TO NODE 0.30 IS CODE = 81 y.. » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< AM MAINLINE Tc(MIN) = 19.63 «. * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 1.759 SUBAREA LOSS RATE DATA(AMC II): MI DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN +.. NATURAL FAIR COVER "OPEN BRUSH" A 25.00 0.86 1.00 46 41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 moor SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 20.24 EFFECTIVE AREA(ACRES) = 33.90 AREA - AVERAGED Fm(INCH/HR) = 0.86 w AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.90 PEAK FLOW RATE(CFS) = 27.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** di FLOW PROCESS FROM NODE 0.30 TO NODE 0.40 IS CODE = 52 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< di ELEVATION DATA: UPSTREAM(FEET) = 1697.00 DOWNSTREAM(FEET) = 1670.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.0270 CHANNEL FLOW THRU SUBAREA(CFS) = 27.44 la FLOW VELOCITY(FEET /SEC) = 5.37 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 22.74 '"' LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.40 = 2265.00 FEET. OS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.40 TO NODE 0.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< SO MAINLINE Tc(MIN) = 22.74 '" * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 1.611 MS 12/20/04 EQ -6 SUBAREA LOSS RATE DATA(AMC II): MI DEVELOPMENT TYPE/ . SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 30.70 0.86 1.00 46 MK SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 �.. SUBAREA AREA(ACRES) = 30.70 SUBAREA RUNOFF(CFS) = 20.75 EFFECTIVE AREA(ACRES) = 64.60 AREA - AVERAGED Fm(INCH/HR) = 0.86 AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 64.60 PEAK FLOW RATE(CFS) = 43.67 Ala ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IS FLOW PROCESS FROM NODE 0.40 TO NODE 0.50 IS CODE = 52 ".. »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »» >TRAVELTIME THRU SUBAREA«<« ELEVATION DATA: UPSTREAM(FEET) = 1670.00 DOWNSTREAM(FEET) = 1650.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 635.00 CHANNEL SLOPE = 0.0315 CHANNEL FLOW THRU SUBAREA(CFS) = 43.67 MI FLOW VELOCITY(FEET /SEC) = 6.61 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 24.34 a.. LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.50 = 2900.00 FEET. FLOW PROCESS FROM NODE 0.50 TO NODE 0.50 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.34 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 1.547 SUBAREA LOSS RATE DATA(AMC II): ' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.10 SUBAREA RUNOFF(CFS) = 8.09 EFFECTIVE AREA(ACRES) = 77.70 AREA - AVERAGED Fm(INCH/HR) = 0.86 M' AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) = 48.01 END OF STUDY SUMMARY: MR TOTAL AREA(ACRES) = 77.70 TC(MIN.) = 24.34 EFFECTIVE AREA(ACRES) = 77.70 AREA - AVERAGED Fm(INCH/HR)= 0.86 AREA - AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 48.01 S! '"" END OF RATIONAL METHOD ANALYSIS MK MO awa is ma 12/20/04 EQ -7 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 1 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, CA 91761 909.937.9151 fax 909.937 -9152 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** 40 * 16695/17165 * * UNDEVELOPED HYDROLOGY * * 25 -YEAR MITIGATION (10 -YEAR RAINFALL) * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** m FILE NAME: 16695E25.DAT ,■ TIME /DATE OF STUDY: 15:54 12/06/2004 AN USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ,., -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 'S. USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* MOW *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 Mt GLOBAL STREET FLOW -DEPTH CONSTRAINTS: +i 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) OK 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN mm OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED Mk ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 465.00 MR ELEVATION DATA: UPSTREAM(FEET) = 1733.00 DOWNSTREAM(FEET) = 1717.00 ""' Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)J* *0.20 00 ,�. 12/20/04 EQ -8 err SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.160 AS * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.307 SUBAREA Tc AND LOSS RATE DATA(AMC II): e.. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) al NATURAL FAIR COVER "OPEN BRUSH" A 8.90 0.86 1.00 46 16.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 M' SUBAREA RUNOFF(CFS) = 11.59 TOTAL AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) = 11.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** At FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 52 »» >COMPUTE NATURAL VALLEY CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA««< AM ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) = 1697.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 11.59 AK FLOW VELOCITY(FEET /SEC) = 4.10 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 19.41 ... LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1265.00 FEET. - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.30 TO NODE 0.30 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< a MAINLINE Tc(MIN) = 19.41 *■ * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.067 SUBAREA LOSS RATE DATA(AMC II): AK DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 25.00 0.86 1.00 46 A- SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 27.15 EFFECTIVE AREA(ACRES) = 33.90 AREA - AVERAGED Fm(INCH /HR) = 0.86 ME AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.90 PEAK FLOW RATE(CFS) = 36.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** At FLOW PROCESS FROM NODE 0.30 TO NODE 0.40 IS CODE = 52 MK » »>COMPUTE NATURAL VALLEY CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA««< a ELEVATION DATA: UPSTREAM(FEET) = 1697.00 DOWNSTREAM(FEET) = 1670.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.0270 CHANNEL FLOW THRU SUBAREA(CFS) = 36.81 AK FLOW VELOCITY(FEET /SEC) = 5.83 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 22.27 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.40 = 2265.00 FEET. on ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.40 TO NODE 0.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.27 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.903 di 12/20/04 EQ -9 mit AS SUBAREA LOSS RATE DATA(AMC II): AO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 30.70 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 ..E SUBAREA AREA(ACRES) = 30.70 SUBAREA RUNOFF(CFS) = 28.82 EFFECTIVE AREA(ACRES) = 64.60 AREA - AVERAGED Fm(INCH /HR) = 0.86 AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 64.60 PEAK FLOW RATE(CFS) = 60.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI FLOW PROCESS FROM NODE 0.40 TO NODE 0.50 IS CODE = 52 »» >COMPUTE NATURAL VALLEY CHANNEL FLOW««< »» >TRAVELTIME THRU SUBAREA««< di ELEVATION DATA: UPSTREAM(FEET) = 1670.00 DOWNSTREAM(FEET) = 1650.00 ,w CHANNEL LENGTH THRU SUBAREA(FEET) = 635.00 CHANNEL SLOPE = 0.0315 CHANNEL FLOW THRU SUBAREA(CFS) = 60.64 di FLOW VELOCITY(FEET /SEC) = 7.26 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 23.73 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.50 = 2900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.50 TO NODE 0.50 IS CODE = 81 - s » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Mi MAINLINE Tc(MIN) = 23.73 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.832 SUBAREA LOSS RATE DATA(AMC II): dt DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.10 0.86 1.00 46 At SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.10 SUBAREA RUNOFF(CFS) = 11.46 EFFECTIVE AREA(ACRES) = 77.70 AREA - AVERAGED Fm(INCH /HR) = 0.86 SIG AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) = 67.98 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 77.70 TC(MIN.) = 23.73 EFFECTIVE AREA(ACRES) = 77.70 AREA - AVERAGED Fm(INCH /HR)= 0.86 "i AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 67.98 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE IV (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: • Madole & Associates, Inc. 760 -A S. Rochester Avenue NS 12/20/04 EQ -10 it Ontario, CA 91761 909.937.9151 fax 909.937 -9152 • * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TR 16695 & 17165 AM * EXISTING HYDROLOGY * 25 -YEAR RAINFALL (100 -YEAR MITIGATION) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AO FILE NAME: 16695E00.DAT TIME /DATE OF STUDY: 15:54 12/06/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 25.00 i SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* MO SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ■ *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* "" *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED Mk ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ea »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« "'O INITIAL SUBAREA FLOW - LENGTH(FEET) = 465.00 ELEVATION DATA: UPSTREAM(FEET) = 1733.00 DOWNSTREAM(FEET) = 1717.00 Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)]* *0.20 °1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.160 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.724 di SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc "'" LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 8.90 0.86 1.00 46 16.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 "" SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.93 MI TOTAL AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) = • 14.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a 12/20/04 EQ -11 or MO FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 52 MM » »>COMPUTE NATURAL VALLEY CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA« «< MM ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) = 1697.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 14.93 FLOW VELOCITY(FEET /SEC) = 4.38 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) * TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 19.20 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1265.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI FLOW PROCESS FROM NODE 0.30 TO NODE 0.30 IS CODE = 81 '""' » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« dO MAINLINE Tc(MIN) = 19.20 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.456 SUBAREA LOSS RATE DATA(AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "" "OPEN BRUSH" A 25.00 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 MS SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 35.92 EFFECTIVE AREA(ACRES) = 33.90 AREA - AVERAGED Fm(INCH /HR) = 0.86 AREA - AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 AM TOTAL AREA(ACRES) = 33.90 PEAK FLOW RATE(CFS) = 48.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 0.30 TO NODE 0.40 IS CODE = 52 di » NATURAL VALLEY CHANNEL FLOW««< » THRU SUBAREA««< MM ELEVATION DATA: UPSTREAM(FEET) = 1697.00 DOWNSTREAM(FEET) = 1670.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.0270 CHANNEL FLOW THRU SUBAREA(CFS) = 48.71 FLOW VELOCITY(FEET /SEC) = 6.31 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) moo TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 21.84 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.40 = 2265.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 0.40 TO NODE 0.40 IS CODE = 81 a » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« Ai MAINLINE Tc(MIN) = 21.84 a * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.274 SUBAREA LOSS RATE DATA(AMC II): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN a NATURAL FAIR COVER "OPEN BRUSH" A 30.70 0.86 1.00 46 AO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.70 SUBAREA RUNOFF(CFS) = 39.06 EFFECTIVE AREA(ACRES) = 64.60 AREA - AVERAGED Fm(INCH/HR) = 0.86 AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 64.60 PEAK FLOW RATE(CFS) = 82.19 ma ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 12/20/04 EQ -12 00 w ON FLOW PROCESS FROM NODE 0.40 TO NODE 0.50 IS CODE = 52 ON »»>COMPUTE NATURAL VALLEY CHANNEL FLOW< «< » »>TRAVELTIME THRU SUBAREA« «< MS ELEVATION DATA: UPSTREAM(FEET) = 1670.00 DOWNSTREAM(FEET) = 1650.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 635.00 CHANNEL SLOPE = 0.0315 CHANNEL FLOW THRU SUBAREA(CFS) = 82.19 FLOW VELOCITY(FEET /SEC) = 7.94 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) MS TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 23.18 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.50 = 2900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ON FLOW PROCESS FROM NODE 0.50 TO NODE 0.50 IS CODE = 81 "" » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MO MAINLINE Tc(MIN) = 23.18 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.194 """ SUBAREA LOSS RATE DATA(AMC II): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 MO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.10 SUBAREA RUNOFF(CFS) = 15.73 '°' EFFECTIVE AREA(ACRES) = 77.70 AREA - AVERAGED Fm(INCH /HR) = 0.86 MO AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) = 93.31 m" END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 77.70 TC(MIN.) = 23.18 EFFECTIVE AREA(ACRES) = 77.70 AREA - AVERAGED Fm(INCH /HR)= 0.86 AREA- AVERAGED Fp(INCH /HR) = 0.86 AREA- AVERAGED Ap = 1.00 '. PEAK FLOW RATE(CFS) = 93.31 di END OF RATIONAL METHOD ANALYSIS m. MO AN ON OO iMO WO ma MO 12/20/04 EQ -13 a a,. a .A a DEVELOPED HYDROLOGY mo 2 -YEAR a 10 -YEAR 25 -YEAR 100 -YEAR a aal a de rn a a a a r a 12/20/04 Q -1 to me RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE +.. (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) • Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: as Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, CA 91761 909.937.9151 fax 909.937 -9152 es * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 16695/17165 * * DEVELOPED HYDROLOGY * * 2 - YEAR * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ■. FILE NAME: 16695Q02.DAT TIME /DATE OF STUDY: 10:49 12/14/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 416 -- *TIME - OF- CONCENTRATION MODEL*-- "m USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 411 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 Ms USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.7100 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR ON NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 mw GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) """R 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) MS *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« MO »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1724.00 MO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.102 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.855 MI 12/20/04 Q-2 rir AO SUBAREA Tc AND LOSS RATE DATA(AMC II): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) �.. COMMERCIAL A 1.30 0.98 0.10 32 12.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 IVO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.06 ,,. TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.06 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< OS » » >( STREET TABLE SECTION # 1 USED) ««< ... UPSTREAM ELEVATION(FEET) = 1724.00 DOWNSTREAM ELEVATION(FEET) = 1702.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 AS STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 'O OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 'B Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 a * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.45 A STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 8.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 ' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 5.65 Tc(MIN.) = 17.75 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.474 SUBAREA LOSS RATE DATA(AMC II): AO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 4.64 MU EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fm(INCH /HR) = 0.50 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 6.25 Aft END OF SUBAREA STREET FLOW HYDRAULICS: di DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.37 FLOW VELOCITY(FEET /SEC.) = 3.18 DEPTH *VELOCITY(FT *FT /SEC.) = 0.95 "10 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2000.00 FEET. OB ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a.. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« MS MAINLINE Tc(MIN) = 17.75 ,.. * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.474 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS a�w LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL i 12/20/04 Q -3 Orr ,,. MB S "3 -4 DWELLINGS /ACRE" A 8.00 0.98 0.60 32 MO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 6.40 EFFECTIVE AREA(ACRES) = 15.10 AREA - AVERAGED Fm(INCH/HR) = 0.54 di AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) = 12.66 AIR ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 41 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: '"" TIME OF CONCENTRATION(MIN.) = 17.75 RAINFALL INTENSITY(INCH /HR) = 1.47 MO AREA - AVERAGED Fm(INCH/HR) = 0.54 AREA - AVERAGED Fp(INCH /HR) = 0.98 "" AREA- AVERAGED Ap = 0.56 EFFECTIVE STREAM AREA(ACRES) = 15.10 Oi TOTAL STREAM AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.66 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 a »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MB INITIAL SUBAREA FLOW - LENGTH(FEET) = 630.00 "" ELEVATION DATA: UPSTREAM(FEET) = 1728.00 DOWNSTREAM(FEET) = 1717.00 MO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.196 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.847 SUBAREA Tc AND LOSS RATE DATA(AMC II): MM DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.10 0.98 0.60 32 12.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 ,.. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.66 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 4.66 mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** aw FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 di »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.20 dB * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.847 SUBAREA LOSS RATE DATA(AMC II): a DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN MO COMMERCIAL A 1.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 mm SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.57 OS EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fm(INCH /HR) = 0.49 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = '0.50 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 6.23 omm OR ,.. 12/20/04 Q-4 Mrs art ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< a UPSTREAM ELEVATION(FEET) = 1717.00 DOWNSTREAM ELEVATION(FEET) = 1705.00 "++ STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 OM SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ""■ STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: di STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.59 "" AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.19 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.03 MO STREET FLOW TRAVEL TIME(MIN.) = 3.24 Tc(MIN.) = 15.43 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.604 °" SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS di LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 di SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 3.21 EFFECTIVE AREA(ACRES) = 8.60 AREA - AVERAGED Fm(INCH /HR) = 0.53 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 8.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.82 41110 FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH *VELOCITY(FT *FT /SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 1250.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** di FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< OB MAINLINE Tc(MIN) = 15.43 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.604 SUBAREA LOSS RATE DATA(AMC II): VA DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL NMI "3 -4 DWELLINGS /ACRE" A 5.80 0.98 0.60 32 MA SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 5.32 EFFECTIVE AREA(ACRES) = 14.40 AREA - AVERAGED Fm(INCH /HR) = 0.55 AB AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) = 13.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** VI a 12/20/04 Q -5 a ,.. a «. FLOW PROCESS FROM NODE 3.30 TO NODE 3.00 IS CODE = 62 AO »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< - » »>( STREET TABLE SECTION # 1 USED) ««< 'M UPSTREAM ELEVATION(FEET) = 1705.00 DOWNSTREAM ELEVATION(FEET) = 1702.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 A= STREET HALFWIDTH(FEET) = 20.00 a DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 4* "" OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 di SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ""' Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 w * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.17 ""' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 de HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.77 °""' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 17.42 di * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.491 SUBAREA LOSS RATE DATA(AMC II): "" DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN di RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.06 EFFECTIVE AREA(ACRES) = 15.70 AREA - AVERAGED Fm(INCH /HR) = 0.55 "'"" AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 15.70 PEAK FLOW RATE(CFS) = 13.64 Ma NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET /SEC.) = 2.74 DEPTH *VELOCITY(FT *FT /SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.00 = 1580.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 mom »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< mom NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: OM TIME OF CONCENTRATION(MIN.) = 17.42 RAINFALL INTENSITY(INCH /HR) = 1.49 AREA - AVERAGED Fm(INCH /HR) = 0.55 omm AREA- AVERAGED Fp(INCH /HR) = 0.98 IS AREA- AVERAGED Ap = 0.57 EFFECTIVE STREAM AREA(ACRES) = 15.70 TOTAL STREAM AREA(ACRES) = 15.70 moon PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.64 SO ** CONFLUENCE DATA ** a.. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE OM 12/20/04 Q -6 a am AO .r 1 12.66 17.75 1.474 0.98( 0.54) 0.56 15.1 1.00 AO 2 13.64 17.42 1.491 0.98( 0.55) 0.57 15.7 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. AO ** PEAK FLOW RATE TABLE ** 410+ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AD 1 26.28 17.42 1.491 0.98( 0.55) 0.56 30.5 3.10 2 26.05 17.75 1.474 0.98( 0.55) 0.56 30.8 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Ai PEAK FLOW RATE(CFS) = 26.28 Tc(MIN.) = 17.42 EFFECTIVE AREA(ACRES) = 30.52 AREA - AVERAGED Frn(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 30.80 AS LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2000.00 FEET. •,.. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 AO »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< as ELEVATION DATA: UPSTREAM(FEET) = 1694.00 DOWNSTREAM(FEET) = 1678.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.5 INCHES AM PIPE -FLOW VELOCITY(FEET /SEC.) = 13.24 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 "" PIPE- FLOW(CFS) = 26.28 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 18.08 AO LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2520.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 MO » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««« MAINLINE Tc(MIN) = 18.08 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.458 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SO NATURAL FAIR COVER "OPEN BRUSH" A 5.80 0.86 1.00 46 4` NATURAL FAIR COVER MO "OPEN BRUSH" A 3.50 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 ..r SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 5.01 EFFECTIVE AREA(ACRES) = 39.82 AREA - AVERAGED Fin(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.93 AREA- AVERAGED Ap = 0.66 +w TOTAL AREA(ACRES) = 40.10 PEAK FLOW RATE(CFS) = 30.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< mook ELEVATION DATA: UPSTREAM(FEET) = 1678.00 DOWNSTREAM(FEET) = 1666.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 40 mos 12/20/04 Q 41 AIM +r DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES di PIPE -FLOW VELOCITY(FEET /SEC.) = 11.76 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 *m PIPE - FLOW(CFS) = 30.00 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 18.85 011 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3070.00 FEET. .n ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 4S »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< .w MAINLINE Tc(MIN) = 18.85 WS * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.422 SUBAREA LOSS RATE DATA(AMC II): °"' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 40 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 "' RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.00 0.98 0.60 32 di SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 6.70 EFFECTIVE AREA(ACRES) = 48.72 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH/HR) = 0.94 AREA- AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 49.00 PEAK FLOW RATE(CFS) = 35.40 mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 mm » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< di ELEVATION DATA: UPSTREAM(FEET) = 1666.00 DOWNSTREAM(FEET) = 1653.00 FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.00 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 35.40 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 19.35 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 3490.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 410 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« di MAINLINE Tc(MIN) = 19.35 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.400 SUBAREA LOSS RATE DATA(AMC II): mm DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS * LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.10 0.98 0.60 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 .. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 4.33 Ai EFFECTIVE AREA(ACRES) = 54.62 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = '0.65 TOTAL AREA(ACRES) = 54.90 PEAK FLOW RATE(CFS) = 38.75 ea 12/20/04 Q-8 VI Ilk dB ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI FLOW PROCESS FROM NODE 6.00 TO NODE 8.00 IS CODE = 31 ... »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< MO ELEVATION DATA: UPSTREAM(FEET) = 1653.00 DOWNSTREAM(FEET) = 1645.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.37 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 �► PIPE- FLOW(CFS) = 38.75 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 19.75 MO LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 3810.00 FEET. ,,.. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 awl » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Awl TOTAL NUMBER OF STREAMS = 2 a CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.75 RAINFALL INTENSITY(INCH /HR) = 1.38 AREA - AVERAGED Fm(INCH /HR) = 0.61 40 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 °" EFFECTIVE STREAM AREA(ACRES) = 54.62 TOTAL STREAM AREA(ACRES) = 54.90 a PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.75 41. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 a » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FEET) = 1695.00 DOWNSTREAM(FEET) = 1678.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 MO SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.095 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.770 "o SUBAREA Tc AND LOSS RATE DATA(AMC II): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.60 0.98 0.60 32 13.09 a SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 2.77 "rs TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 2.77 MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< ,..a UPSTREAM ELEVATION(FEET) = 1678.00 DOWNSTREAM ELEVATION(FEET) = 1657.00 • STREET LENGTH(FEET) = 760.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 mitt DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 12/20/04 Q-9 r ma di INSIDE STREET CROSSFALL(DECIMAL) = 0.020 41 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.15 MS STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 +a"' HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.73 OM PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 3.40 Tc(MIN.) = 16.49 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.541 SUBAREA LOSS RATE DATA(AMC II): ma DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN °"" RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.20 0.98 0.60 32 aa SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fm(INCH/HR) = 0.58 MS AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 4.99 END OF SUBAREA STREET FLOW HYDRAULICS: AO DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.82 FLOW VELOCITY(FEET /SEC.) = 3.91 DEPTH *VELOCITY(FT *FT /SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 1580.00 FEET. FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MO MAINLINE Tc(MIN) = 16.49 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.541 SUBAREA LOSS RATE DATA(AMC II): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN Aft RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.20 0.98 0.60 32 MO RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 'al SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 4.90 EFFECTIVE AREA(ACRES) = 11.50 AREA - AVERAGED Fm(INCH /HR) = 0.59 a,. AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 ea TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 9.89 Rim ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.30 TO NODE 8.00 IS CODE = 31 MS » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< mom MI ELEVATION DATA: UPSTREAM(FEET) = 1650.00 DOWNSTREAM(FEET) = 1645.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 w. ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.4 INCHES 12/20/04 Q -10 ■ an PIPE -FLOW VELOCITY(FEET /SEC.) = 7.56 +4 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 9.89 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 17.33 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.00 = 1960.00 FEET. 44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 At » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 AO CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.33 sk RAINFALL INTENSITY(INCH /HR) = 1.50 AREA - AVERAGED Fm(INCH /HR) = 0.59 MB AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 11.50 TOTAL STREAM AREA(ACRES) = 11.50 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.89 'am ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AW NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38.75 19.75 1.383 0.94( 0.61) 0.65 54.6 3.10 00111' 1 38.27 20.09 1.369 0.94( 0.61) 0.65 54.9 1.00 2 9.89 17.33 1.496 0.98( 0.59) 0.60 11.5 8.10 co RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO °°' CONFLUENCE FORMULA USED FOR 2 STREAMS. " ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 48.65 17.33 1.496 0.95( 0.61) 0.64 59.4 8.10 "" 2 47.42 19.75 1.383 0.95( 0.61) 0.64 66.1 3.10 3 46.78 20.09 1.369 0.95( 0.61) 0.64 66.4 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: mok PEAK FLOW RATE(CFS) = 48.65 Tc(MIN.) = 17.33 EFFECTIVE AREA(ACRES) = 59.42 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 66.40 IN LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 3810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< OM ELEVATION DATA: UPSTREAM(FEET) = 1645.00 DOWNSTREAM(FEET) = 1644.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.52 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 48.65 Mw PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 17.63 MB LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 3960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 OM 12/20/04 Q -11 AR AR »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.63 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.481 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 5.48 OM EFFECTIVE AREA(ACRES) = 66.22 AREA - AVERAGED Fm(INCH /HR) = 0.60 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 73.20 PEAK FLOW RATE(CFS) = 52.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.63 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.481 SUBAREA LOSS RATE DATA(AMC II): Ai DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 3.63 EFFECTIVE AREA(ACRES) = 70.72 AREA - AVERAGED Fm(INCH/HR) = 0.60 OW AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) = 55.87 I END ON -SITE SYSTEM 1 1 1 I BEGIN CYPRESS / OFF -SITE SYSTEM + + AM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 MO » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 725.00 OS ELEVATION DATA: UPSTREAM(FEET) = 1716.00 DOWNSTREAM(FEET) = 1696.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 OK SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.687 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.264 SUBAREA Tc AND LOSS RATE DATA(AMC II): - DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc dr LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.90 0.98 0.10 32 8.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 OK SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 1.75 ,.. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OM Nor 12/20/04 Q -12 iu a FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 MO » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« » »>(STANDARD CURB SECTION USED) ««< Al UPSTREAM ELEVATION(FEET) = 1696.00 DOWNSTREAM ELEVATION(FEET) = 1656.00 STREET LENGTH(FEET) = 1240.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 a * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 SO HALFSTREET FLOOD WIDTH(FEET) = 7.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.74 min PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 5.52 Tc(MIN.) = 14.21 MO * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.685 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AN COMMERCIAL A 1.60 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.29 at EFFECTIVE AREA(ACRES) = 2.50 AREA - AVERAGED Fm(INCH/HR) = 0.10 AREA - AVERAGED Fp(INCH/HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 3.57 AA END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.53 �.. FLOW VELOCITY(FEET /SEC.) = 3.89 DEPTH *VELOCITY(FT *FT /SEC.) = 1.28 MS LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1965.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.50 TC(MIN.) = 14.21 AN EFFECTIVE AREA(ACRES) = 2.50 AREA - AVERAGED Fp(INCH/HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 3.57 MA END OF RATIONAL METHOD ANALYSIS OS wit AB ma a am 12/20/04 Q -13 OM dm aft • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, CA 91761 909.937.9151 fax 909.937 -9152 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** MO * 16695/17165 * * DEVELOPED HYDROLOGY * "' * 10 -YEAR * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AO FILE NAME: 16695Q10.DAT "m TIME /DATE OF STUDY: 10:49 12/14/2004 AO USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* +MIII SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* was HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) as 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET ism as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) .. *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* �1n *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 OM »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« S OK INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1724.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 OM aw 12/20/04 Q -14 UK At SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.102 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.744 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ali COMMERCIAL A 1.30 0.98 0.10 32 12.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.10 Mr TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 di »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ... »»> (STREET TABLE SECTION # 1 USED) <«< • UPSTREAM ELEVATION(FEET) = 1724.00 DOWNSTREAM ELEVATION(FEET) = 1702.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 MK DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 �. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 MO * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.46 M STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 • HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.35 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 4.98 Tc(MIN.) = 17.08 ▪ " * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.231 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 8.59 EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 11.09 err END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.91 FLOW VELOCITY(FEET /SEC.) = 3.63 DEPTH *VELOCITY(FT *FT /SEC.) = 1.27 MR LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2000.00 FEET. •a' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 MO » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MIR MAINLINE Tc(MIN) = 17.08 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.231 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MN 12/20/04 Q -15 MI Aer LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AO RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 8.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 MO SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 11.85 EFFECTIVE AREA(ACRES) = 15.10 AREA - AVERAGED Fm(INCH /HR) = 0.54 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) = 22.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,.. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ,• TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.08 RAINFALL INTENSITY(INCH /HR) = 2.23 *�. AREA- AVERAGED Fm(INCH /HR) = 0.54 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 EFFECTIVE STREAM AREA(ACRES) = 15.10 TOTAL STREAM AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 * »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1728.00 DOWNSTREAM(FEET) = 1717.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.196 MW * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.731 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MO RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.10 0.98 0.60 32 12.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 fit SUBAREA RUNOFF(CFS) = 7.92 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 7.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.20 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.731 " SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 0.98 0.10 32 """ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) '= 2.37 EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fm(INCH /HR) = 0.49 mm AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.50 OM 12/20/04 Q -16 a TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 10.29 WO ********************************************** * * * * * * * * * * * * * * * * * * * * * *' * * * * * * ** ,., FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 62 !If »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1717.00 DOWNSTREAM ELEVATION(FEET) = 1705.00 0 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 M SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 01 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.09 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.62 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 15.05 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.407 a SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL fa "3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 *" SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 5.74 EFFECTIVE AREA(ACRES) = 8.60 AREA - AVERAGED Fm(INCH /HR) = 0.53 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 14.54 40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET /SEC.) = 3.70 DEPTH *VELOCITY(FT *FT /SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 1250.00 FEET. mc ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 81 Mt » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.05 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.407 MN SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL MN "3 -4 DWELLINGS /ACRE" A 5.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 win SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 9.51 ON EFFECTIVE AREA(ACRES) = 14.40 AREA - AVERAGED Fm(INCH /HR) = 0.55 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) = 24.06 OM mm 12/20/04 Q -17 a FLOW PROCESS FROM NODE 3.30 TO NODE 3.00 IS CODE = 62 »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« » »>( STREET TABLE SECTION # 1 USED)<«« UPSTREAM ELEVATION(FEET) = 1705.00 DOWNSTREAM ELEVATION(FEET) = 1702.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.03 Al STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.18 Ai PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 16.78 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.255 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 al SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.95 EFFECTIVE AREA(ACRES) = 15.70 AREA - AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 15.70 PEAK FLOW RATE(CFS) = 24.06 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE mi END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.26 FLOW VELOCITY(FEET /SEC.) = 3.15 DEPTH *VELOCITY(FT *FT /SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.00 = 1580.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 all CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.78 RAINFALL INTENSITY(INCH /HR) = 2.26 AM AREA - AVERAGED Fm(INCH/HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 a... EFFECTIVE STREAM AREA(ACRES) = 15.70 MA TOTAL STREAM AREA(ACRES) = 15.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.06 ** CONFLUENCE DATA ** MO 12/20/04 Q -18 a MO a. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER OM NUMBER (CFS) (MIN•) (INCH /HR) (INCH /HR) (ACRES) NODE 1 22.94 17.08 2.231 0.98( 0.54) 0.56 15.1 1.00 ,.. 2 24.06 16.78 2.255 0.98( 0.55) 0.57 15.7 3.10 * RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. a ** PEAK FLOW RATE TABLE ** MO STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.91 16.78 2.255 0.98( 0.55) 0.56 30.5 3.10 2 46.66 17.08 2.231 0.98( 0.55) 0.56 30.8 1.00 MS COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: �* PEAK FLOW RATE(CFS) = 46.91 Tc(MIN.) = 16.78 EFFECTIVE AREA(ACRES) = 30.53 AREA - AVERAGED Fm(INCH /HR) = 0.55 40 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 30.80 min LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 10 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « ELEVATION DATA: UPSTREAM(FEET) = 1694.00 DOWNSTREAM(FEET) = 1678.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 ! DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 46.91 W PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 17.36 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2520.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** me FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »> »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« u m MAINLINE Tc(MIN) = 17.36 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.210 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AO LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 5.80 0.86 1.00 46 NATURAL FAIR COVER MO "OPEN BRUSH" A 3.50 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 11.30 as EFFECTIVE AREA(ACRES) = 39.83 AREA - AVERAGED Fm(INCH/HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.93 AREA- AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 40.10 PEAK FLOW RATE(CFS) = 56.95 i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 Alm »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1678.00 DOWNSTREAM(FEET) = 1666.00 12/20/04 Q -19 ■ SO FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 40 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.70 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 56.95 !r1 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 18.03 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WO FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ... »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.03 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.160 - SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL �.. "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 RESIDENTIAL 40 "3 -4 DWELLINGS /ACRE" A 7.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 12.62 40 EFFECTIVE AREA(ACRES) = 48.73 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 ""° TOTAL AREA(ACRES) = 49.00 PEAK FLOW RATE(CFS) = 67.79 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< WS »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< " ELEVATION DATA: UPSTREAM(FEET) = 1666.00 DOWNSTREAM(FEET) = 1653.00 FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.013 ` DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.32 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 67.79 as PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 18.46 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 3490.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MN FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 00 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.46 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.130 "" SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.10 0.98 0.60 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 000 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 40 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 8.20 EFFECTIVE AREA(ACRES) = 54.63 AREA - AVERAGED Fm(INCH/HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 0. TOTAL AREA(ACRES) = 54.90 PEAK FLOW RATE(CFS) = 74.67 00 12/20/04 Q -20 AA FLOW PROCESS FROM NODE 6.00 TO NODE 8.00 IS CODE = 31 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< 40 »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< �+. ELEVATION DATA: UPSTREAM(FEET) = 1653.00 DOWNSTREAM(FEET) = 1645.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 15.56 mw ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 74.67 0 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 18.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 3810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« AS TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "*. TIME OF CONCENTRATION(MIN.) = 18.80 RAINFALL INTENSITY(INCH /HR) = 2.11 AO AREA - AVERAGED Fm(INCH/HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.94 "' AREA- AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 54.63 ' TOTAL STREAM AREA(ACRES) = 54.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 74.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AS FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Am INITIAL SUBAREA FLOW - LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FEET) = 1695.00 DOWNSTREAM(FEET) = 1678.00 Ao Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.095 `"° * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.617 SUBAREA Tc AND LOSS RATE DATA(AMC II): MD DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) vie RESIDENTIAL MO "3 -4 DWELLINGS /ACRE" A 2.60 0.98 0.60 32 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 *A` SUBAREA RUNOFF(CFS) = 4.76 MB TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 4.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 62 da »» »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« » »»(STREET TABLE SECTION # 1 USED) ««< OM UPSTREAM ELEVATION(FEET) = 1678.00 DOWNSTREAM ELEVATION(FEET) = 1657.00 STREET LENGTH(FEET) = 760.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 20.00 elm OS aft 12/20/04 Q -21 ms DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 AS INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 w. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 ,. Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 AN * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ,^ STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.62 MO AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.27 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.55 _ STREET FLOW TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 16.06 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.315 AS SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 4.98 11 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 9.03 X11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.79 «. FLOW VELOCITY(FEET /SEC.) = 4.50 DEPTH *VELOCITY(FT *FT /SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 1580.00 FEET. all ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �.. FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 IS CODE = 81 am » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - MAINLINE Tc(MIN) = 16.06 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.315 - SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL O S "3 -4 DWELLINGS /ACRE" A 2.20 0.98 0.60 32 RESIDENTIAL ^ *r "3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 MI SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 8.88 EFFECTIVE AREA(ACRES) = 11.50 AREA - AVERAGED Fm(INCH/HR) = 0.59 AREA - AVERAGED Fp(INCH/HR) = 0.98 AREA- AVERAGED Ap = 0.60 MO TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 17.91 FLOW PROCESS FROM NODE 8.30 TO NODE 8.00 IS CODE = 31 U S »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< ""' »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< is ELEVATION DATA: UPSTREAM(FEET) = 1650.00 DOWNSTREAM(FEET) = 1645.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 VMS DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES oms 12/20/04 Q -22 WO PIPE -FLOW VELOCITY(FEET /SEC.) = 8.73 arll ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 17.91 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 16.79 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.00 = 1960.00 FEET. all► ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .., FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 • » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.79 M. RAINFALL INTENSITY(INCH /HR) = 2.25 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 r. EFFECTIVE STREAM AREA(ACRES) = 11.50 TOTAL STREAM AREA(ACRES) = 11.50 40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.91 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 411 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 74.67 18.80 2.107 0.94( 0.61) 0.65 54.6 3.10 00 1 74.03 19.10 2.087 0.94( 0.61) 0.65 54.9 1.00 2 17.91 16.79 2.255 0.98( 0.59) 0.60 11.5 8.10 will RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 00 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER MIND NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 91.19 16.79 2.255 0.95( 0.61) 0.64 60.3 8.10 NS 2 90.99 18.80 2.107 0.95( 0.61) 0.64 66.1 3.10 3 90.13 19.10 2.087 0.95( 0.61) 0.64 66.4 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 91.19 Tc(MIN.) = 16.79 EFFECTIVE AREA(ACRES) = 60.29 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 66.40 MD LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 3810.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 aa »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< b4 » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< NO ELEVATION DATA: UPSTREAM(FEET) = 1645.00 DOWNSTREAM(FEET) = 1644.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.91 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 91.19 00 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 17.04 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 3960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 as 12/20/04 Q -23 its 1M »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ... MAINLINE Tc(MIN) = 17.04 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.235 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL is "3 -4 DWELLINGS /ACRE" A 6.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 10.10 • EFFECTIVE AREA(ACRES) = 67.09 AREA - AVERAGED Fm(INCH/HR) = 0.60 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 73.20 PEAK FLOW RATE(CFS) = 98.44 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< d MAINLINE Tc(MIN) = 17.04 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.235 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 111 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 6.68 EFFECTIVE AREA(ACRES) = 71.59 AREA - AVERAGED Fm(INCH /HR) = 0.60 41 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) = 105.12 me + + I END ON -SITE SYSTEM I I BEGIN CYPRESS / OFF -SITE SYSTEM 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 MO » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 725.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.00 DOWNSTREAM(FEET) = 1696.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.687 MN * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.348 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) OS COMMERCIAL A 0.90 0.98 0.10 32 8.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 .44' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.63 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IS ONO 12/20/04 Q -24 mw ■1 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 W4 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >(STANDARD CURB SECTION USED) « «< a UPSTREAM ELEVATION(FEET) = 1696.00 DOWNSTREAM ELEVATION(FEET) = 1656.00 STREET LENGTH(FEET) = 1240.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 O DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 +. INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 40 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 AO Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ®* * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: °B STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.41 *■ AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.42 40 STREET FLOW TRAVEL TIME(MIN.) = 5.04 Tc(MIN.) = 13.73 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.544 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Ad LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.60 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 rill SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.52 EFFECTIVE AREA(ACRES) = 2.50 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 5.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.43 FLOW VELOCITY(FEET /SEC.) = 4.31 DEPTH *VELOCITY(FT *FT /SEC.) = 1.58 OM LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1965.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.50 TC(MIN.) = 13.73 MO EFFECTIVE AREA(ACRES) = 2.50 AREA - AVERAGED Fm(INCH/HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 5.50 AM END OF RATIONAL METHOD ANALYSIS w MO +gar. MA AMMO MO • Nft AM r MA 12/20/04 Q -25 art a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 44 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) a (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 AO Analysis prepared by: Madole & Associates, Inc. AO 760 -A S. Rochester Avenue Ontario, CA 91761 909.937.9151 fax 909.937 -9152 40 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 16695/17165 * m. * DEVELOPED HYDROLOGY * * 25 -YEAR * AK ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FILE NAME: 16695Q25.DAT TIME /DATE OF STUDY: 10:50 12/14/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: m. -- *TIME -OF- CONCENTRATION MODEL*-- 411 USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.2400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN O OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED xw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AO FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ... »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 44 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1724.00 AO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 00 12/20/04 Q -26 a SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.102 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.240 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc a LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.30 0.98 0.10 32 12.10 mm SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 AS SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 "* » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< a UPSTREAM ELEVATION(FEET) = 1724.00 DOWNSTREAM ELEVATION(FEET) = 1702.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 AO DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 ""' INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 a SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 AS Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 mm * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: AO STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.49 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 4.78 Tc(MIN.) = 16.88 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.654 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ms LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '" "3 -4 DWELLINGS /ACRE" A 5.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 10.80 EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 13.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.01 FLOW VELOCITY(FEET /SEC.) = 3.83 DEPTH *VELOCITY(FT *FT /SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2000.00 FEET. mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 mm »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.88 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.654 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TOMI am 12/20/04 Q -27 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL .. "3 -4 DWELLINGS /ACRE" A 8.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 14.89 4.• EFFECTIVE AREA(ACRES) = 15.10 AREA - AVERAGED Fm(INCH/HR) = 0.54 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 +r TOTAL AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) = 28.68 .,, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 a CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.88 RAINFALL INTENSITY(INCH /HR) = 2.65 AREA - AVERAGED Fm(INCH /HR) = 0.54 di AREA - AVERAGED Fp(INCH/HR) = 0.98 AREA- AVERAGED Ap = 0.56 EFFECTIVE STREAM AREA(ACRES) = 15.10 TOTAL STREAM AREA(ACRES) = 15.10 mu PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 » METHOD INITIAL SUBAREA ANALYSIS« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AIM INITIAL SUBAREA FLOW - LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1728.00 DOWNSTREAM(FEET) = 1717.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ms SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.196 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.225 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc or LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.10 0.98 0.60 32 12.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 9.74 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 9.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« MAINLINE Tc(MIN) = 12.20 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.225 SUBAREA LOSS RATE DATA(AMC II): ma DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) '= 2.82 �. EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fm(INCH/HR) = 0.49 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.50 12/20/04 Q -28 art 40 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 12.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 62 am »»)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »)(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1717.00 DOWNSTREAM ELEVATION(FEET) = 1705.00 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 AIM DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 41 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 +11i HALFSTREET FLOOD WIDTH(FEET) = 14.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.51 STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 14.91 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.859 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 40 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 41 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 7.16 EFFECTIVE AREA(ACRES) = 8.60 AREA - AVERAGED Fm(INCH /HR) = 0.53 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 18.04 ur END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.80 FLOW VELOCITY(FEET /SEC.) = 3.92 DEPTH *VELOCITY(FT *FT /SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 1250.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 81 40 »» )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.91 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.859 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 11.87 EFFECTIVE AREA(ACRES) = 14.40 AREA - AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH/HR) = 0.98 AREA- AVERAGED Ap = 0.57 MS TOTAL AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) = 29.92 �r 12/20/04 Q -29 ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .. FLOW PROCESS FROM NODE 3.30 TO NODE 3.00 IS CODE = 62 ,nt »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <« » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1705.00 DOWNSTREAM ELEVATION(FEET) = 1702.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 attl INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 4 ' STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 •- Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 4411 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.15 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: • STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.57 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.43 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.83 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 16.51 'a * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.690 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 'i RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 ` SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.46 EFFECTIVE AREA(ACRES) = 15.70 AREA - AVERAGED Fm(INCH/HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 15.70 PEAK FLOW RATE(CFS) = 30.18 a/ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.39 FLOW VELOCITY(FEET /SEC.) = 3.39 DEPTH *VELOCITY(FT *FT /SEC.) = 1.79 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.00 = 1580.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<« » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.51 RAINFALL INTENSITY(INCH /HR) = 2.69 AREA - AVERAGED Fm(INCH/HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 EFFECTIVE STREAM AREA(ACRES) = 15.70 TOTAL STREAM AREA(ACRES) = 15.70 • PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.18 ** CONFLUENCE DATA ** 12/20/04 Q -30 • ist STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 28.68 16.88 2.654 0.98( 0.54) 0.56 15.1 1.00 2 30.18 16.51 2.690 0.98( 0.55) 0.57 15.7 3.10 4111 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. la ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 58.70 16.51 2.690 0.98( 0.55) 0.56 30.5 3.10 2 58.35 16.88 2.654 0.98( 0.55) 0.56 30.8 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.70 Tc(MIN.) = 16.51 EFFECTIVE AREA(ACRES) = 30.47 AREA - AVERAGED Fm(INCH/HR) = 0.55 AREA- AVERAGED Fp(INCH/HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 30.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1694.00 DOWNSTREAM(FEET) = 1678.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.00 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 AO PIPE- FLOW(CFS) = 58.70 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 17.05 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2520.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< A� MAINLINE Tc(MIN) = 17.05 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.638 - SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 5.80 0.86 1.00 46 NATURAL FAIR COVER "OPEN BRUSH" A 3.50 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 14.88 EFFECTIVE AREA(ACRES) = 39.77 AREA - AVERAGED Fm(INCH /HR) = 0.62 AREA - AVERAGED Fp(INCH/HR) = 0.93 AREA- AVERAGED Ap = 0.66 ri TOTAL AREA(ACRES) = 40.10 PEAK FLOW RATE(CFS) = 72.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 A »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 10 ELEVATION DATA: UPSTREAM(FEET) = 1678.00 DOWNSTREAM(FEET) = 1666.00 A 12/20/04 Q -31 MO dit FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.59 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 4t PIPE - FLOW(CFS) = 72.17 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 17.68 sor LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3070.00 FEET. se ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 » OF SUBAREA TO MAINLINE PEAK FLOW« At MAINLINE Tc(MIN) = 17.68 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.581 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 ' RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 AM SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 15.99 EFFECTIVE AREA(ACRES) = 48.67 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 49.00 PEAK FLOW RATE(CFS) = 86.13 AS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 A » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1666.00 DOWNSTREAM(FEET) = 1653.00 FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.37 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 AM PIPE - FLOW(CFS) = 86.13 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 18.08 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 3490.00 FEET. MN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 » OF SUBAREA TO MAINLINE PEAK FLOW««< Ai MAINLINE Tc(MIN) = 18.08 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.547 SUBAREA LOSS RATE DATA(AMC II): am DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.10 0.98 0.60 32 MI RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 10.42 EFFECTIVE AREA(ACRES) = 54.57 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 54.90 PEAK FLOW RATE(CFS) = 95.03 am 12/20/04 Q -32 r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1653.00 DOWNSTREAM(FEET) = 1645.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.51 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 a PIPE - FLOW(CFS) = 95.03 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 18.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 3810.00 FEET. ai ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 4, TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.40 Mr RAINFALL INTENSITY(INCH /HR) = 2.52 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 MK EFFECTIVE STREAM AREA(ACRES) = 54.57 TOTAL STREAM AREA(ACRES) = 54.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.03 MK ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< MK »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« �" INITIAL SUBAREA FLOW - LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FEET) = 1695.00 DOWNSTREAM(FEET) = 1678.00 MI TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.095 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.091 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) r RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.60 0.98 0.60 32 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.86 is TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 5.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 62 WS »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1678.00 DOWNSTREAM ELEVATION(FEET) = 1657.00 STREET LENGTH(FEET) = 760.00 CURB HEIGHT(INCHES) _' 6.0 STREET HALFWIDTH(FEET) = 20.00 MN +S 12/20/04 Q -33 fa DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 �+. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 A * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.98 *• STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.47 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 15.93 AS * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.748 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 mat SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 6.23 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fm(INCH/HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 11.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET /SEC.) = 4.72 DEPTH *VELOCITY(FT *FT /SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 1580.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 IS CODE = 81 AK »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.93 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.748 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN MI RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 2.20 0.98 0.60 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 Mt SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 11.10 EFFECTIVE AREA(ACRES) = 11.50 AREA - AVERAGED Fm(INCH /HR) = 0.59 MO AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 22.39 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.30 TO NODE 8.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1650.00 DOWNSTREAM(FEET) = 1645.00 �w FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 MS DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES MI 12/20/04 Q -34 MI 411 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.09 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 0 PIPE - FLOW(CFS) = 22.39 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 16.62 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.00 = 1960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 AM »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 00 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: °■ TIME OF CONCENTRATION(MIN.) = 16.62 RAINFALL INTENSITY(INCH /HR) = 2.68 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 '°' AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 11.50 TOTAL STREAM AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.39 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 00 1 95.03 18.40 2.520 0.94( 0.61) 0.65 54.6 3.10 1 94.09 18.78 2.489 0.94( 0.61) 0.65 54.9 1.00 2 22.39 16.62 2.678 0.98( 0.59) 0.60 11.5 8.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. MO ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 115.36 16.62 2.678 0.95( 0.61) 0.64 60.8 8.10 2 115.72 18.40 2.520 0.95( 0.61) 0.64 66.1 3.10 00 3 114.46 18.78 2.489 0.95( 0.61) 0.64 66.4 1.00 Vli COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 115.72 Tc(MIN.) = 18.40 EFFECTIVE AREA(ACRES) = 66.07 AREA - AVERAGED Fm(INCH/HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 66.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 3810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< MN ELEVATION DATA: UPSTREAM(FEET) = 1645.00 DOWNSTREAM(FEET) = 1644.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.65 MN ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 115.72 IS PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 18.64 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 3960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 12/20/04 Q -35 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< N MAINLINE Tc(MIN) = 18.64 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.501 SUBAREA LOSS RATE DATA(AMC II): .m DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN MS RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 11.72 EFFECTIVE AREA(ACRES) = 72.87 AREA - AVERAGED Fm(INCH/HR) = 0.60 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 73.20 PEAK FLOW RATE(CFS) = 124.32 MO ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 124.79 16.86 2.656 0.95( 0.60) 0.63 67.6 8.10 2 124.32 18.64 2.501 0.95( 0.60) 0.64 72.9 3.10 3 122.95 19.02 2.471 0.95( 0.60) 0.64 73.2 1.00 NEW PEAK FLOW DATA ARE: MB PEAK FLOW RATE(CFS) = 124.79 Tc(MIN.) = 16.86 AREA - AVERAGED Fm(INCH /HR) = 0.60 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.63 EFFECTIVE AREA(ACRES) = 67.58 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MS MAINLINE Tc(MIN) = 16.86 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.656 SUBAREA LOSS RATE DATA(AMC II): NM DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 8.39 EFFECTIVE AREA(ACRES) = 72.08 AREA - AVERAGED Fm(INCH /HR) = 0.60 di AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) = 133.18 d + + END ON -SITE SYSTEM Aft I I I BEGIN CYPRESS / OFF -SITE SYSTEM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 MS » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 00 INITIAL SUBAREA FLOW - LENGTH(FEET) = 725.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.00 DOWNSTREAM(FEET) = 1696.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 MO SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.687 12/20/04 Q -36 0 48 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.954 SUBAREA Tc AND LOSS RATE DATA(AMC II): �++ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.90 0.98 0.10 32 8.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.12 411 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.12 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 40 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>(STANDARD CURB SECTION USED) ««< 48 UPSTREAM ELEVATION(FEET) = 1696.00 DOWNSTREAM ELEVATION(FEET) = 1656.00 STREET LENGTH(FEET) = 1240.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 dO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.27 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 4.84 Tc(MIN.) = 13.53 ✓ * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.030 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.60 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.22 dM EFFECTIVE AREA(ACRES) = 2.50 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 6.60 W O END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.37 FLOW VELOCITY(FEET /SEC.) = 4.45 DEPTH *VELOCITY(FT *FT /SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1965.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.50 TC(MIN.) = 13.53 O N EFFECTIVE AREA(ACRES) = 2.50 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 q.. PEAK FLOW RATE (CFS) = 6.60 N END OF RATIONAL METHOD ANALYSIS Aww MO MO 12/20/04 Q -37 AO a 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 a Analysis prepared by: AO Madole & Associates, Inc. a 760 -A S. Rochester Avenue Ontario, CA 91761 909.937.9151 fax 909.937 -9152 "" * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16695 AND 17165 AO * Q100 HYDRAULICS * * AM ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16695Q00.DAT a TIME /DATE OF STUDY: 10:02 12/14/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- .. USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* AM SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* AA *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING 40 WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 AM GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) MO 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 MM ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1724.00 sINA Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.102 IS * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.024 um 12/20/04 Q -38 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc *+ LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.30 0.98 0.10 32 12.10 dB SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 ** SUBAREA RUNOFF(CFS) = 4.59 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.59 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** " FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 MO »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1724.00 DOWNSTREAM ELEVATION(FEET) = 1702.00 a STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 WO INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 MO STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.23 as AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.31 STREET FLOW TRAVEL TIME(MIN.) = 4.51 Tc(MIN.) = 16.62 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.327 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS �.. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL MO "3-4 DWELLINGS /ACRE" A 5.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 14.31 MB EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fm(INCH /HR) = 0.50 .Aw AREA - AVERAGED Fp(INCH/HR) = 0.98 AREA- AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 18.09 MO END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.49 a FLOW VELOCITY(FEET /SEC.) = 4.10 DEPTH *VELOCITY(FT *FT /SEC.) = 1.64 OW LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 a »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« .0 MAINLINE Tc(MIN) = 16.62 WO * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.327 SUBAREA LOSS RATE DATA(AMC II): 00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL a 12/20/04 Q -39 AI a "3 -4 DWELLINGS /ACRE" A 8.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 19.74 AB EFFECTIVE AREA(ACRES) = 15.10 AREA - AVERAGED Fm(INCH /HR) = 0.54 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) = 37.84 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< AO TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.62 AO RAINFALL INTENSITY(INCH /HR) = 3.33 AREA - AVERAGED Fm(INCH /HR) = 0.54 AREA - AVERAGED Fp(INCH/HR) = 0.98 AREA- AVERAGED Ap = 0.56 EFFECTIVE STREAM AREA(ACRES) = 15.10 TOTAL STREAM AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.84 mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 »RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< am »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1728.00 DOWNSTREAM(FEET) = 1717.00 MM Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.196 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.006 mm SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL MM "3 -4 DWELLINGS /ACRE" A 4.10 0.98 0.60 32 12.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 12.62 MO TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 12.62 rw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 00 FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 01111 »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.20 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.006 SUBAREA LOSS RATE DATA(AMC II): moo DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MM LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.52 EFFECTIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fm(INCH /HR) = 0.49 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 16.14 a a 12/20/04 Q-40 ism AM FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 62 ANA »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< MO »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1717.00 DOWNSTREAM ELEVATION(FEET) = 1705.00 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 AO STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 40 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 "'"' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 45 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 AAR * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.85 is STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.03 MO PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 14.76 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.573 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 mw SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 9.41 EFFECTIVE AREA(ACRES) = 8.60 AREA - AVERAGED Fm(INCH /HR) = 0.53 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 23.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.52 FLOW VELOCITY(FEET /SEC.) = 4.15 DEPTH *VELOCITY(FT *FT /SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 1250.00 FEET. 44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r. FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 81 MS »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.76 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.573 MO SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL IS "3 -4 DWELLINGS /ACRE" A 5.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 15.60 OM EFFECTIVE AREA(ACRES) = 14.40 AREA - AVERAGED Fm(INCH /HR) = 0.55 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 moo TOTAL AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) = 39.16 12/20/04 Q -41 AA AB AO FLOW PROCESS FROM NODE 3.30 TO NODE 3.00 IS CODE = 62 »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » STREET TABLE SECTION # 1 USED) ««< a UPSTREAM ELEVATION(FEET) = 1705.00 DOWNSTREAM ELEVATION(FEET) = 1702.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 a DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 " INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 AB SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 AM Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.79 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 23.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.77 MN PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.15 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 16.22 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.376 SUBAREA LOSS RATE DATA(AMC II): MN DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN '"" RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.60 32 AM SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.27 EFFECTIVE AREA(ACRES) = 15.70 AREA - AVERAGED Fm(INCH /HR) = 0.55 ms AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 15.70 PEAK FLOW RATE(CFS) = 39.88 Aft END OF SUBAREA STREET FLOW HYDRAULICS: ME DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 23.40 FLOW VELOCITY(FEET /SEC.) = 3.72 DEPTH *VELOCITY(FT *FT /SEC.) = 2.11 e,. LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.00 = 1580.00 FEET. AB ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 Aft AS »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< bw. TOTAL NUMBER OF STREAMS = 2 MS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.22 RAINFALL INTENSITY(INCH /HR) = 3.38 AREA - AVERAGED Fm(INCH /HR) = 0.55 di AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.57 EFFECTIVE STREAM AREA(ACRES) = 15.70 AM TOTAL STREAM AREA(ACRES) = 15.70 M PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.88 a.. ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SO NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 12/20/04 Q-42 MO Ao 1 37.84 16.62 3.327 0.98( 0.54) 0.56 15.1 1.00 2 39.88 16.22 3.376 0.98( 0.55) 0.57 15.7 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 46 CONFLUENCE FORMULA USED FOR 2 STREAMS. o ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 40 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 77.45 16.22 3.376 0.98( 0.55) 0.56 30.4 3.10 "" 2 77.03 16.62 3.327 0.98( 0.55) 0.56 30.8 1.00 AO COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.45 Tc(MIN.) = 16.22 EFFECTIVE AREA(ACRES) = 30.44 AREA - AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.56 AM TOTAL AREA(ACRES) = 30.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2000.00 FEET. -Me ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 " » PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « AO ELEVATION DATA: UPSTREAM(FEET) = 1694.00 DOWNSTREAM(FEET) = 1678.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.11 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 77.45 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 16.73 MO LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2520.00 FEET. ".` ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 » OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.73 AM * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.314 SUBAREA LOSS RATE DATA(AMC II): As DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 5.80 0.86 1.00 46 Ao NATURAL FAIR COVER 4 "OPEN BRUSH" A 3.50 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.86 s SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 20.54 OM EFFECTIVE AREA(ACRES) = 39.74 AREA - AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.93 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 40.10 PEAK FLOW RATE(CFS) = 96.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 RIM » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< opo ELEVATION DATA: UPSTREAM(FEET) = 1678.00 DOWNSTREAM(FEET) = 1666.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 • DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.6 INCHES w 12/20/04 Q -43 m. A. M PIPE -FLOW VELOCITY(FEET /SEC.) = 15.96 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 A. PIPE - FLOW(CFS) = 96.31 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 17.30 44 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3070.00 FEET. A. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 40 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.30 • * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.248 SUBAREA LOSS RATE DATA(AMC II): "'"" DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 40 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.90 0.98 0.60 32 *" RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 °" SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 21.33 EFFECTIVE AREA(ACRES) = 48.64 AREA - AVERAGED Fm(INCH/HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 49.00 PEAK FLOW RATE(CFS) = 115.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 "" »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 4 ELEVATION DATA: UPSTREAM(FEET) = 1666.00 DOWNSTREAM(FEET) = 1653.00 FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES MO PIPE -FLOW VELOCITY(FEET /SEC.) = 19.02 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 115.26 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 17.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 3490.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 OD »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« MAINLINE Tc(MIN) = 17.67 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.207 SUBAREA LOSS RATE DATA(AMC II): Am DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.10 0.98 0.60 32 AW RESIDENTIAL • "3 -4 DWELLINGS /ACRE" A 2.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 ... SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 13.92 44 EFFECTIVE AREA(ACRES) = 54.54 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 54.90 PEAK FLOW RATE(CFS) = 127.40 IN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ON 12/20/04 Q -44 a 0 FLOW PROCESS FROM NODE 6.00 TO NODE 8.00 IS CODE = 31 400 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< a ELEVATION DATA: UPSTREAM(FEET) = 1653.00 DOWNSTREAM(FEET) = 1645.00 .. FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.0 INCHES 40 PIPE -FLOW VELOCITY(FEET /SEC.) = 17.99 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 A PIPE - FLOW(CFS) = 127.40 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 17.96 40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 3810.00 FEET. rw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 MO »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< a. TOTAL NUMBER OF STREAMS = 2 MO CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.96 RAINFALL INTENSITY(INCH /HR) = 3.18 AREA - AVERAGED Fm(INCH /HR) = 0.61 MO AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 54.54 TOTAL STREAM AREA(ACRES) = 54.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 127.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 MO »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< "'" »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« OM INITIAL SUBAREA FLOW - LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FEET) = 1695.00 DOWNSTREAM(FEET) = 1678.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 MO SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.095 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.838 SUBAREA Tc AND LOSS RATE DATA(AMC II): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ' "3 -4 DWELLINGS /ACRE" A 2.60 0.98 0.60 32 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 7.61 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 7.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 62 a »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >( STREET TABLE SECTION # 1 USED) ««< ,s UPSTREAM ELEVATION(FEET) = 1678.00 DOWNSTREAM ELEVATION(FEET) = 1657.00 OM STREET LENGTH(FEET) = 760.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 OM INSIDE STREET CROSSFALL(DECIMAL) = 0.020 12/20/04 Q-45 Apo AN OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 AS Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.72 AO STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 ", HALFSTREET FLOOD WIDTH(FEET) = 15.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.76 MO PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.99 STREET FLOW TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 15.76 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.435 SUBAREA LOSS RATE DATA(AMC II): 40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 8.21 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 14.88 END OF SUBAREA STREET FLOW HYDRAULICS: MO DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.84 FLOW VELOCITY(FEET /SEC.) = 5.06 DEPTH *VELOCITY(FT *FT /SEC.) = 2.27 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 1580.00 FEET. AN ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< et MAINLINE Tc(MIN) = 15.76 �.. * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS q.. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL AO "3 -4 DWELLINGS /ACRE" A 2.20 0.98 0.60 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 NO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.70 SUBAREA RUNOFF(CFS) = 14.62 EFFECTIVE AREA(ACRES) = 11.50 AREA - AVERAGED Fm(INCH/HR) = 0.59 eye. AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.60 NO TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 29.50 4166 FLOW PROCESS FROM NODE 8.30 TO NODE 8.00 IS CODE = 31 AN »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ma ND ELEVATION DATA: UPSTREAM(FEET) = 1650.00 DOWNSTREAM(FEET) = 1645.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.78 NA ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 ,rw 00 12/20/04 Q-46 AO PIPE - FLOW(CFS) = 29.50 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 16.40 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.00 = 1960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 Al »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 40 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AB TIME OF CONCENTRATION(MIN.) = 16.40 RAINFALL INTENSITY(INCH /HR) = 3.35 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 41 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 11.50 AM TOTAL STREAM AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.50 AN ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AO 1 127.40 17.96 3.175 0.94( 0.61) 0.65 54.5 3.10 1 126.01 18.40 3.130 0.94( 0.61) 0.65 54.9 1.00 "" 2 29.50 16.40 3.353 0.98( 0.59) 0.60 11.5 8.10 dA RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** AM STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 153.90 16.40 3.353 0.95( 0.61) 0.64 61.3 8.10 2 155.00 17.96 3.175 0.95( 0.61) 0.64 66.0 3.10 3 153.13 18.40 3.130 0.95( 0.61) 0.64 66.4 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 155.00 Tc(MIN.) = 17.96 AO EFFECTIVE AREA(ACRES) = 66.04 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.64 'M TOTAL AREA(ACRES) = 66.40 AM LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 3810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 MO » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< MO ELEVATION DATA: UPSTREAM(FEET) = 1645.00 DOWNSTREAM(FEET) = 1644.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.8 INCHES r PIPE -FLOW VELOCITY(FEET /SEC.) = 11.22 de ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 155.00 mw PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 18.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 3960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ww FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 OM »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 12/20/04 Q-47 mm MN a MAINLINE Tc(MIN) = 18.19 "`^ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.152 SUBAREA LOSS RATE DATA(AMC II): 4111 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.80 0.98 0.60 32 am SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 15.71 EFFECTIVE AREA(ACRES) = 72.84 AREA - AVERAGED Fm(INCH /HR) = 0.60 AR AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 73.20 PEAK FLOW RATE(CFS) = 166.96 vw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 "" »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.19 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.152 "' SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ma LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 10.40 '" EFFECTIVE AREA(ACRES) = 77.34 AREA - AVERAGED Fm(INCH /HR) = 0.60 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) = 177.35 ** PEAK FLOW RATE TABLE ** OK STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 177.91 16.63 3.326 0.95( 0.60) 0.63 72.6 8.10 A. 2 177.35 18.19 3.152 0.95( 0.60) 0.63 77.3 3.10 SO 3 175.09 18.62 3.107 0.95( 0.60) 0.63 77.7 1.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 177.91 Tc(MIN.) = 16.63 am AREA - AVERAGED Fm(INCH /HR) = 0.60 AREA - AVERAGED Fp(INCH /HR) = 0.95 MR AREA- AVERAGED Ap = 0.63 EFFECTIVE AREA(ACRES) = 72.60 I END ON -SITE SYSTEM MO I BEGIN CYPRESS / OFF -SITE SYSTEM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 a■. »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« »USE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 725.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.00 DOWNSTREAM(FEET) = 1696.00 OO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 w.. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.687 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.910 SUBAREA Tc AND LOSS RATE DATA(AMC II): r 12/20/04 Q-48 lit 410 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.90 0.98 0.10 32 8.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.90 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.90 al ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< OS » »>(STANDARD CURB SECTION USED) ««< "'" UPSTREAM ELEVATION(FEET) = 1696.00 DOWNSTREAM ELEVATION(FEET) = 1656.00 STREET LENGTH(FEET) = 1240.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 ®1O DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 AO Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.58 AN STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.44 AA PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.71 STREET FLOW TRAVEL TIME(MIN.) = 4.65 Tc(MIN.) = 13.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.796 SUBAREA LOSS RATE DATA(AMC II): MO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS • LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.60 0.98 0.10 32 MS SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 5.33 AM EFFECTIVE AREA(ACRES) = 2.50 AREA - AVERAGED Fm(INCH/HR) = 0.10 OM AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 8.32 MOW END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET /SEC.) = 4.72 DEPTH *VELOCITY(FT *FT /SEC.) = 1.93 mei LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1965.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.50 TC(MIN.) = 13.34 EFFECTIVE AREA(ACRES) = 2.50 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 am PEAK FLOW RATE(CFS) = 8.32 END OF RATIONAL METHOD ANALYSIS a mo MM spa MI 12/20/04 Q -49 a a 4. min a� 'i DEVELOPED UNIT HYDROGRAPH 2 —YEAR I1. 10 —YEAR di 25 —YEAR 100 —YEAR a r ail a a a a dr a a a alt a 111 a r 12/20/04 UH -1 an ********************************************** * * * * * * * * * * * * * * * * * * *• * * * * * * * * * ** F L O O D MR R O U T I N G A N A L Y S I S 41 USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue ' Ontario, CA 91761 909.937.9151 fax 909.937 -9152 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** At * TRACT 16695/17165 * * DEVELOPED UNIT HYDROGRAPH * 2 -yr * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16695H02.DAT TIME /DATE OF STUDY: 07:59 12/14/2004 AM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 MS »»>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ««< aa (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 77.700 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.240 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED SS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.610 LOW LOSS FRACTION = 0.650 +e. *HYDROGRAPH MODEL #1 SPECIFIED* AN SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.22 0 . SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.51 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.71 se SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.30 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.90 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 3.70 7 . *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.980 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 �.. 24 -HOUR FACTOR = 1.000 AN UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 34.722 f.. MS w w 12/20/04 UH-2 mm dR mm OR UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.308 21.685 _ 2 14.779 117.192 3 38.225 220.322 4 66.233 263.178 5 84.561 172.230 r 6 93.250 81.646 7 97.213 37.248 8 98.477 11.869 9 99.128 6.118 ' 10 99.651 4.919 11 99.913 2.459 "` 12 100.000 0.820 di mm a a a®I a mm a mm OR mm di mm OR mm OR a ,w am r 12/20/04 UH -3 irr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w. UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL it (NUMBER) (INCHES) (INCHES) (INCHES) nw 1 0.0062 0.0040 0.0022 2 0.0062 0.0040 0.0022 41 3 0.0062 0.0040 0.0022 4 0.0062 0.0040 0.0022 .. 5 0.0063 0.0041 0.0022 6 0.0063 0.0041 0.0022 AIN 7 0.0063 0.0041 0.0022 8 0.0063 0.0041 0.0022 a. 9 0.0063 0.0041 0.0022 10 0.0063 0.0041 0.0022 Mit 11 0.0064 0.0041 0.0022 12 0.0064 0.0041 0.0022 "'m 13 0.0064 0.0042 0.0022 14 0.0064 0.0042 0.0022 ma 15 0.0064 0.0042 0.0023 16 0.0064 0.0042 0.0023 0. 17 0.0065 0.0042 0.0023 18 0.0065 0.0042 0.0023 VW 19 0.0065 0.0042 0.0023 20 0.0065 0.0042 0.0023 21 0.0065 0.0043 0.0023 22 0.0066 0.0043 0.0023 23 0.0066 0.0043 0.0023 24 0.0066 0.0043 0.0023 . 25 0.0066 0.0043 0.0023 26 0.0066 0.0043 0.0023 MK 27 0.0067 0.0043 0.0023 28 0.0067 0.0043 0.0023 "" 29 0.0067 0.0044 0.0023 30 0.0067 0.0044 0.0024 010 31 0.0068 0.0044 0.0024 32 0.0068 0.0044 0.0024 00 33 0.0068 0.0044 0.0024 34 0.0068 0.0044 0.0024 35 0.0068 0.0044 0.0024 36 0.0069 0.0045 0.0024 0 "" 37 0.0069 0.0045 0.0024 38 0.0069 0.0045 0.0024 II 39 0.0069 0.0045 0.0024 40 0.0069 0.0045 0.0024 ""' 41 0.0070 0.0045 0.0024 42 0.0070 0.0045 0.0024 Mk 43 0.0070 0.0046 0.0025 44 0.0070 0.0046 0.0025 mor 45 0.0071 0.0046 0.0025 46 0.0071 0.0046 0.0025 47 0.0071 0.0046 0.0025 48 0.0071 0.0046 0.0025 "'' 49 0.0072 0.0047 0.0025 50 0.0072 0.0047 0.0025 al 51 0.0072 0.0047 0.0025 52 0.0073 0.0047 0.0025 .00 53 0.0073 0.0047 0.0026 54 0.0073 0.0047 0.0026 MM 55 0.0073 0.0048 0.0026 56 0.0074 0.0048 0.0026 00 57 0.0074 0.0048 0.0026 58 0.0074 0.0048 0.0026 +w 12/20/04 UH-4 ird sl! 59 0.0075 0.0048 0.0026 60 0.0075 0.0049 0.0026 .. 61 0.0075 0.0049 0.0026 62 0.0075 0.0049 0.0026 A* 63 0.0076 0.0049 0.0027 64 0.0076 0.0049 0.0027 .on 65 0.0076 0.0050 0.0027 66 0.0077 0.0050 0.0027 40 67 0.0077 0.0050 0.0027 68 0.0077 0.0050 0.0027 °u + 69 0.0078 0.0050 0.0027 70 0.0078 0.0051 0.0027 40 71 0.0078 0.0051 0.0027 72 0.0078 0.0051 0.0027 °-* 73 0.0079 0.0051 0.0028 74 0.0079 0.0051 0.0028 At 75 0.0080 0.0052 0.0028 76 0.0080 0.0052 0.0028 77 0.0080 0.0052 0.0028 78 0.0081 0.0052 0.0028 ft 79 0.0081 0.0053 0.0028 80 0.0081 0.0053 0.0028 "- 81 0.0082 0.0053 0.0029 82 0.0082 0.0053 0.0029 ma 83 0.0083 0.0054 0.0029 84 0.0083 0.0054 0.0029 85 0.0083 0.0054 0.0029 86 0.0084 0.0054 0.0029 ' 87 0.0084 0.0055 0.0029 88 0.0084 0.0055 0.0030 89 0.0085 0.0055 0.0030 90 0.0085 0.0055 0.0030 ` 91 0.0086 0.0056 0.0030 92 0.0086 0.0056 0.0030 -. 93 0.0087 0.0056 0.0030 94 0.0087 0.0057 0.0030 AA 95 0.0088 0.0057 0.0031 96 0.0088 0.0057 0.0031 -. 97 0.0089 0.0058 0.0031 98 0.0089 0.0058 0.0031 ma 99 0.0090 0.0058 0.0031 100 0.0090 0.0058 0.0031 ... 101 0.0091 0.0059 0.0032 102 0.0091 0.0059 0.0032 MO 103 0.0092 0.0060 0.0032 104 0.0092 0.0060 0.0032 w 105 0.0093 0.0060 0.0032 106 0.0093 0.0061 0.0033 ma 107 0.0094 0.0061 0.0033 108 0.0094 0.0061 0.0033 109 0.0095 0.0062 0.0033 110 0.0095 0.0062 0.0033 im 111 0.0096 0.0063 0.0034 112 0.0097 0.0063 0.0034 113 0.0098 0.0063 0.0034 t 114 0.0098 0.0064 0.0034 115 0.0099 0.0064 0.0035 116 0.0099 0.0065 0.0035 117 0.0100 0.0065 0.0035 118 0.0101 0.0065 0.0035 Ms 119 0.0102 0.0066 0.0036 120 0.0102 0.0066 0.0036 121 0.0103 0.0067 0.0036 OM 122 0.0104 0.0067 0.0036 ... +A 12/20/04 UH -5 9-Hfl b0 /OZ /ZT 'OTO'0 £610'0 L630'0 98T MP 6600'0 '810'0 £830'0 681 OTTO'0 'O30'0 'TC0'0 '81 .` 9010'0 8610'0 'O60'0 £81 TOTO'0 L810'0 8830'0 Z81 PM 8600'0 3810'0 0830'0 T8T '600'0 'LTO'0 8930'0 08T ..o Z600'0 OL10'0 Z9Z0'0 6LT 8800'0 '9T0'0 3SZ0'0 8LT INN 9800'0 1910'0 L'Z0'0 LLT £800'0 SST0'0 8£30'0 9LT .. Z800'0 ZSTO'0 'EZO'0 SLT 0800'0 8'T0'0 LZZO'0 'LT a ' 8L00'0 9'10'0 '330'0 ELT .Y. 9L00'0 1'10'0 8130'0 ZLT SL00'0 0'10'0 SI30'0 TLT CL00'0 9£10'0 6030'0 OLT ZL00'0 'ETO'0 LOZO'0 69T aft 8900'0 9210'0 '6T0'0 89T L900'0 SZT0'0 2610'0 L9T SP 9900'0 ZZTO'O L8T0'0 99T S900'0 TZT0'0 6810'0 S9T '900'0 8110'0 1810'0 '91 £900'0 L110'0 0810'0 £91 VP Z900'0 'TTO'0 9L10'0 Z9T T900'0 £110'0 'L10'0 191 0900'0 1110'0 1L10'0 09T 6500'0 0110'0 OLT0'0 6ST imp 8600'0 8010'0 L910'0 8ST 8500'0 L010'0 6910'0 L61 L600'0 9010'0 £910'0 961 9500'0 SOTO'0 T910'0 SST i , 9600'0 £010'0 6610'0 'S1 5500'0 2010'0 LSTO'0 EST , 'S00'0 1010'0 SS10'0 ZST '600'0 0010'0 '510'0 TST imm £600'0 6600'0 3610'0 061 £600' 0 8600'0 1510' 0 6'1 ,,,,, ZS00'0 L600'0 6'10'0 8'T ZS00'0 9600'0 8'T0'0 L'T I 1600'0 S600'0 9'T0'0 9171 1600'0 '600'0 5'10'0 S'1 — "00'0 Z800'0 9310'0 "1 "00'0 T800'0 SZ10'0 E'T wit £'00'0 0800'0 £ZTO'0 3'1 £1700'0 6L00'0 ZZT0'0 1'T ,.,. 3'00'0 8L00'0 1310'0 0171 3'00'0 8L00'0 OZT0'0 661 . 1'00'0 LL00'0 8110'0 861 1'00'0 9L00'0 LTTO'0 LET 1'00'0 SL00'0 9110'0 961 0'00'0 SLOO ST10'0 6E1 Aw 0'00'0 'L00'0 17110'0 '£1 0'00'0 'L00'0 £110'0 CET .. 6£00'0 £L00'0 3110'0 ZET 6£00'0 ZL00'0 T110'0 1E1 IP 6E00'0 3L00'0 0110'0 OCT 8E00'0 1L00'0 OTTO'0 6ZT .. 8£00'0 OLO0'0 8010'0 8ZT 8£00'0 OL00'0 8010'0 LZT 1i, LE00'0 6900'0 L010 9ZT LE00'0 6900'0 9010'0 SZT LE00'0 8900'0 5010'0 '31 LE00'0 8900'0 6010'0 £31 Ai. my 40 mo 187 0.0331 0.0215 0.0116 188 0.0354 0.0230 0.0124 ... 189 0.0410 0.0266 0.0143 190 0.0456 0.0297 0.0160 +e 191 0.0625 0.0406 0.0219 192 0.0829 0.0508 0.0321 .., 193 0.2156 0.0508 0.1648 194 0.0522 0.0339 0.0183 vu 195 0.0381 0.0248 0.0134 196 0.0313 0.0203 0.0109 197 0.0324 0.0211 0.0113 198 0.0295 0.0192 0.0103 re 199 0.0274 0.0178 0.0096 200 0.0257 0.0167 0.0090 201 0.0243 0.0158 0.0085 202 0.0231 0.0150 0.0081 No 203 0.0221 0.0143 0.0077 204 0.0212 0.0138 0.0074 -- 205 0.0196 0.0128 0.0069 206 0.0190 0.0123 0.0066 ma 207 0.0183 0.0119 0.0064 208 0.0178 0.0116 0.0062 °- 209 0.0173 0.0112 0.0060 210 0.0168 0.0109 0.0059 ro 211 0.0164 0.0107 0.0057 212 0.0160 0.0104 0.0056 -- 213 0.0156 0.0102 0.0055 214 0.0153 0.0099 0.0054 AM 215 0.0150 0.0097 0.0052 216 0.0147 0.0095 0.0051 - 217 0.0126 0.0082 0.0044 218 0.0124 0.0080 0.0043 ma 219 0.0121 0.0079 0.0042 220 0.0119 0.0077 0.0042 "° 221 0.0117 0.0076 0.0041 222 0.0115 0.0075 0.0040 ✓ 223 0.0113 0.0073 0.0039 224 0.0111 0.0072 0.0039 -- 225 0.0109 0.0071 0.0038 226 0.0107 0.0070 0.0038 or 227 0.0106 0.0069 0.0037 228 0.0104 0.0068 0.0036 229 0.0103 0.0067 0.0036 230 0.0101 0.0066 0.0035 of 231 0.0100 0.0065 0.0035 232 0.0098 0.0064 0.0034 .. 233 0.0097 0.0063 0.0034 234 0.0096 0.0062 0.0034 or 235 0.0095 0.0062 0.0033 236 0.0094 0.0061 0.0033 237 0.0092 0.0060 0.0032 238 0.0091 0.0059 0.0032 ma 239 0.0090 0.0059 0.0032 240 0.0089 0.0058 0.0031 241 0.0088 0.0057 0.0031 242 0.0087 0.0057 0.0031 AS 243 0.0087 0.0056 0.0030 244 0.0086 0.0056 0.0030 '"" 245 0.0085 0.0055 0.0030 ma 246 0.0084 0.0055 0.0029 247 0.0083 0.0054 0.0029 248 0.0082 0.0054 0.0029 249 0.0082 0.0053 0.0029 Me 250 0.0081 0.0053 0.0028 m t 12/20/04 UH_7 an di de 251 0.0080 0.0052 0.0028 252 0.0079 0.0052 0.0028 253 0.0079 0.0051 0.0028 254 0.0078 0.0051 0.0027 A 255 0.0077 0.0050 0.0027 256 0.0077 0.0050 0.0027 .. 257 0.0076 0.0049 0.0027 258 0.0076 0.0049 0.0026 * 259 0.0075 0.0049 0.0026 260 0.0074 0.0048 0.0026 mm 261 0.0074 0.0048 0.0026 262 0.0073 0.0048 0.0026 AN 263 0.0073 0.0047 0.0025 264 0.0072 0.0047 0.0025 265 0.0072 0.0047 0.0025 266 0.0071 0.0046 0.0025 Id 267 0.0071 0.0046 0.0025 268 0.0070 0.0046 0.0025 .., 269 0.0070 0.0045 0.0024 270 0.0069 0.0045 0.0024 mg 271 0.0069 0.0045 0.0024 272 0.0068 0.0044 0.0024 -., 273 0.0068 0.0044 0.0024 274 0.0067 0.0044 0.0024 AO 275 0.0067 0.0044 0.0023 276 0.0067 0.0043 0.0023 -. 277 0.0066 0.0043 0.0023 278 0.0066 0.0043 0.0023 ma 279 0.0065 0.0042 0.0023 280 0.0065 0.0042 0.0023 281 0.0065 0.0042 0.0023 282 0.0064 0.0042 0.0022 Mt 283 0.0064 0.0041 0.0022 284 0.0063 0.0041 0.0022 285 0.0063 0.0041 0.0022 286 0.0063 0.0041 0.0022 as 287 0.0062 0.0041 0.0022 288 0.0062 0.0040 0.0022 xn. TOTAL STORM RAINFALL(INCHES) = 3.70 di TOTAL SOIL - LOSS(INCHES) = 2.31 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.39 MO TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 14.9742 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 8.9787 dill ma am a.. OK W O Oa 12/20/04 UH - II Ali 2 4 - H O U R S T O R M O A R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) mm (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 15.0 30.0 45.0 60.0 AO 0.083 0.0003 0.05 Q . 0.167 0.0024 0.30 Q . °^ 0.250 0.0078 0.78 Q . 0.333 0.0170 1.35 Q . AM 0.417 0.0289 1.73 VQ . 0.500 0.0421 1.91 VQ . 0.583 0.0558 1.99 VQ . . 0.667 0.0697 2.02 VQ . ma 0.750 0.0838 2.04 VQ . 0.833 0.0980 2.06 VQ . 0.917 0.1122 2.07 VQ . . 1.000 0.1265 2.08 VQ . . AM 1.083 0.1409 2.08 VQ . . 1.167 0.1553 2.09 VQ . -. 1.250 0.1697 2.10 VQ . 1.333 0.1842 2.10 VQ . M 1.417 0.1987 2.11 VQ . 1.500 0.2132 2.11 VQ . . 1.583 0.2278 2.12 .4 • 1.667 0.2425 2.13 .Q . am 1.750 0.2572 2.13 .Q . 1.833 0.2719 2.14 .Q . "' 1.917 0.2867 2.15 Q . . 2.000 0.3015 2.15 .Q . ma 2.083 0.3163 2.16 .Q . 2.167 0.3312 2.16 .Q . " 2.250 0.3462 2.17 Q . . 2.333 0.3612 2.18 .Q . mm 2.417 0.3762 2.18 4 • 2.500 0.3913 2.19 .Q . 2.583 0.4065 2.20 Q . . 2.667 0.4217 2.21 .Q . met 2.750 0.4369 2.21 .Q . 2.833 0.4522 2.22 .QV . . 2.917 0.4675 2.23 QV . . 3.000 0.4829 2.23 .QV . . di 3.083 0.4983 2.24 .QV . 3.167 0.5138 2.25 .QV . • °° 3.250 0.5294 2.26 QV . . 3.333 0.5450 2.26 .QV . . MO 3.417 0.5606 2.27 .QV • 3.500 0.5763 2.28 .QV . . • 3.583 0.5920 2.29 QV . • ma 3.667 0.6078 2.29 .QV . . • 3.750 0.6237 2.30 .QV . 3.833 0.6396 2.31 .QV . • • 3.917 0.6556 2.32 QV . • Me 4.000 0.6716 2.33 .QV . . . 4.083 0.6877 2.33 .Q V . . • 4.167 0.7038 2.34 .Q V . . • m" 4.250 0.7200 2.35 .Q V • 1M 4.333 0.7363 2.36 .Q V . re. 12/20/04 UH -9 41 4.417 0.7526 2.37 .Q V . . 4.500 0.7689 2.38 .Q V . ,+ 4.583 0.7854 2.39 Q V . . 4.667 0.8019 2.39 Q V . . 4.750 0.8184 2.40 .Q V . . 4.833 0.8350 2.41 .Q V . . 4.917 0.8517 2.42 .Q V . . 5.000 0.8684 2.43 .Q V . . AA 5.083 0.8852 2.44 .Q V . . 5.167 0.9021 2.45 .Q V . . 5.250 0.9191 2.46 .Q V . 5.333 0.9361 2.47 .Q V . AS 5.417 0.9531 2.48 .Q V . . 5.500 0.9703 2.49 .Q V . . w. 5.583 0.9875 2.50 .Q V . . 5.667 1.0047 2.51 .Q V . . A 5.750 1.0221 2.52 .Q V . . 5.833 1.0395 2.53 .Q V . . 5.917 1.0570 2.54 .Q V . . 6.000 1.0746 2.55 .Q V . am 6.083 1.0922 2.56 .Q V . . 6.167 1.1099 2.57 .Q V . . "* 6.250 1.1277 2.58 Q V . 6.333 1.1456 2.59 .Q V . . . AS 6.417 1.1635 2.61 .Q V . . . 6.500 1.1815 2.62 .Q V . . . "" 6.583 1.1997 2.63 .Q V . . . 6.667 1.2178 2.64 .Q V . . . A ' 6.750 1.2361 2.65 .Q V . . . 6.833 1.2545 2.66 .Q V . . . "" 6.917 1.2729 2.68 .Q V . . . 7.000 1.2914 2.69 .Q V . . . Art 7.083 1.3100 2.70 .Q V . . . 7.167 1.3287 2.71 .Q V . . . 7.250 1.3475 2.73 .Q V . . . 7.333 1.3664 2.74 .Q V . . . °M 7.417 1.3853 2.75 .Q V . . 7.500 1.4044 2.77 .Q V . . . 7.583 1.4235 2.78 .Q V . . . 7.667 1.4428 2.79 .Q V . . . MA 7.750 1.4621 2.81 .Q V . . 7.833 1.4816 2.82 .Q V . . . '" 7.917 1.5011 2.84 .Q V . 8.000 1.5207 2.85 .Q V . . err 8.083 1.5405 2.87 .Q V . . 8.167 1.5603 2.88 .Q V . . . .. 8.250 1.5803 2.90 .Q V . . . 8.333 1.6004 2.91 .Q V . . . AM 8.417 1.6205 2.93 .Q V . . 8.500 1.6408 2.95 .Q V . . . "" 8.583 1.6612 2.96 .Q V . . . 8.667 1.6817 2.98 .Q V . . . Al 8.750 1.7024 3.00 .Q V . . 8.833 1.7231 3.01 . Q V . . . '"' 8.917 1.7440 3.03 . Q V . . . 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U mmaoc00000c000c00000commmcoco ococ000 coo)m co COco(0 aoaoaommaomcocomcocoma0000)0)0) 00)(00) omcom fn Q 0 0 44 N O M fN O M CN O M CN O M N O M N O M [N O M N O M N O M [- O M N O M N O c+') N O M IN O M 1- O m I- O M N O M N O M W r1 O m 10 tf) M f-i O m 1O U) M .-i O m 10 U) M H O m 10 11) M H O m 10 tf) M H O m 10 U) M H O m 10 U) M H O m 10 11) M H O m 10 U) M 0 V' U) u) 10 N m 0l O O H N M V' U) U) 10 N m Ol O O .--1 N M V' 11) 11) lO (- m 0) O O 1 0 r- m 01 O O H N l O N m 1 Gl 0 0 0 0 O O O H H H H H H H H H H H H N N N N N N N N N N N N M M M M M M M M M M M M V V V V' N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N W N N ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) °it (c) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 40 Analysis prepared by: MN Madole & Associates, Inc. 40 760 -A S. Rochester Avenue Ontario, CA 91761 909.937.9151 fax 909.937 -9152 40 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16695/17165 °- * DEVELOPED UNIT HYDROGRAPH * 10 -YR * 0 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16695H10.DAT TIME /DATE OF STUDY: 07:40 12/14/2004 mm ^°° ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 mm » » >SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) « Y (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 77.700 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.230 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. MS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.610 .., LOW LOSS FRACTION = 0.610 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.33 ■MIA SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.76 41 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.05 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.99 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.97 m. SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 6.29 WM *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 mm 30- MINUTE FACTOR = 0.980 di 1 -HOUR FACTOR = 0.980 3 -HOUR FACTOR = 1.000 �r 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES �., UNIT INTERVAL PERCENTAGE OF LAG -TIME = 36.232 di w. ell 12/20/04 UH -14 as 0m UNIT HYDROGRAPH DETERMINATION MA INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) we 1 2.466 23.172 • 2 16.085 127.980 3 41.283 236.774 �.. 4 69.788 267.862 5 86.806 159.911 6 94.520 72.489 7 97.754 30.393 w" 8 98.689 8.783 9 99.338 6.098 di 10 99.735 3.734 11 99.934 1.867 we 12 100.000 0.622 AM dM rr NM MO ma di mm di di AIM a MO vas di Am 12/20/04 UH - 15 OM lii ********************************************* * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** UNIT UNIT UNIT EFFECTIVE mom PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0118 0.0072 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0.0101 155 0.0264 0.0161 0.0103 ma 156 0.0266 0.0162 0.0104 157 0.0270 0.0165 0.0105 - 158 0.0272 0.0166 0.0106 159 0.0277 0.0169 0.0108 Oft 160 0.0279 0.0170 0.0109 161 0.0284 0.0173 0.0111 """ 162 0.0287 0.0175 0.0112 163 0.0292 0.0178 0.0114 ma 164 0.0295 0.0180 0.0115 165 0.0301 0.0183 0.0117 "0 166 0.0304 0.0185 0.0118 167 0.0310 0.0189 0.0121 168 0.0314 0.0191 0.0122 169 0.0334 0.0204 0.0130 170 0.0338 0.0206 0.0132 171 0.0346 0.0211 0.0135 MO 172 0.0350 0.0214 0.0137 173 0.0359 0.0219 0.0140 174 0.0364 0.0222 0.0142 175 0.0375 0.0229 0.0146 MI 176 0.0381 0.0232 0.0149 177 0.0394 0.0240 0.0153 00 178 0.0400 0.0244 0.0156 MI 179 0.0416 0.0254 0.0162 180 0.0424 0.0259 0.0165 181 0.0443 0.0270 0.0173 ... 182 0.0453 0.0277 0.0177 a 183 0.0477 0.0291 0.0186 184 0.0491 0.0300 0.0192 , 185 0.0409 0.0249 0.0160 186 0.0430 0.0262 0.0168 MO m. 12/20/04 UH -18 OM AS 187 0.0481 0.0293 0.0187 AN 188 0.0515 0.0314 0.0201 189 0.0606 0.0370 0.0236 .. 190 0.0675 0.0412 0.0263 191 0.0927 0.0508 0.0419 41 192 0.1233 0.0508 0.0724 193 0.3234 0.0508 0.2726 rim 194 0.0773 0.0471 0.0301 195 0.0555 0.0338 0.0216 AN 196 0.0453 0.0276 0.0177 197 0.0507 0.0309 0.0198 °- 198 0.0465 0.0284 0.0181 199 0.0433 0.0264 0.0169 200 0.0408 0.0249 0.0159 201 0.0387 0.0236 0.0151 . 202 0.0370 0.0225 0.0144 203 0.0355 0.0216 0.0138 ' 204 0.0342 0.0208 0.0133 205 0.0317 0.0194 0.0124 206 0.0307 0.0187 0.0120 207 0.0298 0.0182 0.0116 41 208 0.0289 0.0176 0.0113 209 0.0282 0.0172 0.0110 "". 210 0.0275 0.0167 0.0107 211 0.0268 0.0164 0.0105 rem 212 0.0262 0.0160 0.0102 213 0.0256 0.0156 0.0100 - 214 0.0251 0.0153 0.0098 215 0.0246 0.0150 0.0096 MIA 216 0.0242 0.0148 0.0094 217 0.0223 0.0136 0.0087 "" 218 0.0218 0.0133 0.0085 219 0.0215 0.0131 0.0084 sr 220 0.0211 0.0129 0.0082 221 0.0207 0.0127 0.0081 -- 222 0.0204 0.0125 0.0080 223 0.0201 0.0123 0.0078 rim 224 0.0198 0.0121 0.0077 225 0.0195 0.0119 0.0076 . 226 0.0192 0.0117 0.0075 227 0.0190 0.0116 0.0074 MS 228 0.0187 0.0114 0.0073 229 0.0185 0.0113 0.0072 . 230 0.0183 0.0111 0.0071 231 0.0180 0.0110 0.0070 Of 232 0.0178 0.0109 0.0070 233 0.0176 0.0108 0.0069 " 234 0.0174 0.0106 0.0068 235 0.0172 0.0105 0.0067 mil 236 0.0171 0.0104 0.0067 237 0.0169 0.0103 0.0066 . 238 0.0167 0.0102 0.0065 239 0.0165 0.0101 0.0065 m 240 0.0164 0.0100 0.0064 241 0.0162 0.0099 0.0063 242 0.0161 0.0098 0.0063 243 0.0159 0.0097 0.0062 244 0.0158 0.0096 0.0062 245 0.0156 0.0095 0.0061 246 0.0155 0.0095 0.0060 OM 247 0.0154 0.0094 0.0060 248 0.0152 0.0093 0.0059 249 0.0151 0.0092 0.0059 .w 250 0.0150 0.0091 0.0058 MS 12/20/04 UH -19 mo rrl 251 0.0149 0.0091 0.0058 ml 252 0.0148 0.0090 0.0058 253 0.0146 0.0089 0.0057 254 0.0145 0.0089 0.0057 255 0.0144 0.0088 0.0056 'a 256 0.0143 0.0087 0.0056 257 0.0142 0.0087 0.0055 .. 258 0.0141 0.0086 0.0055 259 0.0140 0.0086 0.0055 'e 260 0.0139 0.0085 0.0054 261 0.0138 0.0084 0.0054 262 0.0137 0.0084 0.0054 263 0.0137 0.0083 0.0053 AS 264 0.0136 0.0083 0.0053 265 0.0135 0.0082 0.0053 "" 266 0.0134 0.0082 0.0052 267 0.0133 0.0081 0.0052 ' 268 0.0132 0.0081 0.0052 269 0.0131 0.0080 0.0051 "" 270 0.0131 0.0080 0.0051 271 0.0130 0.0079 0.0051 ma 272 0.0129 0.0079 0.0050 273 0.0128 0.0078 0.0050 ""' 274 0.0128 0.0078 0.0050 275 0.0127 0.0077 0.0050 44 276 0.0126 0.0077 0.0049 277 0.0126 0.0077 0.0049 "" 278 0.0125 0.0076 0.0049 279 0.0124 0.0076 0.0048 se 280 0.0124 0.0075 0.0048 281 0.0123 0.0075 0.0048 "` 282 0.0122 0.0075 0.0048 283 0.0122 0.0074 0.0047 so 284 0.0121 0.0074 0.0047 285 0.0120 0.0073 0.0047 286 0.0120 0.0073 0.0047 287 0.0119 0.0073 0.0047 di 288 0.0119 0.0072 0.0046 TOTAL STORM RAINFALL(INCHES) = 6.29 TOTAL SOIL - LOSS(INCHES) = 3.66 as TOTAL EFFECTIVE RAINFALL(INCHES) = 2.63 TOTAL SOIL - LOSS VOLUME(ACRE - FEET) = 23.7008 NI TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 17.0181 a a IM mm MK MI min 12/20/04 UH -20 mg .. AR AR .. 2 4 - 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 a .. HYDROGRAPH IN FIVE- MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) AR TIME(HRS) VOLUME(AF) Q(CFS) 0. 25.0 50.0 75.0 100.0 0.083 0.0007 0.11 Q . . a 0.167 0.0055 0.70 Q . . . 0.250 0.0179 1.79 Q . . . 'm 0.333 0.0388 3.03 VQ . . . 0.417 0.0648 3.78 VQ . . . as 0.500 0.0931 4.12 VQ . . . 0.583 0.1225 4.27 VQ . . . 0.667 0.1523 4.32 VQ . . . 0.750 0.1823 4.36 VQ . . . ma 0.833 0.2125 4.39 VQ . . . 0.917 0.2429 4.41 VQ . . . `- 1.000 0.2733 4.42 VQ . . . 1.083 0.3038 4.43 VQ . . ""la 1.167 0.3344 4.44 VQ . . . 1.250 0.3651 4.45 VQ . . . 1.333 0.3959 4.47 VQ . . . 1.417 0.4267 4.48 .Q . . . de 1.500 0.4576 4.49 .Q . . . 1.583 0.4886 4.50 .Q . . . .. 1.667 0.5197 4.51 .Q . . . 1.750 0.5508 4.52 .Q . . . AM 1.833 0.5821 4.54 .Q . . . 1.917 0.6134 4.55 .Q . . . "- 2.000 0.6448 4.56 .Q . . . 2.083 0.6763 4.57 .Q . . . im 2.167 0.7079 4.58 .Q . . . 2.250 0.7395 4.60 .Q . . . .." 2.333 0.7713 4.61 .Q . . . 2.417 0.8031 4.62 .Q . . AS 2.500 0.8350 4.63 .Q . . . 2.583 0.8670 4.65 .QV . . . 2.667 0.8991 4.66 .QV . . . 2.750 0.9313 4.67 .QV . . . MN 2.833 0.9636 4.69 .QV . . . 2.917 0.9960 4.70 .QV . . . 3.000 1.0284 4.71 .QV . . . MN 3.083 1.0610 4.73 .QV . . . 3.167 1.0936 4.74 .QV . . . 3.250 1.1264 4.75 .QV . . . 3.333 1.1592 4.77 .QV . . . AR 3.417 1.1922 4.78 .QV . . . 3.500 1.2252 4.80 .QV . . . 3.583 1.2583 4.81 .QV . . 3.667 1.2916 4.83 .Q V . . . is 3.750 1.3249 4.84 .Q V . . . 3.833 1.3584 4.86 .Q V . . . 3.917 1.3919 4.87 .Q V mit 4.000 1.4255 4.89 .Q V . . . MB 4.083 1.4593 4.90 .Q V . . . 4.167 1.4932 4.92 .Q V . . . 4.250 1.5271 4.93 .Q V . . . 4.333 1.5612 4.95 .Q V . . . MI OM 12/20/04 !MI-21 ar a 4.417 1.5954 4.96 .Q V ai 4.500 1.6297 4.98 .Q V • 4.583 1.6641 5.00 .Q V • • 4.667 1.6986 5.01 . QV - • 4.750 1.7332 5.03 . Q v . "a 4.833 1.7680 5.05 . Q V • • 4.917 1.8028 5.06 . Q V - • . 5.000 1.8378 5.08 . Q V • • 5.083 1.8729 5.10 . Q V . or 5.167 1.9081 5.11 . Q V . 5.250 1.9435 5.13 . Q V . • "' 5.333 1.9789 5.15 . Q V . • 5.417 2.0145 5.17 . Q V . • =i 5.500 2.0502 5.19 . Q V . • 5.583 2.0861 5.20 . Q V . • Ar 5.667 2.1221 5.22 . Q V , • 5.750 2.1582 5.24 . Q V 4 5.833 2.1944 5.26 . Q V . . 5.917 2.2307 5.28 . Q V . . 6.000 2.2672 5.30 . Q V . • 6.083 2.3039 5.32 . Q V All 6.167 2.3407 5.34 . Q V . . 6.250 2.3776 5.36 . Q V . . • 6.333 2.4146 5.38 . Q V . - • 6.417 2.4518 5.40 . Q V . kw 6.500 2.4891 5.42 . Q V . . • • 6.583 2.5266 5.44 . Q V . . 6.667 2.5643 5.46 . Q V . • 6.750 2.6021 5.49 . Q V all 6.833 2.6400 5.51 . Q V . . 6.917 2.6781 5.53 . Q V . . - 7.000 2.7163 5.55 . Q V . • 7.083 2.7547 5.58 . Q V 7.167 2.7933 5.60 . Q V . • 7.250 2.8320 5.62 . Q V . . 7.333 2.8709 5.65 . Q V . . 7.417 2.9100 5.67 . Q V Ai 7.500 2.9492 5.70 . Q V . • 7.583 2.9886 5.72 . Q V . . 7.667 3.0282 5.75 . Q V • 7.750 3.0679 5.77 . Q V . . ad 7.833 3.1078 5.80 . Q V . . • 7.917 3.1479 5.82 . Q V . 8.000 3.1882 5.85 . Q V . • 8.083 3.2287 5.88 . Q V . . 8.167 3.2694 5.91 . Q V . . 8.250 3.3102 5.93 . Q V . • 8.333 3.3513 5.96 . Q V . . IIL 8.417 3.3926 5.99 . Q V . . • 8.500 3.4340 6.02 . Q V . . 8.583 3.4757 6.05 . Q V . • 8.667 3.5175 6.08 . Q V . • 8.750 3.5596 6.11 . Q V . . • 8.833 3.6019 6.14 . Q V . . • 8.917 3.6444 6.17 . Q V . . • 9.000 3.6872 6.20 . Q V . . 4 9.083 3.7301 6.24 . Q V . . 9.167 3.7733 6.27 . Q V . 9.250 3.8167 6.30 . Q V . 9.333 3.8604 6.34 . Q V. • 1 9.417 3.9043 6.37 . Q V. 9.500 3.9484 6.41 . Q V. 9.583 3.9928 6.45 . Q V. . 9.667 4.0375 6.48 . Q V. . 4 12/20/04 UH -22 mr AO mi 9.750 4.0824 6.52 . Q V. . it 9.833 4.1275 6.56 . Q V. . 9.917 4.1730 6.60 . Q V. ,. 10.000 4.2187 6.64 . Q V. . 10.083 4.2647 6.68 . Q V . di 10.167 4.3110 6.72 . Q V . 10.250 4.3575 6.76 . Q V . 10.333 4.4044 6.81 . Q V . 10.417 4.4516 6.85 . Q V ■ 10.500 4.4991 6.89 . Q V . 10.583 4.5469 6.94 . Q V j+* 10.667 4.5950 6.99 . Q V . 10.750 4.6434 7.03 . Q V . m1 10.833 4.6922 7.08 . Q .V . 10.917 4.7413 7.13 . Q .V . 11.000 4.7908 7.18 . Q .V . 11.083 4.8407 7.24 . Q .V . . at 11.167 4.8909 7.29 . Q .V 11.250 4.9415 7.35 . Q .V . . 11.333 4.9924 7.40 . Q .V . 11.417 5.0438 7.46 . Q .V . ea 11.500 5.0956 7.52 . Q .V 11.583 5.1478 7.58 . Q . V - 11.667 5.2004 7.64 . Q . V . 11.750 5.2535 7.70 . Q . V . 'mo 11.833 5.3070 7.77 . Q . V . 11.917 5.3609 7.84 . Q . V . 12.000 5.4154 7.91 . Q . V . 12.083 5.4704 7.99 . Q . V me 12.167 5.5265 8.14 . Q . V . 12.250 5.5840 8.35 . Q . V . . . 12.333 5.6432 8.59 . Q . V 12.417 5.7035 8.76 . Q . V . . mt 12.500 5.7647 8.88 . Q . V . 12.583 5.8265 8.98 . Q . V . -- 12.667 5.8890 9.08 . Q V . 12.750 5.9522 9.17 . Q V . Mff 12.833 6.0160 9.26 . Q V . 12.917 6.0805 9.36 . Q . V m 13.000 6.1456 9.46 . Q . V 13.083 6.2115 9.56 . Q . V di 13.167 6.2780 9.67 Q V . 13.250 6.3454 9.78 . Q . V "" 13.333 6.4135 9.89 Q . V 13.417 6.4825 10.01 . Q . V . . ME 13.500 6.5523 10.14 . Q . V 13.583 6.6230 10.27 . Q . V . - 13.667 6.6947 10.40 . Q v . . 13.750 6.7673 10.54 . Q . V . . et 13.833 6.8409 10.69 Q V 13.917 6.9157 10.85 Q V . . "'"' 14.000 6.9915 11.01 Q . V . 14.083 7.0686 11.20 . Q V di 14.167 7.1474 11.44 . Q V 14.250 7.2284 11.75 . Q V . mm 14.333 7.3116 12.08 Q . V 14.417 7.3968 12.37 . Q V . 14.500 7.4838 12.64 . Q . V . . 14.583 7.5726 12.89 . Q V .` 14.667 7.6633 13.16 Q V 14.750 7.7558 13.44 . Q V . . MK 14.833 7.8505 13.74 . Q . V . 14.917 7.9473 14.07 . Q V . 15.000 8.0467 14.42 Q . V . di MINI . 12/20/04 UH -23 et mi m. 15.083 8.1487 14.81 Q V. . A 15.167 8.2536 15.24 . Q . V. . 15.250 8.3618 15.71 . Q . V. . 15.333 8.4737 16.25 . Q V. . 15.417 8.5890 16.74 . Q V . • 15.500 8.7052 16.87 . Q . V . 15.583 8.8196 16.61 . Q . V . Akr 15.667 8.9326 16.41 . Q . V . 15.750 9.0491 16.91 . Q . .V • . di 15.833 9.1744 18.20 . Q . .V . 15.917 9.3149 20.40 . Q . .V . • -• 16.000 9.4875 25.06 . Q . V . 16.083 9.7542 38.73 . Q . V . AM 16.167 10.2423 70.86 . V Q . • 16.250 10.9173 98.02 . . V . Q. *• 16.333 11.6004 99.19 . V Q. 16.417 12.0586 66.52 . Q V . . Air 16.500 12.3366 40.37 . 4 • V . • 16.583 12.5232 27.10 Q . V. . 16.667 12.6643 20.48 . Q . V. 16.750 12.7926 18.63 Q . V . All 16.833 12.9095 16.98 Q V . • 16.917 13.0167 15.57 . Q . V . 17.000 13.1161 14.44 . Q . V . 17.083 13.2099 13.61 . 4 • .V . mm 17.167 13.2993 12.98 Q . .V 17.250 13.3845 12.37 . Q .V . -- 17.333 13.4658 11.81 . Q .V . 17.417 13.5440 11.34 Q . V ms 17.500 13.6194 10.96 Q . V - 17.583 13.6926 10.63 Q • . V • ^- 17.667 13.7638 10.34 Q . . V 17.750 13.8332 10.07 . Q . V . ma 17.833 13.9009 9.83 . Q • . V 17.917 13.9671 9.61 . Q . V . • 18.000 14.0319 9.40 . Q . . V 18.083 14.0952 9.20 . Q . V AM 18.167 14.1569 8.95 . Q . V 18.250 14.2164 8.64 Q . V • "" 18.333 14.2737 8.32 . Q - . V . 18.417 14.3293 8.08 Q . v • 18.500 14.3837 7.90 Q . V 18.583 14.4370 7.74 . Q . . V . "°" 18.667 14.4894 7.61 . Q . V • 18.750 14.5410 7.49 4 . V MI 18.833 14.5918 7.37 Q . V 18.917 14.6417 7.26 Q . V "" 19.000 14.6910 7.15 . Q . V 19.083 14.7396 7.05 4 . V • ma 19.167 14.7875 6.96 Q . V 19.250 14.8348 6.87 Q . V "" 19.333 14.8815 6.78 Q V • • 19.417 14.9276 6.69 Q . V di 19.500 14.9731 6.61 Q . V 19.583 15.0181 6.53 Q . V '°" 19.667 15.0626 6.46 Q . V 19.750 15.1066 6.39 . Q . V . MP 19.833 15.1501 6.32 Q . V 19.917 15.1932 6.25 Q . V mm 20.000 15.2358 6.18 . Q . V . 20.083 15.2779 6.12 Q . V MI 20.167 15.3197 6.06 Q . V 20.250 15.3610 6.00 Q . . V mm 20.333 15.4019 5.94 . Q V . • • 1i 12/20/04 UH -24 di di a 20.417 15.4425 5.89 . Q V AM 20.500 15.4826 5.83 . Q V 20.583 15.5224 5.78 . Q V �. 20.667 15.5619 5.73 . Q V 20.750 15.6010 5.68 . Q V it 20.833 15.6398 5.63 . Q V 20.917 15.6783 5.58 . Q V 21.000 15.7164 5.54 . Q V 21.083 15.7543 5.49 . Q V d1 21.167 15.7918 5.45 . Q V 21.250 15.8290 5.41 . Q V - 21.333 15.8660 5.37 . Q V . 21.417 15.9027 5.33 . Q V . ,11 21.500 15.9391 5.29 . Q V . 21.583 15.9752 5.25 . Q V .- 21.667 16.0111 5.21 . Q V 21.750 16.0468 5.17 . Q V . Al 21.833 16.0821 5.14 . Q V 21.917 16.1173 5.10 . Q . ▪ V . .,. 22.000 16.1522 5.07 . Q . • V . 22.083 16.1869 5.03 . Q V to 22.167 16.2213 5.00 . Q V 22.250 16.2555 4.97 .Q V . a 22.333 16.2895 4.94 .0 V . 22.417 16.3233 4.91 .Q V 'm 22.500 16.3569 4.88 .Q V 22.583 16.3903 4.85 .0 . V °- 22.667 16.4234 4.82 .0 V 22.750 16.4564 4.79 .Q V as 22.833 16.4892 4.76 .Q V 22.917 16.5218 4.73 .0 V a.. 23.000 16.5542 4.70 .0 V 23.083 16.5864 4.68 .Q V gg 23.167 16.6184 4.65 .Q V. 23.250 16.6503 4.63 .Q V. °- 23.333 16.6820 4.60 .Q V. 23.417 16.7135 4.58 .Q . V. gi 23.500 16.7448 4.55 .Q V. 23.583 16.7760 4.53 .Q V. 23.667 16.8070 4.50 .Q . V. 23.750 16.8379 4.48 .0 V. m 23.833 16.8686 4.46 .0 V. 23.917 16.8991 4.44 .Q V. " 24.000 16.9295 4.41 .Q . V. 24.083 16.9591 4.28 .Q V. ill 24.167 16.9844 3.67 .Q V. 24.250 17.0020 2.57 .Q V. "'° 24.333 17.0111 1.32 Q V. 24.417 17.0151 0.58 Q . . V. Or 24.500 17.0167 0.24 Q V. 24.583 17.0174 0.10 Q V. "" 24.667 17.0178 0.06 Q V. 24.750 17.0180 0.03 Q V. a 24.833 17.0181 0.01 Q V. 24.917 17.0181 0.00 Q V ".. NM END OF FLOODSCx ROUTING ANALYSIS ... M MI 12/20/04 UH -25 sr wok AS 10 ********************************************** * * * * * * * * * * * * * * * * * * * * * *• * * * * * * ** F L O O D R O U T I N G A N A L Y S I S AO USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Al Analysis prepared by: Madole & Associates, Inc. 760 -A S. Rochester Avenue III Ontario, CA 91761 909.937.9151 fax 909.937 -9152 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** 40 * TRACT 16695/17165 * DEVELOPED UNIT HYDROGRAPH * 25 -yr ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AO FILE NAME: 16695H25.DAT TIME /DATE OF STUDY: 10:54 12/14/2004 ms ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 mi »» >SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ««< err (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 77.700 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.220 HOURS di CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED AA MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.610 LOW LOSS FRACTION = 0.590 * HYDROGRAPH MODEL #1 SPECIFIED* 40 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.39 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.24 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.38 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.58 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.77 mm AS *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.980 A O 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 .. 24 -HOUR FACTOR = 1.000 416 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 37.879 • 12/20/04 UH -26 AA AO AO UNIT HYDROGRAPH DETERMINATION AO INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) +e0 1 2.653 24.926 AO 2 17.527 139.770 3 44.644 254.817 4 73.375 269.981 5 88.902 145.899 40 6 95.634 63.259 7 98.163 23.771 8 98.920 7.116 9 99.471 5.173 AO 10 99.788 2.983 11 99.947 1.491 12 100.000 0.497 mo Ao ww UN AM a/ S 40 w di .w 12/20/04 UH -27 ,ter ig II UNIT UNIT UNIT EFFECTIVE .. PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) MO 1 0.0151 0.0089 0.0062 -... 2 0.0151 0.0089 0.0062 3 0.0152 0.0089 0.0062 AO 4 0.0152 0.0090 0.0062 5 0.0152 0.0090 0.0062 6 0.0153 0.0090 0.0063 7 0.0153 0.0090 0.0063 ' 8 0.0153 0.0090 0.0063 9 0.0154 0.0091 0.0063 "' 10 0.0154 0.0091 0.0063 11 0.0155 0.0091 0.0063 AM 12 0.0155 0.0091 0.0063 13 0.0155 0.0092 0.0064 ." 14 0.0156 0.0092 0.0064 15 0.0156 0.0092 0.0064 OO 16 0.0156 0.0092 0.0064 17 0.0157 0.0093 0.0064 "" 18 0.0157 0.0093 0.0064 19 0.0158 0.0093 0.0065 Ado 20 0.0158 0.0093 0.0065 21 0.0158 0.0093 0.0065 '"" 22 0.0159 0.0094 0.0065 23 0.0159 0.0094 0.0065 rrr 24 0.0160 0.0094 0.0065 25 0.0160 0.0094 0.0066 .` 26 0.0160 0.0095 0.0066 27 0.0161 0.0095 0.0066 rrr 28 0.0161 0.0095 0.0066 29 0.0162 0.0095 0.0066 30 0.0162 0.0096 0.0066 31 0.0163 0.0096 0.0067 or 32 0.0163 0.0096 0.0067 33 0.0164 0.0097 0.0067 34 0.0164 0.0097 0.0067 35 0.0164 0.0097 0.0067 WO 36 0.0165 0.0097 0.0068 37 0.0165 0.0098 0.0068 *F. 38 0.0166 0.0098 0.0068 AO 39 0.0166 0.0098 0.0068 40 0.0167 0.0098 0.0068 41 0.0167 0.0099 0.0069 mm 42 0.0168 0.0099 0.0069 AO 43 0.0168 0.0099 0.0069 44 0.0169 0.0100 0.0069 w.. 45 0.0169 0.0100 0.0069 46 0.0170 0.0100 0.0070 40 47 0.0170 0.0100 0.0070 48 0.0171 0.0101 0.0070 49 0.0171 0.0101 0.0070 wim 50 0.0172 0.0101 0.0070 OS 51 0.0172 0.0102 0.0071 52 0.0173 0.0102 0.0071 ,,� 53 0.0174 0.0102 0.0071 54 0.0174 0.0103 0.0071 as 55 0.0175 0.0103 0.0072 56 0.0175 0.0103 0.0072 40.1 57 0.0176 0.0104 0.0072 58 0.0176 0.0104 0.0072 Oa • mum 12/20/04 UH -28 AO a 59 0.0177 0.0104 0.0073 ma 60 0.0177 0.0105 0.0073 61 0.0178 0.0105 0.0073 w. 62 0.0179 0.0105 0.0073 63 0.0179 0.0106 0.0074 di 64 0.0180 0.0106 0.0074 65 0.0181 0.0107 0.0074 66 0.0181 0.0107 0.0074 67 0.0182 0.0107 0.0075 AO 68 0.0182 0.0108 0.0075 69 0.0183 0.0108 0.0075 'we 70 0.0184 0.0108 0.0075 71 0.0184 0.0109 0.0076 ali 72 0.0185 0.0109 0.0076 73 0.0186 0.0110 0.0076 ' 74 0.0186 0.0110 0.0076 75 0.0187 0.0110 0.0077 AO 76 0.0188 0.0111 0.0077 77 0.0189 0.0111 0.0077 °• 78 0.0189 0.0112 0.0078 79 0.0190 0.0112 0.0078 mw 80 0.0191 0.0112 0.0078 81 0.0192 0.0113 0.0079 .. 82 0.0192 0.0113 0.0079 83 0.0193 0.0114 0.0079 ms 84 0.0194 0.0114 0.0079 85 0.0195 0.0115 0.0080 ® 86 0.0195 0.0115 0.0080 87 0.0196 0.0116 0.0080 1°m 88 0.0197 0.0116 0.0081 89 0.0198 0.0117 0.0081 .. 90 0.0198 0.0117 0.0081 91 0.0200 0.0118 0.0082 ow 92 0.0200 0.0118 0.0082 93 0.0201 0.0119 0.0083 94 0.0202 0.0119 0.0083 95 0.0203 0.0120 0.0083 art 96 0.0204 0.0120 0.0084 97 0.0205 0.0121 0.0084 98 0.0206 0.0121 0.0084 99 0.0207 0.0122 0.0085 am 100 0.0208 0.0122 0.0085 101 0.0209 0.0123 0.0086 ".. 102 0.0210 0.0124 0.0086 ma 103 0.0211 0.0124 0.0087 104 0.0212 0.0125 0.0087 105 0.0213 0.0126 0.0087 "'. 106 0.0214 0.0126 0.0088 mm 107 0.0215 0.0127 0.0088 108 0.0216 0.0127 0.0089 109 0.0218 0.0128 0.0089 110 0.0218 0.0129 0.0090 ma 111 0.0220 0.0130 0.0090 112 0.0221 0.0130 0.0090 113 0.0222 0.0131 0.0091 114 0.0223 0.0132 0.0091 me 115 0.0225 0.0133 0.0092 116 0.0226 0.0133 0.0093 .. 117 0.0227 0.0134 0.0093 118 0.0228 0.0135 0.0094 ,ii 119 0.0230 0.0136 0.0094 120 0.0231 0.0136 0.0095 .. 121 0.0233 0.0137 0.0095 122 0.0234 0.0138 0.0096 ma a 12/20/04 UH -29 r ma 123 0.0236 0.0139 0.0097 AS 124 0.0237 0.0140 0.0097 125 0.0239 0.0141 0.0098' - 126 0.0240 0.0142 0.0098 127 0.0242 0.0143 0.0099 AA 128 0.0243 0.0143 0.0100 129 0.0245 0.0145 0.0101 130 0.0247 0.0145 0.0101 131 0.0249 0.0147 0.0102 All 132 0.0250 0.0148 0.0103 133 0.0253 0.0149 0.0104 134 0.0254 0.0150 0.0104 135 0.0256 0.0151 0.0105 136 0.0258 0.0152 0.0106 137 0.0260 0.0154 0.0107 .. 138 0.0262 0.0154 0.0107 139 0.0265 0.0156 0.0108 AM 140 0.0266 0.0157 0.0109 141 0.0269 0.0159 0.0110 "OM 142 0.0271 0.0160 0.0111 143 0.0274 0.0162 0.0112 1°N 144 0.0275 0.0162 0.0113 145 0.0294 0.0173 0.0120 ^' 146 0.0295 0.0174 0.0121 147 0.0299 0.0176 0.0123 Mr 148 0.0301 0.0177 0.0123 149 0.0304 0.0180 0.0125 °"" 150 0.0306 0.0181 0.0126 151 0.0310 0.0183 0.0127 AM 152 0.0312 0.0184 0.0128 153 0.0317 0.0187 0.0130 '.° 154 0.0319 0.0188 0.0131 155 0.0324 0.0191 0.0133 a 156 0.0326 0.0192 0.0134 157 0.0331 0.0195 0.0136 "" 158 0.0333 0.0197 0.0137 159 0.0339 0.0200 0.0139 AM 160 0.0342 0.0202 0.0140 161 0.0347 0.0205 0.0142 '"' 162 0.0351 0.0207 0.0144 163 0.0357 0.0211 0.0146 AS 164 0.0360 0.0213 0.0148 165 0.0367 0.0217 0.0151 0 166 0.0371 0.0219 0.0152 167 0.0379 0.0223 0.0155 AN 168 0.0383 0.0226 0.0157 169 0.0407 0.0240 0.0167 170 0.0411 0.0243 0.0169 171 0.0421 0.0248 0.0173 AO 172 0.0426 0.0251 0.0175 173 0.0437 0.0258 0.0179 ` 174 0.0443 0.0261 0.0182 175 0.0456 0.0269 0.0187 AS 176 0.0462 0.0273 0.0190 177 0.0477 0.0282 0.0196 178 0.0485 0.0286 0.0199 AS 179 0.0503 0.0297 0.0206 180 0.0513 0.0303 0.0210 181 0.0535 0.0316 0.0219 .. 182 0.0548 0.0323 0.0225 AS 183 0.0576 0.0340 0.0236 184 0.0592 0.0349 0.0243 185 0.0479 0.0283 0.0196 VIM 186 0.0504 0.0297 0.0206 MS mw 12/20/04 UH -30 SS alb 187 0.0564 0.0333 0.0231 a 188 0.0604 0.0356 0.0248 189 0.0719 0.0424 0.0295 •* 190 0.0801 0.0473 0.0329 191 0.1100 0.0508 0.0591 192 0.1461 0.0508 0.0953 193 0.3822 0.0508 0.3314 194 0.0917 0.0508 0.0408 195 0.0651 0.0384 0.0267 196 0.0531 0.0313 0.0218 197 0.0610 0.0360 0.0250 "'" 198 0.0561 0.0331 0.0230 199 0.0524 0.0309 0.0215 a 200 0.0494 0.0292 0.0203 201 0.0470 0.0277 0.0193 "" 202 0.0449 0.0265 0.0184 203 0.0431 0.0255 0.0177 a 204 0.0416 0.0245 0.0171 205 0.0387 0.0228 0.0159 °" 206 0.0375 0.0221 0.0154 207 0.0364 0.0215 0.0149 OW 208 0.0354 0.0209 0.0145 209 0.0345 0.0203 0.0141 '" 210 0.0336 0.0198 0.0138 211 0.0328 0.0194 0.0135 ar 212 0.0321 0.0190 0.0132 213 0.0315 0.0186 0.0129 214 0.0308 0.0182 0.0126 215 0.0303 0.0179 0.0124 °"" 216 0.0297 0.0175 0.0122 217 0.0277 0.0163 0.0114 "" 218 0.0272 0.0161 0.0112 219 0.0268 0.0158 0.0110 °W 220 0.0263 0.0155 0.0108 221 0.0259 0.0153 0.0106 "" 222 0.0255 0.0150 0.0105 223 0.0251 0.0148 0.0103 AM 224 0.0248 0.0146 0.0102 225 0.0244 0.0144 0.0100 ""' 226 0.0241 0.0142 0.0099 227 0.0238 0.0140 0.0098 228 0.0235 0.0139 0.0096 229 0.0232 0.0137 0.0095 230 0.0229 0.0135 0.0094 231 0.0227 0.0134 0.0093 AO 232 0.0224 0.0132 0.0092 233 0.0221 0.0131 0.0091 234 0.0219 0.0129 0.0090 235 0.0217 0.0128 0.0089 236 0.0215 0.0127 0.0088 237 0.0212 0.0125 0.0087 238 0.0210 0.0124 0.0086 di 239 0.0208 0.0123 0.0085 240 0.0206 0.0122 0.0085 241 0.0204 0.0121 0.0084 242 0.0203 0.0120 0.0083 dl 243 0.0201 0.0118 0.0082 244 0.0199 0.0117 0.0082 245 0.0197 0.0116 0.0081 246 0.0196 0.0115 0.0080 yi 247 0.0194 0.0115 0.0080 248 0.0193 0.0114 0.0079 w. 249 0.0191 0.0113 0.0078 250 0.0190 0.0112 0.0078 WS MIMI 12/20/04 UH -31 mu Am AO A 251 0.0188 0.0111 0.0077 °M 252 0.0187 0.0110 0.0077 253 0.0185 0.0109 0.0076 ." 254 0.0184 0.0109 0.0075 255 0.0183 0.0108 0.0075 AA 256 0.0181 0.0107 0.0074 257 0.0180 0.0106 0.0074 258 0.0179 0.0106 0.0073 259 0.0178 0.0105 0.0073 All 260 0.0177 0.0104 0.0072 261 0.0175 0.0103 0.0072 262 0.0174 0.0103 0.0071 263 0.0173 0.0102 0.0071 °' 264 0.0172 0.0102 0.0071 265 0.0171 0.0101 0.0070 '"` 266 0.0170 0.0100 0.0070 267 0.0169 0.0100 0.0069 AS 268 0.0168 0.0099 0.0069 269 0.0167 0.0099 0.0068 A 270 0.0166 0.0098 0.0068 271 0.0165 0.0097 0.0068 AI 272 0.0164 0.0097 0.0067 273 0.0163 0.0096 0.0067 Am 274 0.0162 0.0096 0.0067 AS 275 0.0162 0.0095 0.0066 276 0.0161 0.0095 0.0066 277 0.0160 0.0094 0.0066 "' 278 0.0159 0.0094 0.0065 AS 279 0.0158 0.0093 0.0065 280 0.0157 0.0093 0.0065 281 0.0157 0.0092 0.0064 '" 282 0.0156 0.0092 0.0064 am 283 0.0155 0.0091 0.0064 284 0.0154 0.0091 0.0063 285 0.0154 0.0091 0.0063 Am 286 0.0153 0.0090 0.0063 Ad 287 0.0152 0.0090 0.0062 288 0.0151 0.0089 0.0062 Am TOTAL STORM RAINFALL(INCHES) = 7.77 AS TOTAL SOIL - LOSS(INCHES) = 4.36 TOTAL EFFECTIVE RAINFALL(INCHES) = 3.41 mm WO TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 28.2114 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 22.0879 AM MM AA a a 12/20/04 UH -32 mm Al 3 .,. 2 4 - 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 Al ,., HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) Ail! TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0011 0.15 Q . . . me 0.167 0.0081 1.02 Q . . . 0.250 0.0260 2.60 Q . . . 0.333 0.0554 4.27 Q . . . 0.417 0.0911 5.19 VQ . . . as 0.500 0.1296 5.59 VQ . . . 0.583 0.1692 5.75 VQ . . . -- 0.667 0.2092 5.81 VQ . . . 0.750 0.2495 5.85 VQ . . . 0.833 0.2900 5.89 VQ . . . 0.917 0.3307 5.91 VQ . . . 4- 1.000 0.3715 5.93 VQ . . . 1.083 0.4125 5.94 VQ . . . as 1.167 0.4535 5.95 VQ . . . 1.250 0.4946 5.97 VQ . . -° 1.333 0.5358 5.98 VQ . . . 1.417 0.5771 6.00 .Q . . . as 1.500 0.6185 6.01 .Q . . . 1.583 0.6600 6.03 .Q . . . *•• 1.667 0.7016 6.04 .Q . . . 1.750 0.7433 6.06 .Q . . . 'm 1.833 0.7852 6.07 .Q . . . 1.917 0.8271 6.09 .Q . . . "" 2.000 0.8692 6.10 .Q . . . 2.083 0.9113 6.12 .Q . . . ma 2.167 0.9536 6.14 .Q . . . 2.250 0.9959 6.15 .Q . . . ""' 2.333 1.0384 6.17 .Q . . . 2.417 1.0810 6.18 .Q . . . dB 2.500 1.1237 6.20 .QV . . . 2.583 1.1666 6.22 .QV . . . "' 2.667 1.2095 6.23 .QV . . . 2.750 1.2525 6.25 .QV . . . MB 2.833 1.2957 6.27 .QV . . • • 2.917 1.3390 6.29 .QV . . . '° 3.000 1.3824 6.30 .QV . . . 3.083 1.4259 6.32 .QV . . . 3.167 1.4696 6.34 .QV . . . 3.250 1.5134 6.36 .QV . . . H " 3.333 1.5573 6.37 .QV . . 3.417 1.6013 6.39 .QV . . 3.500 1.6454 6.41 .QV . . . 3.583 1.6897 6.43 .Q V . . . .` 3.667 1.7341 6.45 .Q V . . . 3.750 1.7787 6.47 .Q V . . . 3.833 1.8233 6.49 .Q V . . . 3.917 1.8681 6.50 .Q V . . • °"" 4.000 1.9131 6.52 .Q V . . • • 4.083 1.9581 6.54 .Q V . . . • AIN 4.167 2.0033 6.56 .Q V . . • • • 4.250 2.0487 6.58 .Q V . . • • '" 4.333 2.0941 6.60 .Q V . . • MI 12/20/04 UH -33 am • a a a a a a a a a a a a a a aaaaaaaa • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • N d' N CO r1 M to N 6\ N V' VD CO ri C) LO co ri M to OD ri M tD CO r♦ ,r N CO N u) OD .--I C' N O M l0 CO M to CO M to CO C') lfl O <r CO r-1 10 61 C) N H u) O d' OD M N N N t0 l0 VD lO N N N N N OD CO CO OD CO CO CO CO O O O O ri ri ri ri N N N N M C) M V d' <r u) u) u) u) lfl t0 t0 N N N co co CO 01 CO O O O 1-1 +-1 N N M M M <r d' u) u) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • VO to lfl to Co to to \D VD t0 l0 to to to to t0 to N N N N N N N N N N N r - r - N N N N N N N N N N N C` N N N 1 - N N N N co CO OD CO CO CO CO OD CO CO CO CO CO CO O u) cr to N O u) N O CO O M N M O CO O M N C') O O ri V' CO u) <r cr C - r - I N t0 to OD M CO CO CO N 1- V' cr to rl N C` OD N CO CD O u) N N U) O CO O <r N N u) N N CO u1 H N 01 O to M O t0 cr rH CO l0 C' H O CO VD u) <r M N ri O O O O O ri H N 01 V' t0 N CO ri <r to CO N u) CO N to O u) CO cr O u) ri N M O to V' ri Ch N 10 d' M 01 OD M N N N ri to ri u) O u) CO C' 01 cr 01 M CO C) CO C) CO M CO M OD C) OD M CO M CO C) OD M O cr CO C' CO u) O u) ri to N N N CO <V CO u) O to N N C) CO V' O tO N co H H N N M M cr <r u) u) VD 1/40 t0 1` 1` CO co O) 61 O O rl r-1 N N M M cr C' u) u) t0 t0 N N OD CO O1 61 O O ri N N M M d' cr u7 u) lD lD N CO O 01 6l O O .A N N M M . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • . . • • • • • • • • • • • • • • • • • • • • • • N N N N N N N N N N N N N N N N N N N M C) M C) C) M C) M M M 01 M M M M M M C) M C) d' d' cr V' C' C C' V' V' V' cr C d' d' <r d' V' ,r u) u) u) u) u) u) u) )- O M r - O M N O M N O M N O M C O M N O M N O 01 N O M N co M N O M C` O M C` O M N O M N O M N O C) N co M N O 01 C O M N O M N O M N ri O CO tO u) M ri O CO to u) M ri O CO to u) M ri O OD t0 u) C) ri O CO lD u) M ri O CO to u) M H O CO t0 u) 01 H O CO to u) C) ri O CO l4 u) t`) ri O CO to u) M ri O CO to <r u) 10 to N co CO O O ri N M d' u) u) to N CO CO O O ri N C) <r u) u) lfl N co CO O O ri N M V u) u) to N co CO O O ri N M d' u) u) t0 N co CO O O 1-4 N M d' u) u) VD cr C C <r V V u) u) u) u) u) u) u) u) u) u) u) u) to to to to to to • t0 to • • l0 • to N CN N C` • N N • N N N N CO co CO CO CO CO CO CO CO CO • CO Ch Ol Ol Ern 01 61 01 0l 0l N N II I# ! II 1 II ( 1 [ I I F ( C # 1 I 1 1 II I II I II I t II ! 1 AM 9.750 5.4425 8.61 .Q V. 9.833 5.5022 8.66 .Q V. . 9.917 5.5622 8.71 .Q V _+ 10.000 5.6225 8.76 .Q V . 10.083 5.6832 8.81 .Q V . AI 10.167 5.7443 8.87 .Q V . 10.250 5.8058 8.92 .Q V . -m 10.333 5.8676 8.98 .Q V 10.417 5.9298 9.03 .Q V me 10.500 5.9924 9.09 .Q V 10.583 6.0554 9.15 .Q V - 10.667 6.1188 9.21 .Q .V , 10.750 6.1826 9.27 .Q .V AS 10.833 6.2468 9.33 .Q .V , 10.917 6.3115 9.39 .Q .V . "" 11.000 6.3766 9.46 .Q .V . 11.083 6.4422 9.52 .Q .V ' 11.167 6.5083 9.59 .Q .V , 11.250 6.5748 9.66 .Q .V "" 11.333 6.6419 9.73 .Q . V 11.417 6.7094 9.80 .Q . V '* 11.500 6.7774 9.88 .Q . V 11.583 6.8460 9.96 .Q . V . "" 11.667 6.9151 10.04 . Q . V . 11.750 6.9848 10.12 . Q . V ter 11.833 7.0550 10.20 . Q . V . 11.917 7.1258 10.28 . Q . V •- 12.000 7.1972 10.37 . Q . V 12.083 7.2694 10.48 . Q . V mi 12.167 7.3428 10.65 . Q . V . 12.250 7.4179 10.90 . Q . V . '"" 12.333 7.4948 11.17 . Q . V . 12.417 7.5730 11.36 . Q . V nn 12.500 7.6522 11.50 . Q . V . 12.583 7.7322 11.62 . Q . V . -'" 12.667 7.8130 11.73 . Q . V . 12.750 7.8946 11.85 . Q . V . mil 12.833 7.9770 11.97 . Q . V . 12.917 8.0602 12.09 . Q . V '. 13.000 8.1443 12.21 . Q . V . 13.083 8.2293 12.34 . Q . V . me 13.167 8.3152 12.47 . Q . V . 13.250 8.4021 12.61 . Q . V ". 13.333 8.4899 12.76 . Q . V . MO 13.417 8.5788 12.91 . Q . V . 13.500 8.6688 13.07 . Q V . 13.583 8.7599 13.23 . Q . V 13.667 8.8522 13.40 . Q V . MI 13.750 8.9457 13.58 . Q V . 13.833 9.0405 13.77 . Q V . 13.917 9.1367 13.96 . Q V 14.000 9.2342 14.17 . Q V . is 14.083 9.3334 14.40 . Q V . 14.167 9.4348 14.72 . Q V . . ...I 14.250 9.5388 15.11 . Q V 14.333 9.6458 15.54 . Q V . dB 14.417 9.7553 15.89 . Q V . . 14.500 9.8670 16.22 . Q V . . 14.583 9.9808 16.53 . Q V . . 14.667 10.0970 16.87 . Q V . . will 14.750 10.2156 17.21 . Q V . . 14.833 10.3367 17.60 . Q V . . ,� 14.917 10.4607 18.00 . Q V . . 15.000 10.5877 18.45 . Q V. • a .... 12/20/04 UH -35 dm N 15.083 10.7181 18.93 . Q V. . di 15.167 10.8522 19.47 . Q V. 15.250 10.9903 20.06 . Q V. "" 15.333 11.1331 20.73 . Q V . 15.417 11.2799 21.32 . Q V as 15.500 11.4268 21.33 . Q V . 15.583 11.5697 20.76 . Q V '"' 15.667 11.7098 20.34 . Q .V . 15.750 11.8544 21.00 . Q .V A 15.833 12.0108 22.71 . Q .V 15.917 12.1886 25.81 Q . V . a" 16.000 12.4153 32.92 . Q . V . 16.083 12.7755 52.30 . Q . V ' 16.167 13.4312 95.20 . Q. V 16.250 14.3150 128.34 . Q , 16.333 15.1622 123.01 . . Q V . 16.417 15.6979 77.78 . Q V 16.500 16.0197 46.73 . Q. V. 16.583 16.2366 31.49 . Q . V. 16.667 16.4091 25.05 . Q . V. 16.750 16.5678 23.05 . Q V us 16.833 16.7133 21.13 . Q . V . 16.917 16.8479 19.53 . Q V "" 17.000 16.9735 18.25 . Q V 17.083 17.0925 17.28 . Q V Mill 17.167 17.2061 16.50 . Q .V 17.250 17.3146 15.74 Q .V " 17.333 17.4182 15.05 . Q .V 17.417 17.5179 14.48 . Q .V Am 17.500 17.6144 14.01 . Q ,V 17.583 17.7081 13.61 . Q . V "" 17.667 17.7994 13.25 . Q . V 17.750 17.8884 12.92 . Q . V MK 17.833 17.9753 12.62 . Q . V 17.917 18.0604 12.35 . Q . V '" 18.000 18.1437 12.09 . Q . V 18.083 18.2252 11.84 . Q V ■w 18.167 18.3046 11.53 . Q . V 18.250 18.3815 11.17 . Q V ... 18.333 18.4559 10.80 . Q . V am 18.417 18.5284 10.53 . Q . V 18.500 18.5994 10.31 . Q . V 18.583 18.6692 10.13 . Q . V 18.667 18.7378 9.96 .Q . V AB 18.750 18.8054 9.81 .Q . V 18.833 18.8719 9.66 .Q . V 18.917 18.9375 9.52 .Q V 19.000 19.0022 9.39 .0 V AM 19.083 19.0660 9.27 .Q V 19.167 19.1290 9.15 .Q . V 19.250 19.1912 9.03 .Q V 19.333 19.2526 8.92 .Q . V N 19.417 19.3134 8.81 .Q . V , 19.500 19.3734 8.71 .Q . V ". 19.583 19.4327 8.61 .0 V 19.667 19.4913 8.52 .Q . V is 19.750 19.5494 8.43 .Q . V , 19.833 19.6068 8.34 .0 . V .. 19.917 19.6636 8.25 .0 . V 20.000 19.7199 8.17 .Q . V , N 20.083 19.7756 8.09 .Q . V 20.167 19.8308 8.01 .Q . V .. 20.250 19.8855 7.94 .Q V 20.333 19.9396 7.86 .Q V di 12/20/04 UH -36 it .. MA 20.417 19.9933 7.79 .0 V AI 20.500 20.0465 7.72 .Q V 20.583 20.0993 7.66 .Q V -... 20.667 20.1516 7.59 .Q V 20.750 20.2034 7.53 .Q V mm 20.833 20.2548 7.47 .Q V . 20.917 20.3059 7.41 .Q V • A• 21.000 20.3565 7.35 .Q V 21.083 20.4067 7.29 .Q V Ai 21.167 20.4566 7.24 .Q V 21.250 20.5060 7.18 .Q . . V r. 21.333 20.5552 7.13 .Q V 21.417 20.6039 7.08 .0 V AN 21.500 20.6523 7.03 .Q V • 21.583 20.7004 6.98 .Q V �., 21.667 20.7481 6.93 .Q V 21.750 20.7956 6.88 .Q V al 21.833 20.8427 6.84 .Q . V • 21.917 20.8895 6.79 .Q . V '" 22.000 20.9359 6.75 .Q . V 22.083 20.9821 6.71 .Q V A 22.167 21.0280 6.66 .Q V 22.250 21.0736 6.62 .0 . V '"" 22.333 21.1190 6.58 .Q V 22.417 21.1640 6.54 .Q V . .0 22.500 21.2088 6.50 .Q V 22.583 21.2534 6.47 .Q V . .. 22.667 21.2976 6.43 .Q V . 22.750 21.3416 6.39 .Q V • me 22.833 21.3854 6.36 .Q V 22.917 21.4289 6.32 .Q V . -. 23.000 21.4722 6.28 .0 V 23.083 21.5153 6.25 .0 V am 23.167 21.5581 6.22 .Q . V. 23.250 21.6007 6.18 .0 V. "° 23.333 21.6430 6.15 .Q V. 23.417 21.6852 6.12 .Q V. re 23.500 21.7271 6.09 .Q V. 23.583 21.7688 6.06 .Q V. .. 23.667 21.8104 6.03 .Q . V. 23.750 21.8517 6.00 .Q V. im 23.833 21.8928 5.97 Q . V. 23.917 21.9337 5.94 .Q V. "'° 24.000 21.9744 5.91 Q . V. 24.083 22.0138 5.73 .Q V. mm 24.167 22.0471 4.84 Q V. 24.250 22.0695 3.24 Q V. . 24.333 22.0802 1.56 Q V. 24.417 22.0847 0.65 Q V. mm 24.500 22.0864 0.26 Q . V. 24.583 22.0872 0.11 Q V. "" 24.667 22.0876 0.06 Q V. a 24.750 22.0878 0.03 Q V. 24.833 22.0879 0.01 Q V. 24.917 22.0879 0.00 Q V. II END OF FLOODSCx ROUTING ANALYSIS n. AN MA n. 12/20/04 LJH -37 a 40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) all (c) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: • Madole & Associates, Inc. 760 -A S. Rochester Avenue Ontario, CA 91761 909.937.9151 fax 909.937 -9152 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16695/17165 * DEVELOPED UNIT HYDROGRAPH * 100 -YR ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16695H00.DAT TIME /DATE OF STUDY: 07:41 12/14/2004 mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 »»>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ««< err (UNIT - HYDROGRAPH ADDED TO STREAM #1) mm WATERSHED AREA = 77.700 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.220 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. 40 THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.610 MS LOW LOSS FRACTION = 0.540 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.48 ms SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.11 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.54 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.97 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.50 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 10.00 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.980 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 37.879 • MO 12/20/04 UH -38 um 41 1 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH 40 NUMBER MEAN VALUES ORDINATES(CFS) 1 2.653 24.926 2 17.527 139.770 3 44.644 254.817 4 73.375 269.981 5 88.902 145.899 6 95.634 63.259 di 7 98.163 23.771 8 98.920 7.116 9 99.471 5.173 10 99.788 2.983 ' 11 99.947 1.491 12 100.000 0.497 MO m0 log ous ow elm mm MS AM mm 40 mm WS mm 40 w.. SS AM 12/20/04 UH -39 4 * ****************************: t**************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UNIT UNIT UNIT EFFECTIVE "" PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 40 1 0.0200 0.0108 0.0092 2 0.0200 0.0108 0.0092 3 0.0201 0.0109 0.0092 II 4 0.0201 0.0109 0.0093 5 0.0202 0.0109 0.0093 - 6 0.0202 0.0109 0.0093 7 0.0203 0.0110 0.0093 am 8 0.0203 0.0110 0.0093 9 0.0204 0.0110 0.0094 10 0.0204 0.0110 0.0094 11 0.0205 0.0111 0.0094 AO 12 0.0205 0.0111 0.0094 13 0.0206 0.0111 0.0095 '" 14 0.0206 0.0111 0.0095 15 0.0207 0.0112 0.0095 di 16 0.0207 0.0112 0.0095 17 0.0208 0.0112 0.0096 "'"" 18 0.0208 0.0112 0.0096 19 0.0209 0.0113 0.0096 me 20 0.0209 0.0113 0.0096 21 0.0210 0.0113 0.0096 22 0.0210 0.0113 0.0097 23 0.0211 0.0114 0.0097 AO 24 0.0211 0.0114 0.0097 25 0.0212 0.0114 0.0097 m 26 0.0212 0.0115 0.0098 27 0.0213 0.0115 0.0098 28 0.0213 0.0115 0.0098 29 0.0214 0.0116 0.0098 ." 30 0.0214 0.0116 0.0099 err 31 0.0215 0.0116 0.0099 32 0.0216 0.0116 0.0099 33 0.0216 0.0117 0.0099 m. 34 0.0217 0.0117 0.0100 OD 35 0.0217 0.0117 0.0100 36 0.0218 0.0118 0.0100 37 0.0219 0.0118 0.0101 38 0.0219 0.0118 0.0101 39 0.0220 0.0119 0.0101 40 0.0220 0.0119 0.0101 41 0.0221 0.0119 0.0102 42 0.0221 0.0120 0.0102 43 0.0222 0.0120 0.0102 44 0.0223 0.0120 0.0102 45 0.0224 0.0121 0.0103 46 0.0224 0.0121 0.0103 OS 47 0.0225 0.0121 0.0103 48 0.0225 0.0122 0.0104 49 0.0226 0.0122 0.0104 a011 50 0.0227 0.0122 0.0104 de 51 0.0228 0.0123 0.0105 52 0.0228 0.0123 0.0105 mo 53 0.0229 0.0124 0.0105 54 0.0229 0.0124 0.0106 all 55 0.0230 0.0124 0.0106 56 0.0231 0.0125 0.0106 AM 57 0.0232 0.0125 0.0107 58 0.0232 0.0125 0.0107 all MO 12/20/04 x-40 im MP 1 WOZ /Z I WM OtTO'0 9910'0 SOE0'0 ZZ1 OtTO'0 '910'0 b0E0'0 TZT �` 6£10'0 E9T0'0 T0E0'0 OZT 8E10'0 7910'0 00E0'0 6TT OP LETO'0 T9T0'0 8670'0 8TT LETO'0 0910'0 L670'0 LTT . 9£10'0 6ST0'0 S6Z0'0 9TT SETO'0 6ST0'0 1670'0 STT UP 'ETO'0 LS10'0 T6Z0'0 tT1 bET0 LSTO'0 0630'0 £TT £ET0'0 9910'0 8830'0 ZTT OP ZET0'0 S9T0'0 L870'0 TTT 1ET0'0 bST0'0 98Z0'0 OTT ..« 1ET0'0 'ST0'0 6820'0 60T OETO'0 ESTO'0 £870'0 80T WP 0E10'0 ZS10'0 Z870'0 LOT 6710'0 1S10 0830'0 90T . 8ZT0'0 TST0'0 6L70'0 SOT LZTO'0 OS10'0 LLZ0'0 bOT OP L7TO'0 65T0'0 9L20'0 COT 9710'0 8TT0'0 bLZ0'0 ZOT w. 9710'0 8bT0'0 'LZO'0 TOT S3T0'0 LbTO'0 ZLZ0'0 00T MP SZTO'0 9bT0'0 TLZO'0 66 bZTO'0 9'T0'0 0L30'0 86 . tZTO'0 SITO'0 6970'0 L6 £ZT0'0 'TTO'0 L970'0 96 ow £ZTO'0 ttTO'0 9970'0 S6 ZZTO'0 £bT0'0 99Z0'0 b6 ,,,„ TZTO'0 EVT0'0 '930'0 £6 1ZT0'0 Z1TO'0 £930'0 76 SW 07T0'0 TbTO'0 Z9Z0'0 T6 0710'0 T6T0'0 0930'0 06 .,„ 6110'0 OtT0'0 0970'0 68 6110'0 6E10'0 8970'0 88 ow 6110'0 6ET0'0 8SZ0'0 L8 8TT0'0 8£10'0 9SZ0'0 98 ,... 81T0'0 8E10'0 9930'0 98 LTTO'0 LETO'0 •17930'0 178 ow LTTO'0 LETO'0 fS30'0 £8 9TT0'0 9ET0'0 3970'0 Z8 9110'0 9E10'0 3S30'0 T8 STTO'0 SETO'0 0S30'0 08 ow STTO'0 9ETO'0 0930'0 6L bE1O'0 'ET0'0 6bZ0'0 8L — ITTO'0 tETO'0 8tZ0'0 LL bTTO'0 ££10'0 L'ZO'0 9L NP ETTO'0 EET0'0 9TZ0'0 SL £TTO'0 ZETO'0 SbZ0'0 6L ZTTO'0 3£10'0 b5Z0'O EL Z1T0'0 TETO'0 EtZ0'0 ZL OP ZTT0'0 TETO'0 Eb30'0 TL TTTO'0 OETO'0 3'30'0 OL .. TTTO'0 OET0'0 1170'0 69 OTT0'0 0E10'0 O'Z0'0 89 O OTTO'0 6710'0 6E70'0 L9 ' 0110'0 6310'0 8E30'0 99 . 6010'0 87'10'0 8E30'0 S9 6010'0 8710 0 LE30'0 t9 ow 60T0'0 8ZT0'0 9E70'0 £9 8010'0 LZTO'0 9E30'0 Z9 .w 80'0'0 LZT0'0 S£ZO'0 T9 LOTO'0 9710'0 b£ZO'0 09 IN LOTO'0 93T0'0 £EZO'0 6S OP m. 40 123 0.0307 0.0166 0.0141 40 124 0.0309 0.0167 0.0142 125 0.0311 0.0168 0.0143 .m 126 0.0313 0.0169 0.0144 127 0.0315 0.0170 0.0145 I 128 0.0317 0.0171 0.0146 129 0.0319 0.0172 0.0147 A. 130 0.0321 0.0173 0.0148 131 0.0324 0.0175 0.0149 AM 132 0.0325 0.0176 0.0150 133 0.0328 0.0177 0.0151 ""it 134 0.0330 0.0178 0.0152 135 0.0333 0.0180 0.0153 136 0.0335 0.0181 0.0154 137 0.0338 0.0183 0.0156 "" 138 0.0340 0.0183 0.0156 139 0.0343 0.0185 0.0158 140 0.0345 0.0186 0.0159 141 0.0349 0.0188 0.0161 °` 142 0.0351 0.0189 0.0161 143 0.0355 0.0192 0.0163 al 144 0.0357 0.0193 0.0164 145 0.0376 0.0203 0.0173 ""' 146 0.0378 0.0204 0.0174 147 0.0382 0.0206 0.0176 40 148 0.0384 0.0208 0.0177 149 0.0389 0.0210 0.0179 "" 150 0.0392 0.0211 0.0180 151 0.0397 0.0214 0.0182 so 152 0.0399 0.0216 0.0184 153 0.0404 0.0218 0.0186 -"° 154 0.0407 0.0220 0.0187 155 0.0413 0.0223 0.0190 es 156 0.0416 0.0225 0.0191 157 0.0422 0.0228 0.0194 158 0.0425 0.0230 0.0196 159 0.0432 0.0233 0.0199 me 160 0.0435 0.0235 0.0200 161 0.0443 0.0239 0.0204 162 0.0446 0.0241 0.0205 163 0.0454 0.0245 0.0209 164 0.0458 0.0248 0.0211 165 0.0467 0.0252 0.0215 °° 166 0.0472 0.0255 0.0217 MO 167 0.0481 0.0260 0.0221 168 0.0487 0.0263 0.0224 169 0.0511 0.0276 0.0235 .. 170 0.0517 0.0279 0.0238 171 0.0529 0.0286 0.0243 172 0.0535 0.0289 0.0246 173 0.0549 0.0296 0.0252 ~ 174 0.0556 0.0300 0.0256 WS 175 0.0572 0.0309 0.0263 176 0.0580 0.0313 0.0267 177 0.0599 0.0323 0.0275 imm 178 0.0609 0.0329 0.0280 40 179 0.0631 0.0341 0.0290 180 0.0643 0.0347 0.0296 moo 181 0.0671 0.0362 0.0308 182 0.0686 0.0370 0.0316 OD 183 0.0721 0.0389 0.0332 184 0.0741 0.0400 0.0341 •una 185 0.0607 0.0328 0.0279 186 0.0638 0.0345 0.0294 1S 12/20/04 1H-42 OW 41 S 187 0.0713 0.0385 0.0328 40 188 0.0762 0.0412 0.0351 189 0.0889 0.0480 0.0409 ". 190 0.0991 0.0508 0.0482 191 0.1358 0.0508 0.0850 °l 192 0.1803 0.0508 0.1295 193 0.4704 0.0508 0.4196 "+ 194 0.1133 0.0508 0.0624 195 0.0821 0.0444 0.0378 a 196 0.0672 0.0363 0.0309 197 0.0763 0.0412 0.0351 , mil 198 0.0703 0.0379 0.0323 199 0.0656 0.0354 0.0302 40 200 0.0620 0.0335 0.0285 201 0.0589 0.0318 0.0271 '"" 202 0.0564 0.0304 0.0259 203 0.0542 0.0293 0.0249 204 0.0523 0.0282 0.0240 205 0.0492 0.0266 0.0226 '" 206 0.0477 0.0257 0.0219 207 0.0463 0.0250 0.0213 40 208 0.0450 0.0243 0.0207 209 0.0439 0.0237 0.0202 4 "' 210 0.0428 0.0231 0.0197 211 0.0419 0.0226 0.0193 40 212 0.0410 0.0221 0.0189 213 0.0402 0.0217 0.0185 "" 214 0.0394 0.0213 0.0181 215 0.0387 0.0209 0.0178 Os 216 0.0380 0.0205 0.0175 217 0.0359 0.0194 0.0165 . 218 0.0353 0.0191 0.0162 219 0.0347 0.0187 0.0160 ~ 220 0.0342 0.0184 0.0157 221 0.0336 0.0182 0.0155 4•' 222 0.0331 0.0179 0.0152 ;m 223 0.0327 0.0176 0.0150 224 0.0322 0.0174 0.0148 225 0.0318 0.0172 0.0146 " 226 0.0314 0.0169 0.0144 227 0.0310 0.0167 0.0143 228 0.0306 0.0165 0.0141 229 0.0303 0.0163 0.0139 """ 230 0.0299 0.0161 0.0138 231 0.0296 0.0160 0.0136 sW 232 0.0292 0.0158 0.0135 233 0.0289 0.0156 0.0133 234 0.0286 0.0155 0.0132 235 0.0283 0.0153 0.0130 236 0.0281 0.0152 0.0129 237 0.0278 0.0150 0.0128 mil 238 0.0275 0.0149 0.0127 SS 239 0.0273 0.0147 0.0125 240 0.0270 0.0146 0.0124 241 0.0268 0.0145 0.0123 242 0.0266 0.0143 0.0122 am 243 0.0263 0.0142 0.0121 244 0.0261 0.0141 0.0120 245 0.0259 0.0140 0.0119 AIIIM 246 0.0257 0.0139 0.0118 44 247 0.0255 0.0138 0.0117 248 0.0253 0.0137 0.0116 249 0.0251 0.0136 0.0115 250 0.0249 0.0135 0.0115 Me MN 12/20/04 1.1H-43 N di AI 251 0.0247 0.0134 0.0114 _+N 252 0.0246 0.0133 0.0113 253 0.0244 0.0132 0.0112 ma 254 0.0242 0.0131 0.0111 255 0.0240 0.0130 0.0111 AM 256 0.0239 0.0129 0.0110 257 0.0237 0.0128 0.0109 +1111 258 0.0236 0.0127 0.0108 259 0.0234 0.0126 0.0108 MO 260 0.0233 0.0126 0.0107 261 0.0231 0.0125 0.0106 =i 262 0.0230 0.0124 0.0106 263 0.0228 0.0123 0.0105 AO 264 0.0227 0.0123 0.0104 265 0.0226 0.0122 0.0104 ." 266 0.0224 0.0121 0.0103 267 0.0223 0.0120 0.0103 MS 268 0.0222 0.0120 0.0102 269 0.0221 0.0119 0.0101 '" 270 0.0219 0.0118 0.0101 271 0.0218 0.0118 0.0100 mr 272 0.0217 0.0117 0.0100 273 0.0216 0.0117 0.0099 274 0.0215 0.0116 0.0099 275 0.0214 0.0115 0.0098 mil 276 0.0213 0.0115 0.0098 277 0.0211 0.0114 0.0097 "" 278 0.0210 0.0114 0.0097 279 0.0209 0.0113 0.0096 me 280 0.0208 0.0113 0.0096 281 0.0207 0.0112 0.0095 ... 282 0.0206 0.0111 0.0095 283 0.0205 0.0111 0.0094 OA 284 0.0204 0.0110 0.0094 285 0.0203 0.0110 0.0094 ""' 286 0.0203 0.0109 0.0093 287 0.0202 0.0109 0.0093 me 288 0.0201 0.0108 0.0092 " TOTAL STORM RAINFALL(INCHES) = 10.00 TOTAL SOIL - LOSS(INCHES) = 5.11 AM TOTAL EFFECTIVE RAINFALL(INCHES) = 4.89 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 33.1181 WM TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 31.6155 Al AN OM quim mm am 12/20/04 UH me 0. 00 ... NO 2 4 - 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 AB .. HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) 4410 TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0016 0.23 Q . 40 0.167 0.0120 1.52 Q . 0.250 0.0386 3.87 Q . w., 0.333 0.0824 6.36 VQ . 0.417 0.1356 7.72 VQ . . H 0.500 0.1928 8.31 VQ . 0.583 0.2517 8.55 VQ . ... 0.667 0.3112 8.64 VQ . 0.750 0.3712 8.70 VQ . ow 0.833 0.4314 8.75 VQ . 0.917 0.4919 8.79 VQ . .. 1.000 0.5526 8.81 VQ . . 1.083 0.6134 8.83 VQ . As 1.167 0.6744 8.85 VQ . 1.250 0.7355 8.87 VQ . .... 1.333 0.7967 8.89 .Q . • 1.417 0.8581 8.91 .Q . 40 1.500 0.9196 8.93 .Q . 1.583 0.9813 8.96 .Q • 1.667 1.0432 8.98 .Q . . 1.750 1.1051 9.00 .Q • ad 1.833 1.1673 9.02 .Q . 1.917 1.2296 9.04 .Q . »- 2.000 1.2920 9.07 .Q . 2.083 1.3546 9.09 .Q ow 2.167 1.4173 9.11 .Q . 2.250 1.4803 9.13 .Q . 2.333 1.5433 9.16 .Q . 2.417 1.6065 9.18 .QV . 00 2.500 1.6699 9.20 .QV . 2.583 1.7335 9.23 .QV . #. 2.667 1.7972 9.25 .QV . 2.750 1.8611 9.28 .Qv . 4O 2.833 1.9251 9.30 .QV . 2.917 1.9893 9.32 .QV . "11 3.000 2.0537 9.35 .4V . 3.083 2.1183 9.37 .QV . 14 3.167 2.1830 9.40 .QV . . 3.250 2.2479 9.42 .QV . Mil 3.333 2.3130 9.45 .QV . 3.417 2.3783 9.48 .Q V . MO 3.500 2.4437 9.50 .Q V . 3.583 2.5094 9.53 .Q V . "'"' 3.667 2.5752 9.56 .Q V . 3.750 2.6411 9.58 .Q V . H 3.833 2.7073 9.61 .Q V . . • 3.917 2.7737 9.64 .Q V . "'"' 4.000 2.8403 9.66 .Q V . 4.083 2.9070 9.69 .Q V . . • NO 4.167 2.9739 9.72 .Q V . 4.250 3.0411 9.75 .Q V . MR 4.333 3.1084 9.78 .Q V . H 12/20/04 UH MIN . 4.417 3.1760 9.81 Q V . . 40 4.500 3.2437 9.84 .Q V . 4.583 3.3116 9.87 Q V . . ,m 4.667 3.3798 9.90 .Q V . 4.750 3.4481 9.93 Q V . . AS 4.833 3.5167 9.96 .Q V . . 4.917 3.5855 9.99 Q V . . "* 5.000 3.6545 10.02 . Q V . . 5.083 3.7237 10.05 Q V . . MO 5.167 3.7931 10.08 . Q V . . 5.250 3.8628 10.11 . Q V . . "^ 5.333 3.9326 10.15 . Q v . . 5.417 4.0027 10.18 . Q V . . ' 5.500 4.0731 10.21 . Q V . . . 5.583 4.1436 10.25 . Q V . . . 'm 5.667 4.2144 10.28 . Q V . . 5.750 4.2855 10.31 Q V . . MS 5.833 4.3567 10.35 Q V . 5.917 4.4283 10.38 . Q V . . . "" 6.000 4.5000 10.42 . Q V . . . MO 6.083 4.5720 10.45 Q V . 6.167 4.6443 10.49 . Q V . . 6.250 4.7168 10.53 Q V . "" 6.333 4.7895 10.57 . Q V . . . 6.417 4.8626 10.60 Q V . 6.500 4.9359 10.64 Q V . 6.583 5.0094 10.68 . Q V . . "' 6.667 5.0832 10.72 . Q V . . 6.750 5.1573 10.76 Q V . mO 6.833 5.2317 10.80 . Q V . . 6.917 5.3063 10.84 . Q V . . "" 7.000 5.3813 10.88 . Q V . . 7.083 5.4565 10.92 Q V . mO 7.167 5.5320 10.96 . Q V . . . 7.250 5.6078 11.01 . Q V . . . 'M 7.333 5.6839 11.05 . Q V . . . mO 7.417 5.7603 11.09 Q V . 7.500 5.8370 11.14 . Q V . . 7.583 5.9140 11.18 . Q V . . "s 7.667 5.9914 11.23 . Q V . . 7.750 6.0690 11.27 Q V . MO 7.833 6.1470 11.32 . Q V . . . 7.917 6.2253 11.37 . Q V . . . mm 8.000 6.3039 11.42 . Q V . , MB 8.083 6.3829 11.47 Q V . 8.167 6.4622 11.52 . Q V . . 8.250 6.5419 11.57 . Q V . aw 8.333 6.6219 11.62 . Q V . . . OS 8.417 6.7022 11.67 Q V . . 8.500 6.7830 11.72 . Q V . . . .w 8.583 6.8641 11.78 Q V . 8.667 6.9456 11.83 . Q V . . . MB 8.750 7.0274 11.89 . Q V . , 8.833 7.1097 11.94 . Q V . . .M 8.917 7.1923 12.00 Q V. . 9.000 7.2753 12.06 . Q V. , MO 9.083 7.3588 12.11 . Q V. . . 9.167 7.4426 12.18 . Q V. . . mw 9.250 7.5269 12.24 Q V. . 9.333 7.6116 12.30 . Q V. . . 1O 9.417 7.6967 12.36 . Q V. . . 9.500 7.7823 12.42 . Q V. . . mm 9.583 7.8683 12.49 . Q V. . . 9.667 7.9548 12.56 . Q V . . OM mm 12/20/04 UH-46 me ;r 9.750 8.0417 12.62 . Q V 9.833 8.1291 12.69 . Q V . . 9.917 8.2170 12.76 . Q V • 10.000 8.3054 12.83 . Q V . 10.083 8.3943 12.91 . Q V • AI 10.167 8.4837 12.98 . Q V . 10.250 8.5736 13.06 . Q V . °' 10.333 8.6640 13.13 . Q V . 10.417 8.7550 13.21 . Q .V 16 10.500 8.8466 13.29 . Q .V , 10.583 8.9387 13.37 . Q .V , .. 10.667 9.0313 13.46 . Q .V . . 10.750 9.1246 13.54 . Q .V me 10.833 9.2185 13.63 . Q .V 10.917 9.3129 13.72 . Q .V . "" 11.000 9.4080 13.81 . Q .V • 11.083 9.5038 13.90 . Q . V di 11.167 9.6002 14.00 . Q . V . 11.250 9.6973 14.09 . Q . V . . `" 11.333 9.7950 14.20 . Q . V . . 11.417 9.8935 14.30 . Q . V 11.500 9.9927 14.40 . Q . V . 11.583 10.0926 14.51 . Q . V . """ 11.667 10.1933 14.62 . Q . V . . 11.750 10.2948 14.73 • Q . V 4i 11.833 10.3970 14.85 . Q . V . 11.917 10.5001 14.97 . Q . V . "- 12.000 10.6040 15.09 . Q . V . 12.083 10.7089 15.23 . Q . V 401 12.167 10.8154 15.46 . Q . V . 12.250 10.9239 15.76 . Q . V . . "'" 12.333 11.0346 16.08 . Q . V . . 12.417 11.1470 16.32 . Q . V m 12.500 11.2607 16.50 . Q . V . 12.583 11.3754 16.66 . Q . V . . "" 12.667 11.4913 16.82 . Q . V . . mm 12.750 11.6083 16.98 . Q . V , 12.833 11.7264 17.15 . Q V . . 12.917 11.8456 17.32 . Q . V ... 13.000 11.9661 17.49 . Q . ,V • 13.083 12.0878 17.67 . Q . V • 13.167 12.2108 17.86 . Q . V 13.250 12.3351 18.05 . Q . V '. 13.333 12.4609 18.26 . Q . V • NI 13.417 12.5880 18.46 . Q . V • 13.500 12.7167 18.68 . Q V a.. 13.583 12.8469 18.91 . Q V 13.667 12.9788 19.15 . Q V • mm 13.750 13.1124 19.40 Q . V 13.833 13.2478 19.66 . Q V , 13.917 13.3850 19.93 . Q V 14.000 13.5243 20.22 . Q V . , AA 14.083 13.6657 20.53 . Q V . , 14.167 13.8099 20.94 . Q V . . 14.250 13.9576 21.44 . Q V MN 14.333 14.1088 21.97 . Q V . • M 14.417 14.2633 22.43 . Q V . • 14.500 14.4208 22.87 . Q V . • Mil 14.583 14.5813 23.30 . Q V . 14.667 14.7449 23.76 . Q V . • AA 14.750 14.9119 24.25 . Q V . • 14.833 15.0826 24.78 . Q V. • „," 14.917 15.2571 25.34 . Q . V. • 15.000 15.4359 25.96 . Q . V. , a. 12/20/04 LE-47 so .. MO 15.083 15.6193 26.63 . Q . V. . 40 15.167 15.8079 27.38 . Q . v . . 15.250 16.0021 28.20 . Q . v . m 15.333 16.2027 29.13 . Q . V . 15.417 16.4091 29.96 . Q . V . AO 15.500 16.6158 30.02 . Q . .v . 15.583 16.8176 29.31 . Q . .V . , m 15.667 17.0161 28.81 . Q . .V . 15.750 17.2210 29.75 . Q . .V . 40 15.833 17.4422 32.12 . Q . . V . 15.917 17.6944 36.62 . Q . . V . .+ 16.000 18.0171 46.86 . Q. . V . 16.083 18.5180 72.72 . . Q . V . 40 16.167 19.3936 127.14 . . VQ 16.250 20.5543 168.53 . V . Q '•* 16.333 21.6650 161.28 . V . Q 16.417 22.3801 103.83 . Q V . 40 16.500 22.8178 63.56 . . Q V . 16.583 23.1179 43.58 . Q . V. "" 16.667 23.3592 35.03 . Q . V. 16.750 23.5810 32.21 . Q . V. 40 16.833 23.7848 29.60 . Q . v 16.917 23.9737 27.42 . Q . V '°' 17.000 24.1505 25.67 . Q . V 17.083 24.3181 24.34 . Q V 40 17.167 24.4785 23.29 . Q V 17.250 24.6321 22.29 . Q . .v 17.333 24.7793 21.38 . Q .V 17.417 24.9214 20.63 . Q .V me 17.500 25.0590 19.99 . Q .v 17.583 25.1929 19.43 . Q .V '"" 17.667 25.3233 18.94 . Q . V 17.750 25.4506 18.48 . Q . V r! 17.833 25.5751 18.07 . Q . V 17.917 25.6968 17.68 . Q . V '"' 18.000 25.8162 17.33 . Q . V 18.083 25.9331 16.98 . Q . V 416 18.167 26.0472 16.57 . Q . V 18.250 26.1582 16.11 . Q . V "'" 18.333 26.2660 15.65 . Q . V 18.417 26.3712 15.29 Q . . V . 18.500 26.4745 15.00 . Q . V 18.583 26.5761 14.75 . Q . V "' 18.667 26.6761 14.52 . Q . V MB 18.750 26.7746 14.30 Q . V 18.833 26.8717 14.10 . Q . V 18.917 26.9674 13.90 . Q . V "`" 19.000 27.0619 13.72 . Q . V MM 19.083 27.1552 13.54 Q . . V . 19.167 27.2473 13.37 . Q . V 19.250 27.3383 13.21 . Q . V ' 19.333 27.4282 13.06 . Q . V MS 19.417 27.5171 12.91 Q . . V . 19.500 27.6050 12.76 . Q . V 19.583 27.6919 12.62 . Q V ". 19.667 27.7779 12.49 . Q V . MO 19.750 27.8630 12.36 Q . . V 19.833 27.9473 12.24 . Q V . M. 19.917 28.0307 12.11 . Q . V 20.000 28.1133 12.00 . Q V . MO 20.083 28.1952 11.88 . Q V . 20.167 28.2763 11.77 . Q . V �� 20.250 28.3567 11.67 . Q V . 20.333 28.4363 11.57 . Q . V . ma 12/20/04 UH -48 is VS ill 20.417 28.5153 11.47 . Q . . . V . +iM 20.500 28.5936 11.37 . Q . . . V 20.583 28.6712 11.27 . Q . . . V . a. 20.667 28.7482 11.18 . Q . • . V 20.750 28.8246 11.09 . Q . • . V • M. 20.833 28.9004 11.01 . Q . . . V 20.917 28.9756 10.92 . Q . . . V . 21.000 29.0503 10.84 . Q . • . V 21.083 29.1243 10.76 . Q . . . V ! 21.167 29.1979 10.68 . Q . . . V , 21.250 29.2709 10.60 . Q . . . V "+ 21.333 29.3434 10.53 . Q . . . V 21.417 29.4154 10.45 . Q . . . V _ All 21.500 29.4869 10.38 . Q . . . V 21.583 29.5579 10.31 . Q . . . V , 0. 21.667 29.6285 10.24 . Q . . . V 21.750 29.6986 10.18 . Q . . . V AO 21.833 29.7682 10.11 . Q . . . V • 21.917 29.8374 10.05 . Q . . V .m 22.000 29.9062 9.99 .Q . . . V , 22.083 29.9745 9.92 .Q . . . V AO 22.167 30.0425 9.86 .Q . . . V 22.250 30.1100 9.80 .Q . . . V . .. 22.333 30.1771 9.75 .0 . . . V 22.417 30.2439 9.69 .Q . . . V • AO 22.500 30.3102 9.64 .Q . . . V 22.583 30.3762 9.58 .Q . . . V • . 22.667 30.4418 9.53 .Q . . . V 22.750 30.5071 9.47 .Q . . . V MK 22.833 30.5720 9.42 .Q . . . V . 22.917 30.6365 9.37 .Q . . . V °"'" 23.000 30.7007 9.32 .Q . . . V 23.083 30.7646 9.27 .Q . . . V rye 23.167 30.8281 9.23 .Q . . . V. 23.250 30.8914 9.18 .0 . . . V. """ 23.333 30.9543 9.13 .Q . . . V. 23.417 31.0168 9.09 .Q . V. II 23.500 31.0791 9.04 .Q . . . V. 23.583 31.1411 9.00 .Q . . . V. "" 23.667 31.2028 8.96 .Q . . . V. 23.750 31.2642 8.91 .Q . . . V. SO 23.833 31.3253 8.87 .Q . . . V. 23.917 31.3861 8.83 .Q . . . V. "'" 24.000 31.4466 8.79 .Q . . . V. 24.083 31.5053 8.52 .Q . V. 24.167 31.5548 7.20 .Q . . . V. 24.250 31.5880 4.82 Q . . . V. '"' 24.333 31.6040 2.32 Q . . . V. SO 24.417 31.6107 0.97 Q . . . V. 24.500 31.6133 0.38 Q . . . V. 24.583 31.6144 0.16 Q . . . V. 24.667 31.6150 0.09 Q . . . V. OM 24.750 31.6153 0.05 Q . . . V. 24.833 31.6155 0.02 Q . . . V. 24.917 31.6155 0.00 Q . V Bli END OF FLOODSCx ROUTING ANALYSIS MO 00 OM 12/20/04 UH-49 r ink • 1s DETENTION BASIN FLOOD ROUTING 2 -YEAR mg 10 -YEAR 25 -YEAR 100 -YEAR do a do do a .o Asa do a w ro a a. 10/25/04 FR -1 es Aft a tit MADOLE & ASSOCIATES, INC. Job: Civil Engineers -Land Surveyors - Planners Sheet No. of 760 -A S. Rochester Avenue Calculated by: Date 3/9/2005 Ontario, CA 91761 Checked by: Date 909 - 937 -9151 fax 937 -9152 Scale nts a mew F° ° 7477.119 h ; . 44 Lowest adjacent Pad Elevation 1 1654.71ft Basin bottom elevation 1642 ft " Maximum allowable Q1000 WS elevation 1653.7 ft Maximum allowable Q1000 flow depth 11.7 ft +w Q100 1 174.601cfs Q1000 (= Q100 x 1.35) 235.71 cfs a Basin ,., Max Basin Depth 7.0 ft a aw -� Emergency Overflow Weir Weir EL 7.0 ft 1649.0 (1649.3) Max. Allowable Flow Depth 4.67 ft 1653.7 Min. Allowable Length (Q = C L H ^(3/2)) 7 ft User - defined Flow Depth 1 2.31ft 1651.3 Length (Q = C L H ^(3/2)) 20 ft airy Min Top of Basin (1 ft above overflow elevation) 10.3 ft 1652.3 Actual Top of Basin (lowest overflow elevation) 12.6 ft 1 1654.61 Freeboard provided to lowest adjacent pad 3.4 ft OK MIR X11 a ea as P:\620- 1887 \Drainage \FloodRouting100.xls 3/9/2005 $ I I I $ I I I I f I I $ i I i I i I I I I II I $ I i i I I 11 I r a A it 1 tit Detention Basin Outlet Hydraulics 16695/17165 620 -1887 12/14/2004 Standpipe Orifice C 3.3 weir C 3.3 weir C 0.62 (orifice) C 0.62 (orifice) C= 7.85 Dia 2.5 ft Dia 0.25 ft 1.25 Count 5 ea 16 " spacing Rim EL 2.5 ft (n /a) Bottom EL 0.5 ft Standpipe Upper Weir Summary Weir Standpipe Total Elevation Head Weir Orifice Control Head Weir Orifice Control Elevation Outflow Outflow Outflow Volume ft ft cfs cfs cfs ft cfs cfs cfs ft cfs cfs ac -ft . 0 0 0.0 n/a 0.0 0 0.0 0 0.0 0 0.0 0.0 0.0 0.0 1 0 0.0 n/a 0.0 0.5 1.5 0.7 0.7 1 0.0 0.0 0.7 0.5 1.5 0 0.0 n/a 0.0 1 4.1 1.1 _ 1.1 1.5 0.0 0.0 1.1 0.8 2 0 0.0 n/a 0.0 1.5 n/a 1.4 1.4 2 0.0 0.0 1.4 1.0 2.2 0 0.0 n/a 0.0 1.7 n/a 1.5 1.5 2.2 0.0 0.0 1.5 1.2 2.5 0 0.0 n/a 0.0 2 n/a 1.7 1.7 2.5 0.0 0.0 1.7 1.4 3 0.5 9.2 n/a 9.2 2.5 n/a 1.9 1.9 3 0.0 9.2 11.0 1.7 3.5 1 25.9 n/a 25.9 3 n/a 2.1 _ 2.1 3.5 0.0 25.9 28.0 2.1 4 1.5 n/a 29.9 29.9 3.5 n/a 2.2 2.2 4 0.0 29.9 32.2 2.5 4.5 2 n/a 34.5 34.5 4 n/a 2.4 _ 2.4 4.5 0.0 34.5 36.9 2.9 5 2.5 n/a 38.6 38.6 4.5 n/a 2.6 2.6 5 0.0 38.6 41.2 3.3 5.5 3 n/a 42.3 42.3 5 n/a 2.7 2.7 5.5 0.0 42.3 45.0 3.8 6 3.5 n/a 45.7 45.7 5.5 n/a 2.8 2.8 6 0.0 45.7 48.5 4.2 6.5 4 n/a 48.8 48.8 6 n/a 3.0 3.0 6.5 0.0 48.8 51.8 4.7 6.7 4.2 n/a 50.1 50.1 6.2 n/a 3.0 3.0 6.7 0.0 50.1 53.1 4.9 7 4.5 n/a 51.8 51.8 6.5 n/a 3.1 3.1 7 0.0 51.8 54.9 5.3 8 5.50 n/a 57.3 57.3 7.5 n/a 3.3 3.3 8 0.0 57.3 60.6 6.4 P: \620 - 1887 \Drainage \FloodRouting 100.xls 12/20/2004 1 Tract 16695/17165 620-18871 Low Loss Fraction & Maximum Loss Rate (Developed 2 -yr Set # 41 Cover Area % Soil t pe Area °lo CN -II CN -III As % 11111IMMENISIBIll Y waht . F. F.0 -6 KM m w,ht 3 -4 DU /AC 66.1 0.85 A 66.1 0.85 32 52 0.6 0.51 MEN 4.25 . 0 0,00 0.975 0,59 = 0.50 Commercial 2.3 0,03 A 2.3 0.03 32 52 0.1 0.00 Mal 4.25 0 0.00 ;. 0.975 01 ' 0.00 .: Open brush 9.3 0.12 A 9.3 012 46 66 1 0.12 11,74, EMI 0.04 : 0.00 0.86 0,86; 0.10 NM MIR 11111=1111111.1111111/111111111111111=111 IIIIIIII= MIN 11111111111111111111111111111111111111111111111111111.1EM NOM -� �- MIME AutoCalc. Im • ervious IIIEIIIIIII 28,5 0,37 98 0 ` ., 0.37 0.2 0.04 0.94:. 0,34 77.7 77.7 Y= 0.35 Fm= 0.61 P -24= 3.70 in Est Vol = 8 ac -ft Low Loss Fraction,Y -bar = 0.65031 Return Period 2 AMC Type 11 (I,II or III) Lag Time 24 -hr Rainfall (other than 100 yr) T 1 (yr) (in) Tc = 17.63 min from Rational Method Study 2 3.7 Lag = 14.104 min Run: 100 10 Lag = 0.24 hr I 2 3.7 Tributary area 16695- Drainage - UHinput - sheet.xls 12/20/2004 4r IA Project: Tract 16695/17165 Date: 12/14/2004 620 -1887 .or Engineer: Aaron Skeers Notes: Developed 2 -yr Set #4 1 st -24hr 2nd -24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0.24 et 3 Catchment Area acres 77.7 4 Base flow cfs /sq mi 0 5 S -graph valley ai 6 Maximum loss rate, Fm in /hr 0.61 .,, 7 Low loss fraction, Y -bar 0.65 8 Watershed area - averaged 5 - minute point rainfall inches 022 0.08 Watershed area - averaged 30 - minute point rainfall inches 0.51 0.18 Watershed area - averaged 1 -hour point rainfall inches 0.71 0.26 Watershed area - averaged 3 -hour point rainfall inches 1.30 0.47 �. Watershed area - averaged 6 -hour point rainfall inches 1.90 0.68 Watershed area - averaged 24 -hour point rainfall inches 3.70 1.33 9 24 -hour storm unit interval minutes 5 ar Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr rrr 24 -hr od oo RIMF 16695- Drainage - UHinput - sheet.xls 12/20/2004 rrr 1Tract 16695/17165 620 -1887 12/14/04 Low Loss Fraction & Maximum Loss Rate 'Developed 10 -yr Set # 3 Cover Area % Soil type Area % :, CN -I I CN -III Ap % : $ , A , , la Y Y (wght) . Fp (F.0 -6) -' Fm - Fm 7,wght) 3 -4 DU /AC 66.1 0,85 A 66.1 .0.85 32 52 0.6 0.51 21,25 4.25 0,03 . 0,02' 0.975 0:59 ; . 050 Commercial 2.3 0.03 A 2.3 0,03 32 52 0.1 0.00 21: 25,: i 4;25;`; '0:03 . 000 0.975 '' y ;:: 0.00° Open brush 9.3 0.12 A 9.3 0.12 ;. 46 66 1 0.12 1.1,74 2.35 .0.16 0,02 0.86 0.86 r', 0.10 (AutoCalc: Impervious) (28.6) (0.37) 98 0 , 0.31 " , 0,2 604 0.96 0.35 77.7 77.7 Y= 0.39 I Fm= 0.61 P -24= 6.29 in Est Vol = 16 ac -ft ' Low Loss Fraction,Y -bar = 0.61321 Return Period 10 AMC Type n (I,II or III) Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 17.04 min from Rational Method Study 2 3.7 Lag = 13.632 min Run: 100 10 (Lag = 0.23 hr I 10 6.29 Tributary area I 16695- Drainage - UHinput - sheet.xls 12/20/2004 -a, dt Project: Tract 16695/17165 Date: 12/14/2004 620 -1887 tr Engineer: Aaron Skeers Notes: Developed 10 -yr Set #3 1st -24hr 2nd -24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0.23 3 Catchment Area acres 77.7 to 4 Base flow cfs /sq mi 0 5 S -graph valley err 6 Maximum loss rate, Fm in /hr 0.61 7 Low loss fraction, Y -bar 0.61 tot 8 Watershed area - averaged 5 - minute point rainfall inches 0.33 0.12 Watershed area - averaged 30 - minute point rainfall inches 0.76 0.27 Watershed area - averaged 1 -hour point rainfall inches 1.05 0.38 Alt Watershed area - averaged 3 -hour point rainfall inches 1.99 0.72 Watershed area - averaged 6 -hour point rainfall inches 2.97 1.07 •°° Watershed area - averaged 24 -hour point rainfall inches 6.29 2.26 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min .ir 1 -hr 3 -hr 6 -hr 24 -hr a art aar rrr aair "'� 16695- Drainage - UHinput - sheet.xls 12/20/2004 Tract 16695/17165 620 -1887 12/14/04 Low Loss Fraction & Maximum Loss Rate Developed 25 -yr Set # 2 Cover Area % Soil type Area % j CN -II CN -III Ap % S' la .. Y Y (wghq .; Fp (F.0 -6).. Fm Fm (wwht) 3 -4 DU /AC 66.1 0,85 A 66.1 0.85 32 52 0.6 0.51 21;25 425 0,06 ,'0.03 0.975 0,59 0,50 Commercial 2.3 0.03 A 2.3 0.03 32 52 0.1 0.00 21:25 " "::. 4,26 0.06 0:00 0.975. -." 0.1 0.00 Open brush 9.3 0.12 A 9.3 0.12 46 66 1 0.12 11.74. `,. " 2.35 0.22 ;0:03 : 0.86 0:86 : 0.1 0 ry (AcltoCaic: Impervious) (28,5) (0.31): 9$ 0 0,37 0.2 0,04.: 697 0. . i 77.7 77.7 Y= 0.41 Fm= 0.61 I P -24= 7.77 in Est Vol = 21 ac -ft Low Loss Fraction,Y -bar = 0.586951 Return Period 25 AMC Type II (1,I1 or III) Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 16.86 min from Rational Method Study 2 3.7 Lag = 13.488 min Run: 100 10 (Lag = 0.22 hr ( 25 7.77 Tributary area 16695 - Drainage - UHinput - sheet.xls 12/20/2004 Project: Tract 16695/17165 Date: 12/14/2004 620 -1887 Engineer: Aaron Skeers Notes: Developed 25 -yr Set #2 1st -24hr 2nd -24hr 1 Design Storm yr 25 2 Catchment Lag time hrs 0.22 .., 3 Catchment Area acres 77.7 4 Base flow cfs /sq mi 0 5 S -graph valley a 6 Maximum loss rate, Fm in /hr 0.61 7 Low loss fraction, Y -bar 0.59 8 Watershed area - averaged 5 - minute point rainfall inches 0.39 0.14 as Watershed area - averaged 30 - minute point rainfall inches 0.90 0.32 Watershed area - averaged 1 -hour point rainfall inches 1.24 0.45 r Watershed area - averaged 3 -hour point rainfall inches 2.38 0.86 �r Watershed area- averaged 6 -hour point rainfall inches 3.58 1.29 Watershed area - averaged 24 -hour point rainfall inches 7.77 2.80 ark 9 24 -hour storm unit interval minutes 5 at Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min ma 1 -hr 3 -hr 6 -hr arr 24 -hr a war a, 16695- Drainage - UHinput- sheet.xls 12/20/2004 ru Tract 16695/17165 620 -1887 12/14/04 Low Loss Fraction & Maximum Loss Rate (Developed 100 -yr Set # 11 Cover Area % . Soil type Area % CN -II CN -III Ap % S , ', la Y Y (wght) Fp (F.0 -6) ::.Fm.:: Fm. (wght) 3 -4 DU /AC 66.1 0.85 A 66.1 0,85 32 52 0.6 0.51 21.25 4.25 0.12 0.06 0.975 .0,59 , . 0.50.: Commercial 2.3 0.03 A 2.3 0.03 32 52 0.1 0.00 21.25 4.25 0.12` 0.04. 0.975 01 0.00` Open brush 9.3 0.'12 A 9.3 0.12 46 66 1 0.12 11.74 `' 2:35. 0.8 0,04 0.86 0.86:.1., 0.1,0:;: 111 1111 ' (AutoCalc: Impervious) (28.5) (0.37) 98 0. 0.37 T 0.2 0.04 0,98, 0.36 ; 77.7 77.7 Y= 0.46 I Fm= 0.61 P -24= 10.00 in Est Vol = 30 ac -ft Low Loss Fraction,Y -bar = 0.54291 Return Period 100 AMC Type II (l,il or III) Lag Time 24 -hr Rainfall (other than 100 yr) T I (yr) (in) Tc = 16.63 min from Rational Method Study 2 3.7 Lag = 13.304 min Run: 100 10 'Lag = 0.22 hr 1 100 10 Tributary area 1 16695 - Drainage - UHinput - sheet.xls 12/20/2004 are a Project: Tract 16695/17165 Date: 12/14/2004 620 -1887 ar Engineer: Aaron Skeers Notes: Developed 100 -yr Set #1 ,err 1st -24hr 2nd -24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0.22 3 Catchment Area acres 77.7 4 Base flow cfs /sq mi 0 5 S -graph valley as 6 Maximum loss rate, Fm in /hr 0.61 7 Low loss fraction, Y -bar 0.54 8 Watershed area - averaged 5 - minute point rainfall inches 0.48 0.17 Watershed area - averaged 30 - minute point rainfall inches 1.11 0.40 Watershed area - averaged 1 -hour point rainfall inches 1.54 0.55 Watershed area - averaged 3 -hour point rainfall inches 2.97 1.07 Watershed area - averaged 6 -hour point rainfall inches 4.50 1.62 Watershed area - averaged 24 -hour point rainfall inches 10.00 3.60 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr a 24 -hr a 16695- Drainage - UHinput - sheet.xls 12/20/2004 w ii ... Date 12/14/04 DETENTION BASIN ROUTING Job # I 620-18871 Tract 16695/17165 to 2yr 24hr ,IR Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth al (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft . Total / Max 24.833 8.98 57.43 0.38 2.39 31.47 3.92 a 0.000 0.000 0.0 0.0 0.083 0.0003 0.05 0.000 0.000 0.0 0.0 "' 0.167 0.0024 - 0.3 0.001 0.001 0.0 0.0 0.25 0.0078 0.78 0.004 0.005 0.0 0.0 al 0.333 0.017 1.35 0.007 0.012 0.0 0.0 . 0.417 0.0289 1.73 0.011 0.023 0.0 0.0 0.5 0.0421 1.91 0.012 0.035 0.1 0.1 46 0.583 0.0558 1.99 0.013 0.048 0.1 0.1 . 0.667 0.0697 2.02 0.014 0.062 0.1 0.1 0.75 0.0838 2.04 0.014 0.075 0.1 0.2 0.833 0.098 2.06 0.014 0.088 0.1 0.2 0.917 0.1122 2.07 0.014 0.101 0.2 0.2 1 0.1265 2.08 0.014 0.115 0.2 0.2 dm 1.083 0.1409 2.08 0.014 0.128 0.2 0.3 1.167 0.1553 2.09 0.014 0.141 0.2 0.3 1.25 0.1697 2.1 0.014 0.154 0.2 0.3 1.333 0.1842 2.1 0.014 0.166 0.3 0.3 1.417 0.1987 2.11 0.015 0.179 0.3 0.4 - 1.5 0.2132 2.11 0.014 0.192 0.3 0.4 1.583 0.2278 2.12 0.015 0.204 0.3 0.4 la 1.667 0.2425 2.13 0.015 0.217 0.3 0.5 1.75 0.2572 2.13 0.015 0.229 0.4 0.5 1.833 0.2719 2.14 0.015 0.241 0.4 0.5 or 1.917 0.2867 2.15 0.015 0.253 0.4 0.5 2 0.3015 2.15 0.015 0.265 0.4 0.6 "' 2.083 0.3163 2.16 0.015 0.277 0.4 0.6 2.167 0.3312 2.16 0.015 0.289 0.5 0.6 2.25 0.3462 2.17 0.015 0.301 0.5 0.6 . 2.333 0.3612 2.18 0.015 0.313 0.5 0.7 2.417 0.3762 2.18 0.015 0.325 0.5 0.7 2.5 0.3913 2.19 0.015 0.336 0.5 0.7 .„ 2.583 0.4065 2.2 0.015 0.348 0.5 0.7 2.667 0.4217 2.21 0.015 0.359 0.6 0.7 's 2.75 0.4369 2.21 0.015 0.370 0.6 0.8 2.833 0.4522 2.22 0.015 0.382 0.6 0.8 2.917 0.4675 2.23 0.015 0.393 0.6 0.8 err 3 0.4829 2.23 0.015 0.404 0.6 0.8 3.083 0.4983 2.24 0.015 0.415 0.6 0.9 444 3.167 0.5138 2.25 0.016 0.426 0.7 0.9 Ai 3.25 0.5294 2.26 0.015 0.437 0.7 0.9 3.333 0.545 2.26 0.016 0.448 0.7 0.9 3.417 0.5606 2.27 0.016 0.459 0.7 1.0 3.5 0.5763 2.28 0.016 0.469 0.7 1.0 3.583 0.592 2.29 0.016 0.480 0.7 1.0 3.667 0.6078 2.29 0.016 0.491 0.8 1.0 3.75 0.6237 2.3 0.016 0.501 0.8 1.0 am 3.833 0.6396 2.31 0.016 0.512 0.8 1.1 ,A. P:1 620 - 1887 1Drainage \FloodRouting100.xls 1 of 36 12/20/2004 aw 41 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 ' 2yr 24hr m Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 41 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 3.917 0.6556 2.32 0.016 0.522 0.8 1.1 A 4 0.6716 2.33 0.016 0.533 0.8 1.1 4.083 0.6877 2.33 0.016 0.543 0.8 1.1 - 4.167 0.7038 2.34 0.016 0.553 0.9 1.1 4.25 0.72 2.35 0.016 0.564 0.9 1.1 4.333 0.7363 2.36 0.016 0.574 0.9 1.2 4.417 0.7526 2.37 0.016 0.584 0.9 1.2 4.5 0.7689 2.38 0.016 0.594 0.9 1.2 4.583 0.7854 2.39 0.016 0.605 0.9 1.2 4.667 0.8019 2.39 0.017 0.615 0.9 1.2 4.75 0.8184 2.4 0.016 0.625 1.0 1.3 4.833 0.835 2.41 0.016 0.635 1.0 1.3 4.917 0.8517 2.42 0.017 0.645 1.0 1.3 5 0.8684 2.43 0.017 0.655 1.0 1.3 5.083 0.8852 2.44 0.017 0.665 1.0 1.3 5.167 0.9021 2.45 0.017 0.675 1.0 1.3 ® 5.25 0.9191 2.46 0.017 0.684 1.0 1.4 5.333 0.9361 2.47 0.017 0.694 1.0 1.4 5.417 0.9531 2.48 0.017 0.704 1.1 1.4 5.5 0.9703 2.49 0.017 0.714 1.1 1.4 5.583 0.9875 2.5 0.017 0.724 1.1 1.4 5.667 1.0047 2.51 0.017 0.733 1.1 1.4 5.75 1.0221 2.52 0.017 0.743 1.1 1.5 5.833 1.0395 2.53 0.017 0.753 1.1 1.5 °, 5.917 1.057 2.54 0.018 0.763 1.1 1.5 6 1.0746 2.55 0.017 0.772 1.2 1.5 6.083 1.0922 2.56 0.018 0.782 1.2 1.5 6.167 1.1099 2.57 0.018 0.792 1.2 1.6 6.25 1.1277 2.58 0.018 0.801 1.2 1.6 6.333 1.1456 2.59 0.018 0.811 1.2 1.6 6.417 1.1635 2.61 0.018 0.821 1.2 1.6 Ati 6.5 1.1815 2.62 0.018 0.830 1.2 1.6 - 6.583 1.1997 2.63 0.018 0.840 1.2 1.6 6.667 1.2178 2.64 0.018 0.850 1.2 1.7 4 6.75 1.2361 2.65 0.018 0.860 1.2 1.7 6.833 1.2545 2.66 0.018 0.869 1.3 1.7 6.917 1.2729 2.68 0.019 0.879 1.3 1.7 14 7 1.2914 2.69 0.018 0.889 1.3 1.7 7.083 1.31 2.7 0.018 0.899 1.3 1.7 7.167 1.3287 2.71 0.019 0.908 1.3 1.8 mi 7.25 1.3475 2.73 0.019 0.918 1.3 1.8 7.333 1.3664 2.74 0.019 0.928 1.3 1.8 7.417 1.3853 2.75 0.019 0.938 1.3 1.8 7.5 1.4044 2.77 0.019 0.948 1.3 1.8 7.583 1.4235 2.78 0.019 0:958 1.3 1.8 7.667 1.4428 2.79 0.019 0.968 1.4 1.9 7.75 1.4621 2.81 0.019 0.978 1.4 1.9 7.833 1.4816 2.82 0.019 0.988 1.4 1.9 x•:4 P:\ 62 0- 1 88 71Drainage \FloodRouting100.xls 2 of 36 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -1887 Tract 16695/17165 2yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 7.917 1.5011 2.84 0.020 0.998 1.4 1.9 4 8 1.5207 2.85 0.020 1.008 1.4 1.9 8.083 1.5405 2.87 0.020 1.018 1.4 2.0 8.167 1.5603 2.88 0.020 1.028 1.4 2.0 8.25 1.5803 2.9 0.020 1.038 1.4 2.0 8.333 1.6004 2.91 0.020 1.048 1.4 2.0 8.417 1.6205 2.93 0.020 1.059 1.4 2.0 8.5 1.6408 2.95 0.020 1.069 1.4 2.0 8.583 1.6612 2.96 0.020 1.079 1.5 2.1 8.667 1.6817 2.98 0.021 1.090 1.5 2.1 8.75 1.7024 3 0.021 1.100 1.5 2.1 1. 8.833 1.7231 3.01 0.021 1.111 1.5 2.1 8.917 1.744 3.03 0.021 1.122 1.5 2.1 9 1.765 3.05 0.021 1.132 1.5 2.1 9.083 1.7861 3.07 0.021 1.143 1.5 2.1 9.167 1.8073 3.08 0.021 1.154 1.5 2.2 9.25 1.8287 3.1 0.021 1.165 1.5 2.2 9.333 1.8502 3.12 0.021 1.175 1.5 2.2 9.417 1.8719 3.14 0.022 1.187 1.5 2.2 9.5 1.8936 3.16 0.022 1.198 1.5 2.2 9.583 1.9156 3.18 0.022 1.209 1.6 2.2 9.667 1.9376 3.2 0.022 1.220 1.6 2.3 9.75 1.9598 3.22 0.022 1.231 1.6 2.3 9.833 1.9822 3.25 0.022 1.243 1.6 2.3 9.917 2.0047 3.27 0.023 1.254 1.6 2.3 10 2.0273 3.29 0.022 1.266 1.6 2.3 10.083 2.0501 3.31 0.023 1.278 1.6 2.4 10.167 2.0731 3.34 0.023 1.290 1.6 2.4 10.25 2.0963 3.36 0.023 1.302 1.6 2.4 10.333 2.1196 3.38 0.023 1.314 1.6 2.4 10.417 2.143 3.41 0.024 1.326 1.6 2.4 10.5 2.1667 3.43 0.023 1.338 1.6 2.4 10.583 2.1905 3.46 0.024 1.350 1.7 2.5 10.667 2.2145 3.49 0.024 1.363 1.7 2.5 Alk 10.75 2.2387 3.51 0.024 1.376 1.7 2.5 10.833 2.2631 3.54 0.024 1.388 2.1 2.5 10.917 2.2877 3.57 0.025 1.399 2.4 2.5 4 11 2.3124 3.6 0.025 1.407 2.6 2.5 11.083 2.3374 3.63 0.025 1.414 2.8 2.6 11.167 2.3626 3.66 0.025 1.420 3.0 2.6 11.25 2.388 3.69 0.025 1.425 3.1 2.6 11.333 2.4136 3.72 0.025 1.429 3.2 2.6 11.417 2.4395 3.75 0.026 1.432 3.3 2.6 11.5 2.4656 3.79 0.026 1.435 3.4 2.6 11.583 2.4919 3.82 0.026 1.438 3.5 2.6 11.667 2.5184 3.86 0.027 1.440 3.6 2.6 11.75 2.5453 3.89 0.027 1.443 3.6 2.6 1 ' 11.833 2.5723 3.93 0.027 1.445 3.7 2.6 P:\ 620- 18871Drainage \FloodRouting100.xls 3 of 36 12/20/2004 - Date 12/14/04 DETENTION BASIN ROUTING Job # I 620 -18871 Tract 16695/17165 4 ' 2yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth is (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft "" 11.917 2.5997 3.97 0.027 1.447 3.7 2.6 12 2.6273 4.01 0.027 1.448 3.8 2.6 12.083 2.6552 4.06 0.028 1.450 3.8 2.6 12.167 2.684 4.18 0.029 1.452 3.9 2.6 12.25 2.714 4.36 0.029 1.455 4.0 2.6 Atio 12.333 2.7454 4.56 0.031 1.458 4.1 2.6 - 12.417 2.7779 4.71 0.032 1.462 4.2 2.6 12.5 2.811 4.81 0.033 1.466 4.3 2.6 12.583 2.8447 4.88 0.033 1.470 4.4 2.6 12.667 2.8787 4.94 0.034 1.473 4.5 2.7 12.75 2.9131 5 0.034 1.477 4.6 2.7 12.833 2.9479 5.05 0.034 1.480 4.7 2.7 12.917 2.9831 5.11 0.035 1.482 4.8 2.7 13 3.0187 5.17 0.035 1.485 4.8 2.7 13.083 3.0547 5.23 0.036 1.488 4.9 2.7 13.167 3.0912 5.29 0.037 1.490 5.0 2.7 13.25 3.128 5.36 0.037 1.492 5.0 2.7 13.333 3.1654 5.42 0.037 1.495 5.1 2.7 13.417 3.2032 5.49 0.038 1.497 5.2 2.7 13.5 3.2416 5.57 0.038 1.500 5.2 2.7 13.583 3.2804 5.64 0.038 1.502 5.3 2.7 . 4 13.667 3.3198 5.72 0.039 1.505 5.4 2.7 13.75 3.3598 5.8 0.040 1.507 5.5 2.7 13.833 3.4004 5.89 0.040 1.510 5.5 2.7 40 13.917 3.4416 5.98 0.041 1.513 5.6 2.7 14 3.4835 6.08 0.041 1.515 5.7 2.7 "" 14.083 3.5261 6.19 0.042 1.518 5.8 2.7 14.167 3.5697 6.33 0.043 1.522 5.9 2.7 14.25 3.6144 6.5 0.044 1.525 6.0 2.7 - 14.333 3.6605 6.69 0.045 1.530 6.1 2.7 14.417 3.7078 6.87 0.047 1.534 6.2 2.7 6 14.5 3.7562 7.02 0.048 1.539 6.4 2.8 14.583 3.8056 7.18 0.049 1.544 6.5 2.8 14.667 3.8562 7.34 0.050 1.549 6.7 2.8 14.75 3.9079 7.5 0.051 1.554 6.8 2.8 14.833 3.9608 7.69 0.052 1.560 7.0 2.8 14.917 4.0151 7.88 0.054 1.566 7.1 2.8 46 15 4.0708 8.1 0.055 1.571 7.3 2.8 15.083 4.1282 8.33 0.056 1.578 7.5 2.8 15.167 4.1873 8.59 0.059 1.585 7.7 2.8 15.25 4.2484 8.87 0.060 1.592 7.9 2.8 iiii 15.333 4.3118 9.2 0.062 1.600 8.1 2.8 15.417 4.3773 9.52 0.065 1.608 8.4 2.9 15.5 4.4443 9.72 0.066 1.617 8.6 2.9 a 15.583 4.5117 9.8 0.067 1,625 8.8 2.9 - 15.667 4.58 9.91 0.068 1.632 9.0 2.9 15.75 4.651 10.31 0.069 1.640 9.2 2.9 15.833 4.7273 11.09 0.073 1.650 9.5 2.9 P:1 620 - 1887 1Drainage \FloodRouting100.xls 4 of 36 12/20/2004 A4 _ Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 4 2yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 15.917 4.8118 12.26 0.081 1.665 10.0 2.9 * 16 4.9102 14.29 0.091 1.687 10.6 3.0 16.083 5.0517 20.55 0.119 1.734 12.5 3.0 16.167 5.308 37.21 0.200 1.848 17.6 3.2 16.25 5.6736 53.09 0.310 2.037 26.2 3.4 16.333 6.0691 57.43 0.379 2.236 29.8 3.7 _ 16.417 6.3547 41.46 0.343 2.373 31.3 3.9 16.5 6.532 25.74 0.230 2.389 31.5 3.9 16.583 6.6516 17.37 0.148 2.321 30.7 3.8 16.667 6.738 12.55 0.104 2.211 29.5 3.7 16.75 6.8128 10.86 0.080 2.089 28.1 3.5 16.833 6.8814 9.96 0.071 1.968 23.1 3.4 16.917 6.9434 9 0.066 1.874 18.8 3.2 17 7.0001 8.24 0.059 1.804 15.6 3.1 17.083 7.0531 7.69 0.055 1.751 13.2 3.1 17.167 7.1034 7.31 0.052 1.711 11.4 3.0 17.25 7.1512 6.94 0.049 1.682 10.4 3.0 17.333 7.1967 6.61 0.046 1.657 9.7 2.9 17.417 7.2403 6.32 0.045 1.634 9.1 2.9 17.5 7.2822 6.09 0.043 1.614 8.5 2.9 17.583 7.3228 5.89 0.041 1.597 8.0 2.8 17.667 7.3622 5.72 0.040 1.581 7.6 2.8 17.75 7.4004 5.56 0.039 1.568 7.2 2.8 17.833 7.4377 5.41 0.038 1.556 6.9 2.8 17.917 7.4741 5.28 0.037 1.546 6.6 2.8 18 7.5097 5.16 0.036 1.537 6.3 2.7 18.083 7.5443 5.03 0.035 1.528 6.1 2.7 18.167 7.5778 4.86 0.034 1.521 5.8 2.7 18.25 7.6096 4.62 0.033 1.513 5.6 2.7 = 18.333 7.6396 4.37 0.031 1.505 5.4 2.7 18.417 7.6684 4.17 0.030 1.497 5.2 2.7 18.5 7.6962 4.04 0.028 1.490 5.0 2.7 18.583 7.7233 3.94 0.027 1.483 4.8 2.7 18.667 7.7499 3.86 0.027 1.477 4.6 2.7 18.75 7.776 3.78 0.026 1.472 4.5 2.6 18.833 7.8016 3.72 0.026 1.467 4.3 2.6 - 18.917 7.8267 3.65 0.026 1.463 4.2 2.6 19 7.8514 3.59 0.025 1.459 4.1 2.6 19.083 7.8758 3.53 0.024 1.455 4.0 2.6 19.167 7.8997 3.48 0.024 1.452 3.9 2.6 19.25 7.9234 3.43 0.024 1.449 3.8 2.6 19.333 7.9466 3.38 0.023 1.446 3.7 2.6 19.417 7.9696 3.33 0.023 1.444 3.6 2.6 19.5 7.9922 3.28 0.023 1.441 3.6 2.6 19.583 8.0145 3.24 0.022 1.439 3.5 2.6 19.667 8.0365 3.2 0.022 1.437 3.5 2.6 19.75 8.0583 3.16 0.022 1.435 3.4 2.6 19.833 8.0797 3.12 0.022 1.433 3.4 2.6 P:\ 620 - 1887 \Drainage \FloodRouting100.xls 5 of 36 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # ` 620 -18871 Tract 16695/17165 2yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 46 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 19.917 8.101 3.08 0.022 1.432 3.3 2.6 All 20 8.1219 3.04 0.021 1.430 3.3 2.6 20.083 8.1426 3.01 0.021 1.428 3.2 2.6 - 20.167 8.1631 2.97 0.021 1.427 3.2 2.6 20.25 8.1834 2.94 0.020 1.425 3.1 2.6 o 20.333 8.2034 2.91 0.020 1.424 3.1 2.6 �. 20.417 8.2232 2.88 0.020 1.423 3.0 2.6 20.5 8.2429 2.85 0.020 1.421 3.0 2.6 20.583 8.2623 2.82 0.019 1.420 3.0 2.6 - 20.667 8.2815 2.79 0.019 1.419 2.9 2.6 20.75 8.3005 2.76 0.019 1.418 2.9 2.6 20.833 8.3194 2.74 0.019 1.417 2.9 2.6 20.917 8.3381 2.71 0.019 1.416 2.8 2.6 21 8.3566 2.69 0.019 1.415 2.8 2.6 , 21.083 8.3749 2.66 0.018 1.414 2.8 2.6 21.167 8.393 2.64 0.018 1.413 2.8 2.6 - 21.25 8.411 2.61 0.018 1.412 2.7 2.6 21.333 8.4289 2.59 0.018 1.411 2.7 2.6 21.417 8.4466 2.57 0.018 1.410 2.7 2.6 21.5 8.4641 2.55 0.018 1.409 2.7 2.6 21.583 8.4815 2.53 0.017 1.408 2.6 2.6 21.667 8.4988 2.51 0.017 1.407 2.6 2.6 21.75 8.5159 2.49 0.017 1.407 2.6 2.5 21.833 8.5329 2.47 0.017 1.406 2.6 2.5 21.917 8.5497 2.45 0.017 1.405 2.5 2.5 22 8.5665 2.43 0.017 1.404 2.5 2.5 22.083 8.5831 2.41 0.017 1.404 2.5 2.5 22.167 8.5995 2.39 0.017 1.403 2.5 2.5 22.25 8.6159 2.37 0.016 1.402 2.5 2.5 22.333 8.6321 2.36 0.016 1.401 2.4 2.5 22.417 8.6482 2.34 0.016 1.401 2.4 2.5 22.5 8.6643 2.32 0.016 1.400 2.4 2.5 22.583 8.6801 2.31 0.016 1.400 2.4 2.5 22.667 8.6959 2.29 0.016 1.399 2.4 2.5 22.75 8.7116 2.28 0.016 1.398 2.4 2.5 22.833 8.7272 2.26 0.016 1.398 2.3 2.5 - 22.917 8.7427 2.25 0.016 1.397 2.3 2.5 23 8.758 2.23 0.015 1.397 2.3 2.5 23.083 8.7733 2.22 0.015 1.396 2.3 2.5 '. 23.167 8.7885 2.2 0.015 1.395 2.3 2.5 23.25 8.8036 2.19 0.015 1.395 2.3 2.5 23.333 8.8185 2.18 0.015 1.394 2.2 2.5 ,_ 23.417 8.8334 2.16 0.015 1.394 2.2 2.5 23.5 8.8482 2.15 0.015 1.393 2.2 2.5 "' 23.583 8.863 2.14 0.015 1.393 2.2 2.5 23.667 8.8776 2.12 0.015 1.392 2.2 2.5 23.75 8.8921 2.11 0.015 1.392 2.2 2.5 AN 23.833 8.9066 2.1 0.014 1.391 2.2 2.5 P:1620- 1887 \Drainage \FloodRouting100.xfs 6 of 36 12/20/2004 ou A Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620-18871 Tract 16695/17165 4 2yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft "" 23.917 8.921 2.09 0.015 1.391 2.1 2.5 24 8.9353 2.08 0.014 1.391 2.1 2.5 24.083 8.9492 2.02 0.014 1.390 2.1 2.5 24.167 8.9612 1.75 0.013 1.388 2.1 2.5 24.25 8.97 1.27 0.010 1.385 2.0 2.5 24.333 8.9747 0.69 0.007 1.378 1.8 2.5 24.417 8.9769 0.32 0.004 1.369 1.7 2.5 24.5 8.9779 0.14 0.002 1.359 1.7 2.5 24.583 8.9783 0.06 0.001 1.348 1.7 2.5 24.667 8.9785 0.03 0.000 1.337 1.6 2.4 24.75 8.9786 0.02 0.000 1.326 1.6 2.4 24.833 8.9786 0.01 0.000 1.315 1.6 2.4 4 4 tfr Ai 10 00 44 40 P:1 620 - 1887 \Drainage \FloodRouting100.xls 7 of 36 12/20/2004 Detention Basin Inflow Hydrograph Hydrograph -2yr 24hr 70 10 9 60 - 8 r 50 a -- 7 40- —6 v t - - 5 Volume (ac -ft) 30 - i —4 "' ° Inflow (cfs) se es Outflow cfs 20 II a 3, - ►Total Volume I III •Effective Storage -- 2 10 % I I 1 • -- 1 IP to .01•111 rWWWWW irnrw rrr " 0 vW r.r■ 0 0 5 10 15 20 25 30 Time (hrs) P:\ 620 - 1887 \Drainage \FloodRouting100.xls 8 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620-18871 Tract 16695/17165 1Oyr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft Total / Max 24.917 17.02 99.19 0.68 3.41 42.10 5.12 0 0.000 0.000 0.0 0.0 0.083 0.0007 0.11 0.000 0.000 0.0 0.0 - 0.167 0.0055 0.7 0.003 0.003 0.0 0.0 0.25 0.0179 1.79 0.009 0.012 0.0 0.0 As 0.333 0.0388 3.03 0.017 0.028 0.0 0.1 M 0.417 0.0648 3.78 0.024 0.051 0.1 0.1 0.5 0.0931 4.12 0.027 0.078 0.1 0.2 0.583 0.1225 4.27 0.029 0.106 0.2 0.2 0.667 0.1523 4.32 0.030 0.135 0.2 0.3 - 0.75 0.1823 4.36 0.030 0.163 0.3 0.3 ws 0.833 0.2125 4.39 0.030 0.191 0.3 0.4 0.917 0.2429 4.41 0.031 0.220 0.3 0.5 1 0.2733 4.42 0.030 0.248 0.4 0.5 1.083 0.3038 4.43 0.030 0.275 0.4 0.6 1.167 0.3344 4.44 0.031 0.303 0.5 0.6 -- 1.25 0.3651 4.45 0.030 0.330 0.5 0.7 1.333 0.3959 4.47 0.031 0.357 0.6 0.7 ww 1.417 0.4267 4.48 0.031 0.385 0.6 0.8 1.5 0.4576 4.49 0.031 0.411 0.6 0.9 1.583 0.4886 4.5 0.031 0.438 0.7 0.9 1.667 0.5197 4.51 0.031 0.464 0.7 1.0 1.75 0.5508 4.52 0.031 0.490 0.8 1.0 1.833 0.5821 4.54 0.031 0.516 0.8 1.1 id 1.917 0.6134 4.55 0.032 0.542 0.8 1.1 2 0.6448 4.56 0.031 0.568 0.9 1.2 2.083 0.6763 4.57 0.031 0.593 0.9 1.2 2.167 0.7079 4.58 0.032 0.618 0.9 1.2 2.25 0.7395 4.6 0.031 0.643 1.0 1.3 - 2.333 0.7713 4.61 0.032 0.668 1.0 1.3 2.417 0.8031 4.62 0.032 0.693 1.0 1.4 1 2.5 0.835 4.63 0.032 0.718 1.1 1.4 2.583 0.867 4.65 0.032 0.742 1.1 1.5 2.667 0.8991 4.66 0.032 0.767 1.1 1.5 2.75 0.9313 4.67 0.032 0.791 1.2 1.6 2.833 0.9636 4.69 0.032 0.815 1.2 1.6 2.917 0.996 4.7 0.033 0.839 1.2 1.6 ow 3 1.0284 4.71 0.032 0.863 1.2 1.7 3.083 1.061 4.73 0.032 0.887 1.3 1.7 - 3.167 1.0936 4.74 0.033 0.911 1.3 1.8 3.25 1.1264 4.75 0.033 0.935 1.3 1.8 RIM 3.333 1.1592 4.77 0.033 0.958 1.3 1.8 3.417 1.1922 4.78 0.033 0.982 1.4 1.9 3.5 1.2252 4.8 0.033 1.006 1.4 1.9 3.583 1.2583 4.81 0.033 1.029 1.4 2.0 3.667 1.2916 4.83 0.033 1.053 1.4 2.0 3.75 1.3249 4.84 0.033 1.076 1.5 2.0 At 3.833 1.3584 4.86 0.033 1.099 1.5 2.1 P:\ 620 - 1887 \Drainage \FioodRouting100.xls 9 of 36 12/20/2004 se Date 12/14/04 DETENTION BASIN ROUTING Job # 620 -18871 Tract 16695/17165 4 10yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 411 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft '° 3.917 1.3919 4.87 0.034 1.123 1.5 2.1 4 1.4255 4.89 0.033 1.146 1.5 2.2 4.083 1.4593 4.9 0.034 1.169 1.5 2.2 4.167 1.4932 4.92 0.034 1.193 1.5 2.2 4.25 1.5271 4.93 0.034 1.216 1.6 2.3 *" 4.333 1.5612 4.95 0.034 1.239 1.6 2.3 4.417 1.5954 4.96 0.034 1.263 1.6 2.3 4.5 1.6297 4.98 0.034 1.286 1.6 2.4 4.583 1.6641 5 0.034 1.309 1.6 2.4 4.667 1.6986 5.01 0.035 1.333 1.6 2.4 4.75 1.7332 5.03 0.034 1.356 1.7 2.5 41 4.833 1.768 5.05 0.035 1.379 1.8 2.5 4.917 1.8028 5.06 0.035 1.401 2.4 2.5 5 1.8378 5.08 0.035 1.419 3.0 2.6 5.083 1.8729 5.1 0.035 1.434 3.4 2.6 Ali 5.167 1.9081 5.11 0.035 1.446 3.7 2.6 5.25 1.9435 5.13 0.035 1.456 4.0 2.6 5.333 1.9789 5.15 0.035 1.464 4.2 2.6 40 5.417 2.0145 5.17 0.036 1.470 4.4 2.6 5.5 2.0502 5.19 0.036 1.475 4.6 2.7 5.583 2.0861 5.2 0.036 1.480 4.7 2.7 5.667 2.1221 5.22 0.036 1.483 4.8 2.7 5.75 2.1582 5.24 0.036 1.487 4.9 2.7 5.833 2.1944 5.26 0.036 1.489 4.9 2.7 5.917 2.2307 5.28 0.037 1.491 5.0 2.7 6 2.2672 5.3 0.036 1.493 5.1 2.7 - 6.083 2.3039 5.32 0.036 1.495 5.1 2.7 6.167 2.3407 5.34 0.037 1.496 5.2 2.7 is 6.25 2.3776 5.36 0.037 1.498 5.2 2.7 ,� 6.333 2.4146 5.38 0.037 1.499 5.2 2.7 6.417 2.4518 5.4 0.037 1.500 5.3 2.7 41 6.5 2.4891 5.42 0.037 1.501 5.3 2.7 6.583 2.5266 5.44 0.037 1.502 5.3 2.7 6.667 2.5643 5.46 0.038 1.503 5.3 2.7 6.75 2.6021 5.49 0.038 1.504 5.4 2.7 6.833 2.64 5.51 0.038 1.505 5.4 2.7 " 6.917 2.6781 5.53 0.038 1.506 5.4 2.7 7 2.7163 5.55 0.038 1.507 5.4 2.7 7.083 2.7547 5.58 0.038 1.507 5.5 2.7 7.167 2.7933 5.6 0.039 1.508 5.5 2.7 7.25 2.832 5.62 0.038 1.509 5.5 2.7 us 7.333 2.8709 5.65 0.039 1.510 5.5 2.7 7.417 2.91 5.67 0.039 1.511 5.6 2.7 7.5 2.9492 5.7 0.039 1.512 5.6 2.7 7.583 2.9886 5.72 0.039 1.512 5.6 2.7 7.667 3.0282 5.75 0.040 1.513 5.6 2.7 7.75 3.0679 5.77 0.040 1.514 5.7 2.7 7.833 3.1078 5.8 0.040 1.515 5.7 2.7 P:\ 620 - 1887 \Drainage \FloodRouting100.xls 10 of 36 12/20/2004 NM 4 Date 12/14/04 DETENTION BASIN ROUTING Job # I 620 -1887 Tract 16695/17165 "" 10yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 4 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 7.917 3.1479 5.82 0.040 1.516 5.7 2.7 4 8 3.1882 5.85 0.040 1.517 5.7 2.7 8.083 3.2287 5.88 0.040 1.518 5.8 2.7 8.167 3.2694 5.91 0.041 1.519 5.8 2.7 4, 8.25 3.3102 5.93 0.041 1.519 5.8 2.7 8.333 3.3513 5.96 0.041 1.520 5.8 2.7 .. 8.417 3.3926 5.99 0.041 1.521 5.9 2.7 8.5 3.434 6.02 0.041 1.522 5.9 2.7 8.583 3.4757 6.05 0.041 1.523 5.9 2.7 A 8.667 3.5175 6.08 0.042 1.524 5.9 2.7 8.75 3.5596 6.11 0.042 1.525 6.0 2.7 4 8.833 3.6019 6.14 0.042 1.526 6.0 2.7 8.917 3.6444 6.17 0.043 1.527 6.0 2.7 9 3.6872 6.2 0.042 1.528 6.1 2.7 9.083 3.7301 6.24 0.043 1.529 6.1 2.7 9.167 3.7733 6.27 0.043 1.530 6.1 2.7 9.25 3.8167 6.3 0.043 1.532 6.2 2.7 9.333 3.8604 6.34 0.043 1.533 6.2 2.7 9.417 3.9043 6.37 0.044 1.534 6.2 2.7 9.5 3.9484 6.41 0.044 1.535 6.3 2.7 9.583 3.9928 6.45 0.044 1.536 6.3 2.7 as 9.667 4.0375 6.48 0.045 1.537 6.3 2.7 9.75 4.0824 6.52 0.045 1.539 6.4 2.8 9.833 4.1275 6.56 0.045 1.540 6.4 2.8 9.917 4.173 6.6 0.046 1.541 6.4 2.8 10 4.2187 6.64 0.045 1.542 6.5 2.8 10.083 4.2647 6.68 0.046 1.544 6.5 2.8 10.167 4.311 6.72 0.047 1.545 6.5 2.8 10.25 4.3575 6.76 0.046 1.546 6.6 2.8 10.333 4.4044 6.81 0.047 1.548 6.6 2.8 10.417 4.4516 6.85 0.047 1.549 6.7 2.8 10.5 4.4991 6.89 0.047 1.551 6.7 2.8 - 10.583 4.5469 6.94 0.047 1.552 6.7 2.8 10.667 4.595 6.99 0.048 1.554 6.8 2.8 10.75 4.6434 7.03 0.048 1.555 6.8 2.8 10.833 4.6922 7.08 0.048 1.557 6.9 2.8 10.917 4.7413 7.13 0.049 1.558 6.9 2.8 ,, 11 4.7908 7.18 0.049 1.560 7.0 2.8 11.083 4.8407 7.24 0.049 1.562 7.0 2.8 11.167 4.8909 7.29 0.050 1.563 7.1 2.8 Aii 11.25 4.9415 7.35 0.050 1.565 7.1 2.8 11.333 4.9924 7.4 0.051 1.567 7.2 2.8 11.417 5.0438 7.46 0.052 1.569 7.2 2.8 11.5 5.0956 7.52 0.051 1.571 7.3 2.8 11.583 5.1478 7.58 0.052 1.572 7.3 2.8 11.667 5.2004 7.64 0.053 1.574 7.4 2.8 11.75 5.2535 7.7 0.053 1.576 7.4 2.8 11.833 5.307 7.77 0.053 1.578 7.5 2.8 P:\ 620 - 1887 \Drainage \Flood Routing100.xIs 11 of 36 12/20/2004 44 4 Date 12/14/04 DETENTION BASIN ROUTING Job # I 620 -18871 Tract 16695/17165 10yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 11.917 5.3609 7.84 0.054 1.581 7.6 2.8 41 12 5.4154 7.91 0.054 1.583 7.6 2.8 12.083 5.4704 7.99 0.055 1.585 7.7 2.8 12.167 5.5265 8.14 0.056 1.588 7.8 2.8 12.25 5.584 8.35 0.057 1.591 7.9 2.8 12.333 5.6432 8.59 0.058 1.595 8.0 2.8 ,. 12.417 5.7035 8.76 0.060 1.600 8.1 2.8 12.5 5.7647 8.88 0.061 1.605 8.3 2.9 12.583 5.8265 8.98 0.061 1.610 8.4 2.9 12.667 5.889 9.08 0.063 1.614 8.5 2.9 .. 12.75 5.9522 9.17 0.063 1.618 8.6 2.9 0, 12.833 6.016 9.26 0.063 1.622 8.7 2.9 12.917 6.0805 9.36 0.065 1.626 8.9 2.9 13 6.1456 9.46 0.065 1.630 9.0 2.9 13.083 6.2115 9.56 0.065 1.634 9.1 2.9 13.167 6.278 9.67 0.067 1.637 9.2 2.9 -, 13.25 6.3454 9.78 0.067 1.641 9.3 2.9 13.333 6.4135 9.89 0.067 1.645 9.4 2.9 s 13.417 6.4825 10.01 0.069 1.649 9.5 2.9 13.5 6.5523 10.14 0.069 1.653 9.6 2.9 13.583 6.623 10.27 0.070 1.657 9.7 2.9 13.667 6.6947 10.4 0.072 1.661 9.9 2.9 13.75 6.7673 10.54 0.072 1.665 10.0 2.9 13.833 6.8409 10.69 0.073 1.670 10.1 2.9 13.917 6.9157 10.85 0.075 1.674 10.2 3.0 14 6.9915 11.01 0.075 1.679 10.4 3.0 14.083 7.0686 11.2 0.076 1.684 10.5 3.0 14.167 7.1474 11.44 0.079 1.690 10.7 3.0 14.25 7.2284 11.75 0.080 1.696 10.9 3.0 14.333 7.3116 12.08 0.082 1.703 11.1 3.0 14.417 7.3968 12.37 0.085 1.711 11.4 3.0 14.5 7.4838 12.64 0.086 1.719 11.8 3.0 14.583 7.5726 12.89 0.088 1.726 12.1 3.0 14.667 7.6633 13.16 0.090 1.732 12.4 3.0 " 14.75 7.7558 13.44 0.091 1.738 12.7 3.0 14.833 7.8505 13.74 0.093 1.745 13.0 3.1 14.917 7.9473 14.07 0.097 1.751 13.3 3.1 4111 15 8.0467 14.42 0.098 1.758 13.6 3.1 15.083 8.1487 14.81 0.100 1.765 13.9 3.1 - 15.167 8.2536 15.24 0.104 1.773 14.2 3.1 15.25 8.3618 15.71 0.106 1.782 14.6 3.1 15.333 8.4737 16.25 0.110 1.791 15.0 3.1 _ 15.417 8.589 16.74 0.115 1.801 15.5 3.1 15.5 8.7052 16.87 0.115 1.810 15.9 3.1 15.583 8.8196 16.61 0.115 1.816 16.2 3.2 15.667 8.9326 16.41 0.115 1.818 16.3 3.2 15.75 9.0491 16.91 0.114 1.821 16.4 3.2 15.833 9.1744 18.2 0.120 1.829 16.8 3.2 P:\ 620 - 1887 \Drainage\ FloodRouting100.xls 12 of 36 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -1887 Tract 16695/17165 - 1Oyr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 15.917 9.3149 20.4 0.134 1.846 17.6 3.2 16 9.4875 25.06 0.156 1.882 19.2 3.2 16.083 9.7542 38.73 0.219 1.969 23.1 3.4 16.167 10.2423 70.86 0.380 2.189 29.2 3.7 16.25 10.9173 98.02 0.579 2.568 33.5 4.1 16.333 11.6004 99.19 0.676 3.014 38.4 4.7 16.417 12.0586 66.52 0.575 3.323 41.4 5.0 16.5 12.3366 40.37 0.367 3.406 42.1 5.1 16.583 12.5232 27.1 0.231 3.348 41.6 5.1 16.667 12.6643 20.48 0.165 3.224 40.5 4.9 16.75 12.7926 18.63 0.134 3.081 39.1 4.7 -_. 16.833 12.9095 16.98 0.122 2.935 37.6 4.6 16.917 13.0167 15.57 0.113 2.787 36.0 4.4 17 13.1161 14.44 0.103 2.643 34.3 4.2 g 17.083 13.2099 13.61 0.096 2.504 32.8 4.1 17.167 13.2993 12.98 0.092 2.369 31.2 3.9 17.25 13.3845 12.37 0.087 2.241 29.8 3.7 17.333 13.4658 11.81 0.083 2.120 28.5 3.6 17.417 13.544 11.34 0.080 2.002 24.6 3.4 17.5 13.6194 10.96 0.076 1.910 20.4 3.3 17.583 13.6926 10.63 0.074 1.844 17.4 3.2 ,. 17.667 13.7638 10.34 0.073 1.796 15.3 3.1 17.75 13.8332 10.07 0.070 1.761 13.7 3.1 17.833 13.9009 9.83 0.068 1.735 12.5 3.0 17.917 13.9671 9.61 0.067 1.716 11.6 3.0 18 14.0319 9.4 0.065 1.701 11.0 3.0 '" 18.083 14.0952 9.2 0.064 1.690 10.7 3.0 18.167 14.1569 8.95 0.063 1.678 10.4 3.0 18.25 14.2164 8.64 0.060 1.668 10.0 2.9 .,, 18.333 14.2737 8.32 0.058 1.657 9.7 2.9 18.417 14.3293 8.08 0.057 1.646 9.4 2.9 18.5 14.3837 7.9 0.055 1.636 9.2 2.9 18.583 14.437 7.74 0.054 1.627 8.9 2.9 18.667 14.4894 7.61 0.053 1.619 8.7 2.9 18.75 14.541 7.49 0.052 1.611 8.4 2.9 18.833 14.5918 7.37 0.051 1.604 8.2 2.9 18.917 14.6417 7.26 0.051 1.598 8.1 2.8 19 14.691 7.15 0.049 1.592 7.9 2.8 19.083 14.7396 7.05 0.049 1.587 7.7 2.8 19.167 14.7875 6.96 0.049 1.582 7.6 2.8 19.25 14.8348 6.87 0.047 1.577 7.5 2.8 19.333 14.8815 6.78 0.047 1.573 7.3 2.8 ., 19.417 14.9276 6.69 0.047 1.569 7.2 2.8 19.5 14.9731 6.61 0.046 1.565 7.1 2.8 19.583 15.0181 6.53 0.045 1.561 7.0 2.8 19.667 15.0626 6.46 0.045 1.558 6.9 2.8 19.75 15.1066 6.39 0.044 1.554 6.8 2.8 AN 19.833 15.1501 6.32 0.044 1.551 6.7 2.8 P:\ 620 - 1887 \Drainage \FloodRouting100.xls 13 of 36 12/20/2004 as R Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -1887 Tract 16695/17165 10yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth .0 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft "' 19.917 15.1932 6.25 0.044 1.548 6.6 2.8 20 15.2358 6.18 0.043 1.545 6.6 2.8 20.083 15.2779 6.12 0.042 1.543 6.5 2.8 20.167 15.3197 6.06 0.042 1.540 6.4 2.8 20.25 15.361 6 0.041 1.537 6.3 2.7 Ai 20.333 15.4019 5.94 0.041 1.535 6.3 2.7 20.417 15.4425 5.89 0.041 1.533 6.2 2.7 20.5 15.4826 5.83 0.040 1.530 6.1 2.7 20.583 15.5224 5.78 0.040 1.528 6.1 2.7 20.667 15.5619 5.73 0.040 1.526 6.0 2.7 20.75 15.601 5.68 0.039 1.524 5.9 2.7 20.833 15.6398 5.63 0.039 1.522 5.9 2.7 20.917 15.6783 5.58 0.039 1.520 5.8 2.7 21 15.7164 5.54 0.038 1.518 5.8 2.7 21.083 15.7543 5.49 0.038 1.516 5.7 2.7 21.167 15.7918 5.45 0.038 1.515 5.7 2.7 21.25 15.829 5.41 0.037 1.513 5.6 2.7 21.333 15.866 5.37 0.037 1.511 5.6 2.7 "° 21.417 15.9027 5.33 0.037 1.510 5.5 2.7 21.5 15.9391 5.29 0.036 1.508 5.5 2.7 21.583 15.9752 5.25 0.036 1.507 5.4 2.7 21.667 16.0111 5.21 0.036 1.505 5.4 2.7 21.75 16.0468 5.17 0.036 1.504 5.4 2.7 - 21.833 16.0821 5.14 0.035 1.502 5.3 2.7 21.917 16.1173 5.1 0.036 1.501 5.3 2.7 22 16.1522 5.07 0.035 1.499 5.2 2.7 22.083 16.1869 5.03 0.035 1.498 5.2 2.7 22.167 16.2213 5 0.035 1.497 5.2 2.7 ift 22.25 16.2555 4.97 0.034 1.496 5.1 2.7 22.333 16.2895 4.94 0.034 1.494 5.1 2.7 22.417 16.3233 4.91 0.034 1.493 5.1 2.7 22.5 16.3569 4.88 0.034 1.492 5.0 2.7 22.583 16.3903 4.85 0.033 1.491 5.0 2.7 22.667 16.4234 4.82 0.034 1.490 5.0 2.7 22.75 16.4564 4.79 0.033 1.489 4.9 2.7 22.833 16.4892 4.76 0.033 1.488 4.9 2.7 22.917 16.5218 4.73 0.033 1.486 4.9 2.7 23 16.5542 4.7 0.032 1.485 4.8 2.7 23.083 16.5864 4.68 0.032 1.484 4.8 2.7 23.167 16.6184 4.65 0.032 1.483 4.8 2.7 23.25 16.6503 4.63 0.032 1.482 4.8 2.7 23.333 16.682 4.6 0.032 1.481 4.7 2.7 23.417 16.7135 4.58 0.032 1.480 4.7 2.7 23.5 16.7448 4.55 0.031 1.480 4.7 2.7 40' 23.583 16.776 4.53 0.031 1.479 4.6 2.7 23.667 16.807 4.5 0.031 1.478 4.6 2.7 23.75 16.8379 4.48 0.031 1.477 4.6 2.7 23.833 16.8686 4.46 0.031 1.476 4.6 2.7 P:\ 620 -1887 \Drainage \FloodRouting100.xls 14 of 36 12/20/2004 us Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -1887 Tract 16695/17165 1►0yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 4 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 23.917 16.8991 4.44 0.031 1.475 4.5 2.7 24 16.9295 4.41 0.030 1.474 4.5 2.7 24.083 16.9591 4.28 0.030 1.473 4.5 2.7 24.167 16.9844 3.67 0.028 1.469 4.4 2.6 24.25 17.002 2.57 0.021 1.461 4.1 2.6 A 24.333 17.0111 1.32 0.013 1.446 3.7 2.6 24.417 17.0151 0.58 0.007 1.427 3.2 2.6 24.5 17.0167 0.24 0.003 1.408 2.6 2.6 " 24.583 17.0174 0.1 0.001 1.391 2.1 2.5 24.667 17.0178 0.06 0.001 1.377 1.7 2.5 24.75 17.018 0.03 0.000 1.365 1.7 2.5 A .k At q Aqi %O. P: \620 - 1887 \Drainage \FloodRouting100.xls 15 of 36 12/20/2004 t ! s t s Y a, 1 ti it i M s 3 i 4 , Detention Basin Inflow Hydrograph Hydrograph -10yr 24hr 120 — - 18 —16 100 -- 14 4 80- 12 N —10 60 al Volume (ac -ft) — I I 40- s lot 6 I N 1 - Inflow (cfs) - 4 • - Outflow cfs ■ �r Total Volume 20 �, ` ��Effective Storage vo —2 litor ausimek �"� r ■ noon 0 0 5 10 15 20 25 30 Time (hrs) P: \ 620 - 1887 \Drainage \FloodRouting100.xls 16 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 25yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft Total / Max 25.085 22.09 128.34 0.86 4.08 47.45 5.85 0.000 0.000 0.0 0.0 0.083 0.0011 0.15 0.001 0.001 0.0 0.0 0.167 0.0081 1.02 0.004 0.005 0.0 0.0 0.25 0.026 2.6 0.012 0.017 0.0 0.0 0.333 0.0554 4.27 0.024 0.040 0.1 0.1 0.417 0.0911 5.19 0.033 0.073 0.1 0.2 0.5 0.1296 5.59 0.037 0.109 0.2 0.2 "41 0.583 0.1692 5.75 0.039 0.147 0.2 0.3 0.667 0.2092 5.81 0.040 0.185 0.3 0.4 0.75 0.2495 5.85 0.040 0.223 0.3 0.5 0.833 0.29 5.89 0.040 0.261 0.4 0.5 0.917 0.3307 5.91 0.041 0.299 0.5 0.6 1 0.3715 5.93 0.041 0.337 0.5 0.7 1.083 0.4125 5.94 0.041 0.374 0.6 0.8 1.167 0.4535 5.95 0.041 0.411 0.6 0.9 1.25 0.4946 5.97 0.041 0.447 0.7 0.9 1.333 0.5358 5.98 0.041 0.484 0.8 1.0 1.417 0.5771 6 0.042 0.520 0.8 1.1 1.5 0.6185 6.01 0.041 0.556 0.9 1.1 1.583 0.66 6.03 0.041 0.591 0.9 1.2 1.667 0.7016 6.04 0.042 0.627 1.0 1.3 1.75 0.7433 6.06 0.042 0.662 1.0 1.3 1.833 0.7852 6.07 0.042 0.696 1.1 1.4 .., 1.917 0.8271 6.09 0.042 0.731 1.1 1.4 2 0.8692 6.1 0.042 0.766 1.1 1.5 2.083 0.9113 6.12 0.042 0.800 1.2 1.6 2.167 0.9536 6.14 0.043 0.834 1.2 1.6 AO 2.25 0.9959 6.15 0.042 0.868 1.2 1.7 - 2.333 1.0384 6.17 0.042 0.901 1.3 1.7 2.417 1.081 6.18 0.043 0.935 1.3 1.8 2.5 1.1237 6.2 0.042 0.969 1.4 1.9 2.583 1.1666 6.22 0.043 1.002 1.4 1.9 2.667 1.2095 6.23 0.043 1.036 1.4 2.0 2.75 1.2525 6.25 0.043 1.069 1.4 2.0 2.833 1.2957 6.27 0.043 1.102 1.5 2.1 2.917 1.339 6.29 0.044 1.135 1.5 2.1 3 1.3824 6.3 0.043 1.168 1.5 2.2 3.083 1.4259 6.32 0.043 1.201 1.5 2.2 3.167 1.4696 6.34 0.044 1.234 1.6 2.3 3.25 1.5134 6.36 0.044 1.267 1.6 2.3 3.333 1.5573 6.37 0.044 1.300 1.6 2.4 .A 3.417 1.6013 6.39 0.044 1.333 1.6 2.4 3.5 1.6454 6.41 0.044 1.365 1.7 2.5 A " 3.583 1.6897 6.43 0.044 1.398 2.3 2.5 3.667 1.7341 6.45 0.045 1.426 3.2 2.6 3.75 1.7787 6.47 0.044 1.449 3.8 2.6 ft 3.833 1.8233 6.49 0.044 1.467 4.3 2.6 P: \620 -1887 \Drainage \FloodRouting100.xls 17 of 36 12/20/2004 do - Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 25yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth q (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 3.917 1.8681 6.5 0.045 1.482 4.8 2.7 4 1.9131 6.52 0.045 1.494 5.1 2.7 4.083 1.9581 6.54 0.045 1.504 5.4 2.7 4.167 2.0033 6.56 0.045 1.512 5.6 2.7 4.25 2.0487 6.58 0.045 1.519 5.8 2.7 4.333 2.0941 6.6 0.045 1.524 6.0 2.7 4.417 2.1398 6.62 0.046 1.529 6.1 2.7 4.5 2.1855 6.64 0.045 1.533 6.2 2.7 4_ 4.583 2.2314 6.67 0.046 1.536 6.3 2.7 4.667 2.2775 6.69 0.046 1.539 6.4 2.8 4.75 2.3237 6.71 0.046 1.541 6.4 2.8 ,0 4.833 2.37 6.73 0.046 1.543 6.5 2.8 4.917 2.4165 6.75 0.047 1.545 6.5 2.8 5 2.4632 6.77 0.046 1.546 6.6 2.8 5.083 2.51 6.79 0.047 1.548 6.6 2.8 5.167 2.5569 6.82 0.047 1.549 6.7 2.8 5.25 2.604 6.84 0.047 1.550 6.7 2.8 5.333 2.6513 6.86 0.047 1.551 6.7 2.8 4 5.417 2.6987 6.89 0.048 1.552 6.8 2.8 5.5 2.7463 6.91 0.047 1.553 6.8 2.8 5.583 2.794 6.93 0.047 1.554 6.8 2.8 5.667 2.8419 6.96 0.048 1.555 6.8 2.8 5.75 2.89 6.98 0.048 1.556 6.9 2.8 5.833 2.9383 7.01 0.048 1.557 6.9 2.8 5.917 2.9867 7.03 0.049 1.558 6.9 2.8 6 3.0353 7.06 0.048 1.559 6.9 2.8 6.083 3.084 7.08 0.048 1.560 7.0 2.8 6.167 3.133 7.11 0.049 1.561 7.0 2.8 6.25 3.1821 7.13 0.049 1.562 7.0 2.8 6.333 3.2314 7.16 0.049 1.562 7.0 2.8 6.417 3.2809 7.18 0.050 1.563 7.1 2.8 6.5 3.3305 7.21 0.049 1.564 7.1 2.8 6.583 3.3804 7.24 0.050 1.565 7.1 2.8 6.667 3.4304 7.27 0.050 1.566 7.1 2.8 6.75 3.4807 7.29 0.050 1.567 7.2 2.8 6.833 3.5311 7.32 0.050 1.568 7.2 2.8 - 6.917 3.5817 7.35 0.051 1.569 7.2 2.8 ow 7 3.6326 7.38 0.051 1.570 7.3 2.8 7.083 3.6836 7.41 0.051 1.571 7.3 2.8 7.167 3.7348 7.44 0.052 1.572 7.3 2.8 7.25 3.7863 7.47 0.051 1.573 7.3 2.8 7.333 3.8379 7.5 0.051 1.574 7.4 2.8 7.417 3.8898 7.53 0.052 1.575 7.4 2.8 7.5 3.9419 7.56 0.052 1.576 7.4 2.8 o 7.583 3.9942 7.59 0.052 1.577 7.5 2.8 7.667 4.0467 7.63 0.053 1.578 7.5 2.8 7.75 4.0994 7.66 0.052 1.579 7.5 2.8 7.833 4.1524 7.69 0.053 1.580 7.5 2.8 P:\ 620 - 1887 \Drainage \FloodRouting100.xls 18 of 36 12/20/2004 of $ Date 12/14/04 DETENTION BASIN ROUTING Job # I 620-18871 Tract 16695/17165 ', 25yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 4 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft .. 7.917 4.2056 7.73 0.054 1.581 7.6 2.8 8 4.2591 7.76 0.053 1.582 7.6 2.8 8.083 4.3127 7.79 0.053 1.584 7.6 2.8 8.167 4.3667 7.83 0.054 1.585 7.7 2.8 8.25 4.4208 7.86 0.054 1.586 7.7 2.8 8.333 4.4752 7.9 0.054 1.587 7.7 2.8 8.417 4.5299 7.94 0.055 1.588 7.8 2.8 p 8.5 4.5848 7.98 0.055 1.590 7.8 2.8 e* 8.583 4.64 8.01 0.055 1.591 7.8 2.8 8.667 4.6955 8.05 0.056 1.592 7.9 2.8 8.75 4.7512 8.09 0.055 1.593 7.9 2.8 .„, 8.833. 4.8072 8.13 0.056 1.595 8.0 2.8 8.917 4.8635 8.17 0.057 1.596 8.0 2.8 9 4.92 8.21 0.056 1.597 8.0 2.8 9.083 4.9769 8.25 0.056 1.599 8.1 2.8 9.167 5.034 8.3 0.057 1.600 8.1 2.8 9.25 5.0914 8.34 0.057 1.601 8.2 2.8 9.333 5.1492 8.38 0.057 1.603 8.2 2.8 " 9.417 5.2072 8.43 0.058 1.604 8.2 2.9 9.5 5.2655 8.47 0.058 1.606 8.3 2.9 9.583 5.3242 8.52 0.058 1.607 8.3 2.9 - 9.667 5.3832 8.57 0.059 1.609 8.4 2.9 9.75 5.4425 8.61 0.059 1.610 8.4 2.9 9.833 5.5022 8.66 0.059 1.612 8.5 2.9 . 9.917 5.5622 8.71 0.060 1.614 8.5 2.9 10 5.6225 8.76 0.060 1.615 8.5 2.9 10.083 5.6832 8.81 0.060 1.617 8.6 2.9 10.167 5.7443 8.87 0.061 1.619 8.6 2.9 10.25 5.8058 8.92 0.061 1.620 8.7 2.9 10.333 5.8676 8.98 0.061 1.622 8.7 2.9 10.417 5.9298 9.03 0.063 1.624 8.8 2.9 10.5 5.9924 9.09 0.062 1.626 8.8 2.9 10.583 6.0554 9.15 0.063 1.628 8.9 2.9 10.667 6.1188 9.21 0.064 1.630 9.0 2.9 10.75 6.1826 9.27 0.063 1.631 9.0 2.9 10.833 6.2468 9.33 0.064 1.633 9.1 2.9 10.917 6.3115 9.39 0.065 1.635 9.1 2.9 , 11 6.3766 9.46 0.065 1.638 9.2 2.9 11.083 6.4422 9.52 0.065 1.640 9.2 2.9 - 11.167 6.5083 9.59 0.066 1.642 9.3 2.9 11.25 6.5748 9.66 0.066 1.644 9.4 2.9 11.333 6.6419 9.73 0.067 1.646 9.4 2.9 11.417 6.7094 9.8 0.068 1.649 9.5 2.9 11.5 6.7774 9.88 0.067 1.651 9.6 2.9 11.583 6.846 9.96 0.068 1.653 9.6 2.9 11.667 6.9151 10.04 0.069 1.656 9.7 2.9 11.75 6.9848 10.12 0.069 1.658 9.8 2.9 11.833 7.055 10.2 0.070 1.661 9.9 2.9 P:\ 620 - 1887 \Drainage \FloodRouting100.xls 19 of 36 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 25yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 4 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 11.917 7.1258 10.28 0.071 1.664 9.9 2.9 . 12 7.1972 10.37 0.071 1.666 10.0 2.9 12.083 7.2694 10.48 0.072 1.669 10.1 2.9 4 12.167 7.3428 10.65 0.073 1.673 10.2 3.0 12.25 7.4179 10.9 0.074 1.677 10.3 3.0 12.333 7.4948 11.17 0.076 1.682 10.4 3.0 12.417 7.573 11.36 0.078 1.687 10.6 3.0 12.5 7.6522 11.5 0.078 1.693 10.8 3.0 °" 12.583 7.7322 11.62 0.079 1.698 10.9 3.0 12.667 7.813 11.73 0.081 1.704 11.1 3.0 12.75 7.8946 11.85 0.081 1.708 11.3 3.0 .„ 12.833 7.977 11.97 0.082 1.713 11.5 3.0 12.917 8.0602 12.09 0.084 1.716 11.7 3.0 13 8.1443 12.21 0.083 1.720 11.8 3.0 13.083 8.2293 12.34 0.084 1.723 12.0 3.0 13.167 8.3152 12.47 0.086 1.726 12.1 3.0 13.25 8.4021 12.61 0.086 1.729 12.2 3.0 13.333 8.4899 12.76 0.087 1.732 12.4 3.0 13.417 8.5788 12.91 0.089 1.735 12.5 3.0 M 13.5 8.6688 13.07 0.089 1.739 12.7 3.0 13.583 8.7599 13.23 0.090 1.742 12.8 3.1 'A 13.667 8.8522 13.4 0.092 1.745 13.0 3.1 13.75 8.9457 13.58 0.093 1.749 13.1 3.1 - 13.833 9.0405 13.77 0.094 1.753 13.3 3.1 411 13.917 9.1367 13.96 0.096 1.756 13.5 3.1 14 9.2342 14.17 0.096 1.760 13.7 3.1 °° 14.083 9.3334 14.4 0.098 1.765 13.9 3.1 14.167 9.4348 14.72 0.101 1.770 14.1 3.1 14.25 9.5388 15.11 0.102 1.775 14.3 3.1 M 14.333 9.6458 15.54 0.105 1.782 14.6 3.1 14.417 9.7553 15.89 0.109 1.790 15.0 3.1 4" 14.5 9.867 16.22 0.110 1.797 15.3 3.1 14.583 9.9808 16.53 0.112 1.804 15.6 3.1 - 14.667 10.097 16.87 0.116 1.812 16.0 3.1 14.75 10.2156 17.21 0.117 1.819 16.3 3.2 14.833 10.3367 17.6 0.119 1.826 16.6 3.2 14.917 10.4607 18 0.124 1.834 17.0 3.2 Ai 15 10.5877 18.45 0.125 1.843 17.4 3.2 15.083 10.7181 18.93 0.128 1.852 17.8 3.2 - 15.167 10.8522 19.47 0.133 1.861 18.2 3.2 15.25 10.9903 20.06 0.136 1.872 18.7 3.2 15.333 11.1331 20.73 0.140 1.883 19.2 3.2 - 15.417 11.2799 21.32 0.146 1.896 19.8 3.3 15.5 11.4268 21.33 0.146 1.906 20.3 3.3 15.583 11.5697 20.76 0.144 1.912 20.5 3.3 15.667 11.7098 20.34 0.143 1.912 20.5 3.3 15.75 11.8544 21 0.142 1.913 20.6 3.3 aid 15.833 12.0108 22.71 0.150 1.922 21.0 3.3 ,. P:\ 620 - 1887 \Drainage \FloodRouting100.xls 20 of 36 12/20/2004 am ao . Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 ms 25yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth AN (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft - 15.917 12.1886 25.81 0.168 1.945 22.0 3.3 , 16 12.4153 32.92 0.201 1.995 24.3 3.4 16.083 12.7755 52.3 0.292 2.121 28.5 3.6 16.167 13.4312 95.2 0.512 2.435 32.0 4.0 16.25 14.315 128.34 0.767 2.982 38.1 4.6 16.333 15.1622 123.01 0.862 3.583 43.6 5.3 16.417 15.6979 77.78 0.697 3.978 46.6 5.7 16.5 16.0197 46.73 0.427 4.085 47.5 5.8 `" 16.583 16.2366 31.49 0.268 4.028 47.0 5.8 16.667 16.4091 25.05 0.196 3.898 46.0 5.6 16.75 16.5678 23.05 0.165 3.747 44.9 5.5 16.833 16.7133 21.13 0.152 3.590 43.6 5.3 16.917 16.8479 19.53 0.141 3.429 42.3 5.1 17 16.9735 18.25 0.130 3.268 40.9 5.0 17.083 17.0925 17.28 0.122 3.109 39.3 4.8 17.167 17.2061 16.5 0.117 2.953 37.8 4.6 . 17.25 17.3146 15.74 0.111 2.805 36.2 4.4 17.333 17.4182 15.05 0.106 2.662 34.6 4.3 17.417 17.5179 14.48 0.103 2.525 33.0 4.1 17.5 17.6144 14.01 0.098 2.396 31.5 3.9 17.583 17.7081 13.61 0.095 2.274 30.2 3.8 4 17.667 17.7994 13.25 0.093 2.158 28.9 3.6 17.75 17.8884 12.92 0.090 2.050 26.8 3.5 17.833 17.9753 12.62 0.088 1.954 22.4 3.3 .,, 17.917 18.0604 12.35 0.087 1.885 19.3 3.2 18 18.1437 12.09 0.084 1.836 17.1 3.2 18.083 18.2252 11.84 0.082 1.801 15.5 3.1 18.167 18.3046 11.53 0.081 1.775 14.3 3.1 18.25 18.3815 11.17 0.078 1.754 13.4 3.1 18.333 18.4559 10.8 0.075 1.738 12.6 3.0 18.417 18.5284 10.53 0.074 1.724 12.0 3.0 18.5 18.5994 10.31 0.071 1.713 11.5 3.0 18.583 18.6692 10.13 0.070 1.704 11.1 3.0 18.667 18.7378 9.96 0.070 1.697 10.9 3.0 18.75 18.8054 9.81 0.068 1.690 10.7 3.0 18.833 18.8719 9.66 0.067 1.684 10.5 3.0 18.917 18.9375 9.52 0.067 1.677 10.3 3.0 0 19 19.0022 9.39 0.065 1.671 10.1 3.0 19.083 19.066 9.27 0.064 1.666 10.0 2.9 19.167 19.129 9.15 0.064 1.660 9.8 2.9 19.25 19.1912 9.03 0.062 1.655 9.7 2.9 19.333 19.2526 8.92 0.062 1.650 9.5 2.9 19.417 19.3134 8.81 0.062 1.646 9.4 2.9 19.5 19.3734 8.71 0.060 1.641 9.3 2.9 19.583 19.4327 8.61 0.059 1.637 9.2 2.9 19.667 19.4913 8.52 0.059 1.633 9.0 2.9 19.75 19.5494 8.43 0.058 1.629 8.9 2.9 19.833 19.6068 8.34 0.058 1.625 8.8 2.9 P:\ 620 - 1887 \Drainage \FloodRouting100.xls 21 of 36 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # [ 620 -18871 Tract 16695/17165 04 25yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 19.917 19.6636 8.25 0.058 1.621 8.7 2.9 20 19.7199 8.17 0.056 1.618 8.6 2.9 20.083 19.7756 8.09 0.056 1.614 8.5 2.9 - 20.167 19.8308 8.01 0.056 1.611 8.4 2.9 20.25 19.8855 7.94 0.055 1.608 8.3 2.9 20.333 19.9396 7.86 0.054 1.605 8.3 2.9 20.417 19.9933 7.79 0.054 1.602 8.2 2.8 20.5 20.0465 7.72 0.053 1.599 8.1 2.8 20.583 20.0993 7.66 0.053 1.596 8.0 2.8 20.667 20.1516 7.59 0.053 1.594 7.9 2.8 20.75 20.2034 7.53 0.052 1.591 7.9 2.8 20.833 20.2548 7.47 0.051 1.589 7.8 2.8 20.917 20.3059 7.41 0.052 1.586 7.7 2.8 21 20.3565 7.35 0.051 1.584 7.7 2.8 21.083 20.4067 7.29 0.050 1.582 7.6 2.8 21.167 20.4566 7.24 0.050 1.579 7.5 2.8 21.25 20.506 7.18 0.049 1.577 7.5 2.8 21.333 20.5552 7.13 0.049 1.575 7.4 2.8 21.417 20.6039 7.08 0.049 1.573 7.3 2.8 21.5 20.6523 7.03 0.048 1.571 7.3 2.8 21.583 20.7004 6.98 0.048 1.569 7.2 2.8 21.667 20.7481 6.93 0.048 1.567 7.2 2.8 21.75 20.7956 6.88 0.047 1.565 7.1 2.8 21.833 20.8427 6.84 0.047 1.564 7.1 2.8 21.917 20.8895 6.79 0.047 1.562 7.0 2.8 22 20.9359 6.75 0.046 1.560 7.0 2.8 22.083 20.9821 6.71 0.046 1.558 6.9 2.8 22.167 21.028 6.66 0.046 1.557 6.9 2.8 22.25 21.0736 6.62 0.046 1.555 6.8 2.8 22.333 21.119 6.58 0.045 1.554 6.8 2.8 22.417 21.164 6.54 0.046 1.552 6.7 2.8 22.5 21.2088 6.5 0.045 1.550 6.7 2.8 22.583 21.2534 6.47 0.044 1.549 6.7 2.8 22.667 21.2976 6.43 0.045 1.548 6.6 2.8 4 22.75 21.3416 6.39 0.044 1.546 6.6 2.8 22.833 21.3854 6.36 0.044 1.545 6.5 2.8 22.917 21.4289 6.32 0.044 1.543 6.5 2.8 23 21.4722 6.28 0.043 1.542 6.5 2.8 23.083 21.5153 6.25 0.043 1.541 6.4 2.8 23.167 21.5581 6.22 0.043 1.539 6.4 2.8 23.25 21.6007 6.18 0.043 1.538 6.3 2.7 23.333 21.643 6.15 0.042 1.537 6.3 2.7 23.417 21.6852 6.12 0.043 1.536 6.3 2.7 23.5 21.7271 6.09 0.042 1.535 6.2 2.7 23.583 21.7688 6.06 0.042 1.533 6.2 2.7 23.667 21.8104 6.03 0.042 1.532 6.2 2.7 23.75 21.8517 6 0.041 1.531 6.1 2.7 23.833 21.8928 5.97 0.041 1.530 6.1 2.7 i P:1 620 - 1887 \Drainage \FloodRouting100.xls 22 of 36 12/20/2004 01 Date 12/14/04 DETENTION BASIN ROUTING Job # I 620 -18871 Tract 16695/17165 25yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 23.917 21.9337 5.94 0.041 1.529 6.1 2.7 24 21.9744 5.91 0.041 1.528 6.1 2.7 24.083 22.0138 5.73 0.040 1.526 6.0 2.7 24.167 22.0471 4.84 0.037 1.521 5.9 2.7 24.25 22.0695 3.24 0.028 1.509 5.5 2.7 24.333 22.0802 1.56 0.016 1.487 4.9 2.7 ri 24.417 22.0847 0.65 0.008 1.461 4.1 2.6 24.5 22.0864 0.26 0.003 1.436 3.4 2.6 ,4 24.583 22.0872 0.11 0.001 1.414 2.8 2.6 24.667 22.0876 0.06 0.001 1.395 2.3 2.5 24.75 22.0878 0.03 0.000 1.380 1.8 2.5 .:4 24.833 22.0879 0.01 0.000 1.367 1.7 2.5 24.917 22.0879 0 0.000 1.356 1.7 2.5 g M x P:1 620 - 1887 1Drainage \FloodRouting100.xls 23 of 36 12/20/2004 s I . I . $ 3 i S is # I i . r 4 5 J w Detention Basin Inflow Hydrograph Hydrograph -25yr 24hr 140 25 123.01 • 120 — 20 II 100 - e a •1 I — 15 80 v Volume (ac -ft) a II 60 1 i a -- 10 1* I i l • " ". Inflow (cfs) 1 40 to a 1 i -- -- 'm iii Outflow cfs r/ * Total Volume r t ► ... "."" Effective Storage 20 , 1 i • 0 - is * * *r* - 0 ■ 0 5 10 15 20 25 30 Time (hrs) - ' : \FloodRouting100.xls 24 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # f 620 -1887 Tract 16695/17165 100yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft Total / Max 25.085 31.62 168.53 1.13 5.29 55.05 7.03 0.000 0.000 0.0 0.0 0.083 0.0016 0.23 0.001 0.001 0.0 0.0 - 0.167 0.012 1.52 0.006 0.007 0.0 0.0 0.25 0.0386 3.87 0.018 0.025 0.0 0.1 0.333 0.0824 6.36 0.035 0.060 0.1 0.1 0.417 0.1356 7.72 0.049 0.108 0.2 0.2 0.5 0.1928 8.31 0.055 0.162 0.3 0.3 0.583 0.2517 8.55 0.058 0.218 0.3 0.5 0.667 0.3112 8.64 0.060 0.276 0.4 0.6 0.75 0.3712 8.7 0.059 0.332 0.5 0.7 0.833 0.4314 8.75 0.060 0.388 0.6 0.8 0.917 0.4919 8.79 0.061 0.445 0.7 0.9 1 0.5526 8.81 0.060 0.501 0.8 1.0 1.083 0.6134 8.83 0.061 0.556 0.9 1.1 1.167 0.6744 8.85 0.061 0.611 0.9 1.2 1.25 0.7355 8.87 0.061 0.666 1.0 1.3 1.333 0.7967 8.89 0.061 0.720 1.1 1.4 1.417 0.8581 8.91 0.062 0.774 1.2 1.5 1.5 0.9196 8.93 0.061 0.827 1.2 1.6 1.583 0.9813 8.96 0.061 0.880 1.3 1.7 1.667 1.0432 8.98 0.062 0.934 1.3 1.8 1.75 1.1051 9 0.062 0.986 1.4 1.9 1.833 1.1673 9.02 0.062 1.039 1.4 2.0 1.917 1.2296 9.04 0.063 1.092 1.5 2.1 2 1.292 9.07 0.062 1.144 1.5 2.1 2.083 1.3546 9.09 0.062 1.196 1.5 2.2 2.167 1.4173 9.11 0.063 1.248 1.6 2.3 2.25 1.4803 9.13 0.063 1.300 1.6 2.4 2.333 1.5433 9.16 0.063 1.351 1.7 2.5 2.417 1.6065 9.18 0.064 1.403 2.5 2.5 “Y' 2.5 1.6699 9.2 0.063 1.449 3.8 2.6 - 2.583 1.7335 9.23 0.063 1.486 4.9 2.7 2.667 1.7972 9.25 0.064 1.517 5.7 2.7 2.75 1.8611 9.28 0.064 1.541 6.4 2.8 2.833 1.9251 9.3 0.064 1.561 7.0 2.8 2.917 1.9893 9.32 0.065 1.577 7.4 2.8 . 3 2.0537 9.35 0.064 1.590 7.8 2.8 3.083 2.1183 9.37 0.064 1.600 8.1 2.8 3.167 2.183 9.4 0.065 1.609 8.4 2.9 3.25 2.2479 9.42 0.065 1.616 8.6 2.9 3.333 2.313 9.45 0.065 1.622 8.7 2.9 3.417 2.3783 9.48 0.066 1.627 8.9 2.9 3.5 2.4437 9.5 0.065 1.631 9.0 2.9 "' 3.583 2.5094 9.53 0.065 1.635 9.1 2.9 3.667 2.5752 9.56 0.066 1.638 9.2 2.9 3.75 2.6411 9.58 0.066 1.640 9.3 2.9 ..- 3.833 2.7073 9.61 0.066 1.643 9.3 2.9 P :\ 620 - 1887 \Drainage \FloodRouting100.xls 25 of 36 12/20/2004 IA 4 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 1 6695/1 71 65 100yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 3.917 2.7737 9.64 0.067 1.645 9.4 2.9 to 4 2.8403 9.66 0.066 1.646 9.4 2.9 4.083 2.907 9.69 0.066 1.648 9.5 2.9 4.167 2.9739 9.72 0.067 1.650 9.5 2.9 4.25 3.0411 9.75 0.067 1.651 9.6 2.9 4.333 3.1084 9.78 0.067 1.652 9.6 2.9 4.417 3.176 9.81 0.068 1.654 9.6 2.9 4.5 3.2437 9.84 0.067 1.655 9.7 2.9 4.583 3.3116 9.87 0.068 1.656 9.7 2.9 4.667 3.3798 9.9 0.069 1.657 9.7 2.9 4.75 3.4481 9.93 0.068 1.658 9.8 2.9 4.833 3.5167 9.96 0.068 1.660 9.8 2.9 4.917 3.5855 9.99 0.069 1.661 9.8 2.9 5 3.6545 10.02 0.069 1.662 9.9 2.9 ,, 5.083 3.7237 10.05 0.069 1.663 9.9 2.9 5.167 3.7931 10.08 0.070 1.664 9.9 2.9 5.25 3.8628 10.11 0.069 1.665 10.0 2.9 5.333 3.9326 10.15 0.069 1.666 10.0 2.9 5.417 4.0027 10.18 0.071 1.667 10.0 2.9 5.5 4.0731 10.21 0.070 1.668 10.1 2.9 5.583 4.1436 10.25 0.070 1.670 10.1 2.9 5.667 4.2144 10.28 0.071 1.671 10.1 3.0 5.75 4.2855 10.31 0.071 1.672 10.2 3.0 5.833 4.3567 10.35 0.071 1.673 10.2 3.0 5.917 4.4283 10.38 0.072 1.674 10.2 3.0 6 4.5 10.42 0.071 1.675 10.3 3.0 6.083 4.572 10.45 0.072 1.677 10.3 3.0 ..,, 6.167 4.6443 10.49 0.073 1.678 10.3 3.0 6.25 4.7168 10.53 0.072 1.679 10.4 3.0 - 6.333 4.7895 10.57 0.072 1.680 10.4 3.0 6.417 4.8626 10.6 0.073 1.681 10.4 3.0 6.5 4.9359 10.64 0.073 1.683 10.5 3.0 6.583 5.0094 10.68 0.073 1.684 10.5 3.0 6.667 5.0832 10.72 0.074 1.685 10.5 3.0 4 6.75 5.1573 10.76 0.074 1.687 10.6 3.0 6.833 5.2317 10.8 0.074 1.688 10.6 3.0 6.917 5.3063 10.84 0.075 1.689 10.7 3.0 7 5.3813 10.88 0.074 1.691 10.7 3.0 7.083 5.4565 10.92 0.075 1.692 10.7 3.0 " 7.167 5.532 10.96 0.076 1.693 10.8 3.0 7.25 5.6078 11.01 0.075 1.695 10.8 3.0 7.333 5.6839 11.05 0.076 1.696 10.9 3.0 7.417 5.7603 11.09 0.077 1.698 10.9 3.0 ,r 7.5 5.837 11.14 0.076 1.699 10.9 3.0 7.583 5.914 11.18 0.077 1.701 11.0 3.0 7.667 5.9914 11.23 0.078 1.702 11.0 3.0 7.75 6.069 11.27 0.077 1.704 11.1 3.0 7.833 6.147 11.32 0.077 1.705 11.2 3.0 P:\ 620 - 1887 \Drainage \FloodRouting100.xls 26 of 36 12/20/2004 o Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 100yr 24hr - Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth '" (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 7.917 6.2253 11.37 0.079 1.706 11.2 3.0 a 8 6.3039 11.42 0.078 1.708 11.3 3.0 8.083 6.3829 11.47 0.079 1.709 11.3 3.0 8.167 6.4622 11.52 0.080 1.710 11.4 3.0 8.25 6.5419 11.57 0.079 1.711 11.4 3.0 8.333 6.6219 11.62 0.080 1.712 11.5 3.0 8.417 6.7022 11.67 0.081 1.713 11.5 3.0 8.5 6.783 11.72 0.080 1.715 11.6 3.0 8.583 6.8641 11.78 0.081 1.716 11.6 3.0 . 8.667 6.9456 11.83 0.082 1,717 11.7 3.0 8.75 7.0274 11.89 0.081 1.718 11.7 3.0 8.833 7.1097 11.94 0.082 1.719 11.8 3.0 8.917 7.1923 12 0.083 1.721 11.9 3.0 9 7.2753 12.06 0.083 1.722 11.9 3.0 9.083 7.3588 12.11 0.083 1.723 12.0 3.0 9.167 7.4426 12.18 0.084 1.724 12.0 3.0 9.25 7.5269 12.24 0.084 1.726 12.1 3.0 9.333 7.6116 12.3 0.084 1.727 12.1 3.0 9.417 7.6967 12.36 0.086 1.728 12.2 3.0 9.5 7.7823 12.42 0.085 1.730 12.3 3.0 9.583 7.8683 12.49 0.085 1.731 12.3 3.0 9.667 7.9548 12.56 0.087 1.732 12.4 3.0 9.75 8.0417 12.62 0.086 1.734 12.4 3.0 9.833 8.1291 12.69 0.087 1.735 12.5 3.0 9.917 8.217 12.76 0.088 1.737 12.6 3.0 10 8.3054 12.83 0.088 1.738 12.6 3.0 10.083 8.3943 12.91 0.088 1.740 12.7 3.0 10.167 8.4837 12.98 0.090 1.741 12.8 3.1 10.25 8.5736 13.06 0.089 1.743 12.9 3.1 10.333 8.664 13.13 0.090 1.744 12.9 3.1 10.417 8.755 13.21 0.091 1.746 13.0 3.1 10.5 8.8466 13.29 0.091 1.748 13.1 3.1 - 10.583 8.9387 13.37 0.091 1.749 13.2 3.1 10.667 9.0313 13.46 0.093 1.751 13.2 3.1 10.75 9.1246 13.54 0.093 1.753 13.3 3.1 10.833 9.2185 13.63 0.093 1.755 13.4 3.1 10.917 9.3129 13.72 0.095 1.757 13.5 3.1 ,m 11 9.408 13.81 0.094 1.759 13.6 3.1 11.083 9.5038 13.9 0.095 1.760 13.7 3.1 11.167 9.6002 14 0.097 1.762 13.8 3.1 vit 11.25 9.6973 14.09 0.096 1.764 13.8 3.1 11.333 9.795 14.2 0.097 1.767 13.9 3.1 11.417 9.8935 14.3 0.099 1.769 14.0 3.1 „. 11.5 9.9927 14.4 0.098 1.771 14.1 3.1 11.583 10.0926 14.51 0.099 1.773 14.2 3.1 11.667 10.1933 14.62 0.101 1.775 14.3 3.1 11.75 10.2948 14.73 0.101 1.778 14.4 3.1 11.833 10.397 14.85 0.101 1.780 14.6 3.1 AO P:1 620 - 18871 Drainage 1FloodRouting100.xls 27 of 36 12/20/2004 ito Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 m Tract 1 6695/1 71 65 100yr 24hr , Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft - 11.917 10.5001 14.97 0.104 1.783 14.7 3.1 12 10.604 15.09 0.103 1.785 14.8 3.1 12.083 10.7089 15.23 0.104 1.788 14.9 3.1 12.167 10.8154 15.46 0.107 1.791 15.0 3.1 12.25 10.9239 15.76 0.107 1.795 15.2 3.1 12.333 11.0346 16.08 0.109 1.800 15.4 3.1 12.417 11.147 16.32 0.112 1.805 15.7 3.1 12.5 11.2607 16.5 0.113 1.810 15.9 3.1 of 12.583 11.3754 16.66 0.114 1.815 16.1 3.1 -, 12.667 11.4913 16.82 0.116 1.819 16.3 3.2 12.75 11.6083 16.98 0.116 1.823 16.5 3.2 12.833 11.7264 17.15 0.117 1.827 16.7 3.2 12.917 11.8456 17.32 0.120 1.831 16.8 3.2 13 11.9661 17.49 0.119 1.835 17.0 3.2 _., 13.083 12.0878 17.67 0.121 1.838 17.2 3.2 13.167 12.2108 17.86 0.123 1.842 17.4 3.2 13.25 12.3351 18.05 0.123 1.846 17.6 3.2 13.333 12.4609 18.26 0.125 1.851 17.7 3.2 13.417 12.588 18.46 0.127 1.855 17.9 3.2 13.5 12.7167 18.68 0.127 1.859 18.1 3.2 13.583 12.8469 18.91 0.129 1.864 18.3 3.2 x 13.667 12.9788 19.15 0.132 1.869 18.6 3.2 13.75 13.1124 19.4 0.132 1.873 18.8 3.2 13.833 13.2478 19.66 0.134 1.879 19.0 3.2 ,, g 13.917 13.385 19.93 0.137 1.884 19.3 3.2 14 13.5243 20.22 0.138 1.890 19.5 3.2 14.083 13.6657 20.53 0.140 1.896 19.8 3.3 Ai 14.167 13.8099 20.94 0.144 1.902 20.1 3.3 14.25 13.9576 21.44 0.145 1.910 20.4 3.3 14.333 14.1088 21.97 0.149 1.919 20.8 3.3 14.417 14.2633 22.43 0.154 1.928 21.3 3.3 14.5 14.4208 22.87 0.155 1.938 21.7 3.3 ... 14.583 14.5813 23.3 0.158 1.947 22.1 3.3 14.667 14.7449 23.76 0.163 1.957 22.6 3.3 AV 14.75 14.9119 24.25 0.165 1.967 23.0 3.4 14.833 15.0826 24.78 0.168 1.977 23.5 3.4 14.917 15.2571 25.34 0.174 1.988 24.0 3.4 co) 15 15.4359 25.96 0.176 2.000 24.5 3.4 15.083 15.6193 26.63 0.180 2.012 25.1 3.4 15.167 15.8079 27.38 0.187 2.026 25.7 3.4 .04 15.25 16.0021 28.2 0.191 2.040 26.3 3.5 15.333 16.2027 29.13 0.197 2.056 27.1 3.5 - 15.417 16.4091 29.96 0.205 2.073 27.8 3.5 15.5 16.6158 30.02 0.206 2.088 28.1 3.5 go 15.583 16.8176 29.31 0.203 2.099 28.2 3.5 ,k 15.667 17.0161 28.81 0.202 2.104 28.3 3.5 15.75 17.221 29.75 0.201 2.111 28.4 3.5 15.833 17.4422 32.12 0.212 2.129 28.6 3.6 P: 1620 - 1887 1Drainage \FloodRouting100.xls 28 of 36 12/20/2004 mo Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 100yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 15.917 17.6944 36.62 0.239 2.169 29.0 3.6 AN 16 18.0171 46.86 0.286 2.256 30.0 3.7 16.083 18.518 72.72 0.410 2.461 32.3 4.0 16.167 19.3936 127.14 0.694 2.930 37.5 4.6 Att 16.25 20.5543 168.53 1.014 3.687 44.4 5.4 16.333 21.665 161.28 1.131 4.514 50.3 6.3 - 16.417 22.3801 103.83 0.920 5.084 53.9 6.8 16.5 22.8178 63.56 0.574 5.289 55.0 7.0 16.583 23.1179 43.58 0.367 5.279 55.0 7.0 16.667 23.3592 35.03 0.273 5.170 54.4 6.9 16.75 23.581 32.21 0.231 5.028 53.5 6.8 T4 16.833 23.7848 29.6 0.212 4.872 52.6 6.6 16.917 23.9737 27.42 0.198 4.705 51.6 6.5 17 24.1505 25.67 0.182 4.533 50.5 6.3 .a0 17.083 24.3181 24.34 0.172 4.359 49.4 6.1 17.167 24.4785 23.29 0.165 4.181 48.2 6.0 - 17.25 24.6321 22.29 0.156 4.007 46.9 5.8 17.333 24.7793 21.38 0.150 3.836 45.6 5.6 17.417 24.9214 20.63 0.146 3.665 44.2 5.4 - 17.5 25.059 19.99 0.139 3.501 42.9 5.2 17.583 25.1929 19.43 0.135 3.342 41.6 5.1 17.667 25.3233 18.94 0.133 3.186 40.1 4.9 17.75 25.4506 18.48 0.128 3.040 38.6 4.7 17.833 25.5751 18.07 0.125 2.900 37.2 4.5 , a0 17.917 25.6968 17.68 0.124 2.766 35.7 4.4 18 25.8162 17.33 0.120 2.640 34.3 4.2 "° 18.083 25.9331 16.98 0.118 2.523 33.0 4.1 18.167 26.0472 16.57 0.116 2.410 31.7 3.9 18.25 26.1582 16.11 0.112 2.305 30.5 3.8 18.333 26.266 15.65 0.109 2.204 29.4 3.7 18.417 26.3712 15.29 0.107 2.108 28.3 3.5 18.5 26.4745 15 0.104 2.017 25.3 3.4 18.583 26.5761 14.75 0.102 1.946 22.1 3.3 18.667 26.6761 14.52 0.102 1.894 19.7 3.3 18.75 26.7746 14.3 0.099 1.858 18.1 3.2 18.833 26.8717 14.1 0.097 1.831 16.9 3.2 18.917 26.9674 13.9 0.097 1.811 16.0 3.1 19 27.0619 13.72 0.095 1.797 15.3 3.1 19.083 27.1552 13.54 0.093 1.785 14.8 3.1 19.167 27.2473 13.37 0.093 1.776 14.4 3.1 19.25 27.3383 13.21 0.091 1.769 14.0 3.1 19.333 27.4282 13.06 0.090 1.762 13.8 3.1 19.417 27.5171 12.91 0.090 1.757 13.5 3.1 19.5 27.605 12.76 0.088 1.753 13.3 3.1 19.583 27.6919 12.62 0.087 1.748 13.1 3.1 19.667 27.7779 12.49 0.087 1.744 12.9 3.1 19.75 27.863 12.36 0.085 1.741 12.8 3.1 19.833 27.9473 12.24 0.084 1.738 12.6 3.0 P:1 620 - 1887 1Drainage \FloodRouting100.xls 29 of 36 12/20/2004 0 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -1887 Tract 16695/17165 100yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 4 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft - 19.917 28.0307 12.11 0.085 1.735 12.5 3.0 4 20 28.1133 12 0.083 1.732 12.4 3.0 20.083 28.1952 11.88 0.082 1.729 12.2 3.0 - 20.167 28.2763 11.77 0.082 1.726 12.1 3.0 20.25 28.3567 11.67 0.080 1.723 12.0 3.0 20.333 28.4363 11.57 0.080 1.721 11.9 3.0 20.417 28.5153 11.47 0.080 1.718 11.8 3.0 20.5 28.5936 11.37 0.078 1.716 11.7 3.0 20.583 28.6712 11.27 0.078 1.714 11.5 3.0 20.667 28.7482 11.18 0.078 1.712 11.4 3.0 20.75 28.8246 11.09 0.076 1.709 11.4 3.0 20.833 28.9004 11.01 0.076 1.707 11.3 3.0 20.917 28.9756 10.92 0.076 1.705 11.2 3.0 21 29.0503 10.84 0.075 1.703 11.1 3.0 21.083 29.1243 10.76 0.074 1.702 11.0 3.0 21.167 29.1979 10.68 0.074 1.700 11.0 3.0 21.25 29.2709 10.6 0.073 1.697 10.9 3.0 21.333 29.3434 10.53 0.072 1.695 10.8 3.0 Ati 21.417 29.4154 10.45 0.073 1.693 10.8 3.0 .. 21.5 29.4869 10.38 0.071 1.690 10.7 3.0 21.583 29.5579 10.31 0.071 1.688 10.6 3.0 i 21.667 29.6285 10.24 0.071 1.686 10.6 3.0 21.75 29.6986 10.18 0.070 1.683 10.5 3.0 21.833 29.7682 10.11 0.070 1.681 10.4 3.0 21.917 29.8374 10.05 0.070 1.678 10.4 3.0 22 29.9062 9.99 0.069 1.676 10.3 3.0 22.083 29.9745 9.92 0.068 1.674 10.2 3.0 . 22.167 30.0425 9.86 0.069 1.672 10.2 3.0 22.25 30.11 9.8 0.067 1.669 10.1 2.9 - 22.333 30.1771 9.75 0.067 1.667 10.0 2.9 22.417 30.2439 9.69 0.067 1.665 10.0 2.9 22.5 30.3102 9.64 0.066 1.663 9.9 2.9 - 22.583 30.3762 9.58 0.066 1.661 9.9 2.9 22.667 30.4418 9.53 0.066 1.659 9.8 2.9 22.75 30.5071 9.47 0.065 1.657 9.7 2.9 22.833 30.572 9.42 0.065 1.655 9.7 2.9 22.917 30.6365 9.37 0.065 1.653 9.6 2.9 23 30.7007 9.32 0.064 1.651 9.6 2.9 23.083 30.7646 9.27 0.064 1.649 9.5 2.9 '"' 23.167 30.8281 9.23 0.064 1.647 9.5 2.9 Ai 23.25 30.8914 9.18 0.063 1.646 9.4 2.9 23.333 30.9543 9.13 0.063 1.644 9.4 2.9 - 23.417 31.0168 9.09 0.063 1.642 9.3 2.9 vi 23.5 31.0791 9.04 0.062 1.640 9.3 2.9 23.583 31.1411 9 0.062 1.639 9.2 2.9 23.667 31.2028 8.96 0.062 1.637 9.2 2.9 23.75 31.2642 8.91 0.061 1.635 9.1 2.9 23.833 31.3253 8.87 0.061 1.634 9.1 2.9 P:1 620 - 1887 1Drainage \FloodRouting100.xls 30 of 36 12/20/2004 loo Date 12/14/04 DETENTION BASIN ROUTING Job # ( 620 -1887( Tract 16695/17165 100yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth °° (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft • 23.917 31.3861 8.83 0.061 1.632 9.0 2.9 24 31.4466 8.79 0.060 1.631 9.0 2.9 24.083 31.5053 8.52 0.059 1.628 8.9 2.9 24.167 31.5548 7.2 0.055 1.621 8.7 2.9 24.25 31.588 4.82 0.041 1.602 8.2 2.8 24.333 31.604 2.32 0.024 1.571 7.3 2.8 - 24.417 31.6107 0.97 0.011 1.532 6.2 2.7 24.5 31.6133 0.38 0.005 1.494 5.1 2.7 24.583 31.6144 0.16 0.002 1.461 4.1 2.6 m 24.667 31.615 0.09 0.001 1.433 3.3 2.6 24.75 31.6153 0.05 0.000 1.411 2.7 2.6 4 24.833 31.6155 0.02 0.000 1.392 2.2 2.5 24.917 31.6155 0 0.000 1.377 1.8 2.5 25.001 0.000 1.365 1.7 2.5 25.085 0.000 1.353 1.7 2.5 25.169 0.000 1.342 1.6 2.5 25.253 0.000 1.331 1.6 2.4 25.337 0.000 1.319 1.6 2.4 25.421 0.000 1.308 1.6 2.4 25.505 0.000 1.297 1.6 2.4 25.589 0.000 1.285 1.6 2.4 25.673 0.000 1.274 1.6 2.3 25.757 0.000 1.263 1.6 2.3 25.841 0.000 1.252 1.6 2.3 25.925 0.000 1.241 1.6 2.3 26.009 0.000 1.230 1.6 2.3 °' 26.093 0.000 1.219 1.6 2.3 26.177 0.000 1.208 1.6 2.2 26.261 0.000 1.197 1.5 2.2 26.345 0.000 1.187 1.5 2.2 iii 26.429 0.000 1.176 1.5 2.2 26.513 0.000 1.165 1.5 2.2 26.597 0.000 1.155 1.5 2.2 26.681 0.000 1.144 1.5 2.1 40" 26.765 0.000 1.134 1.5 2.1 26.849 0.000 1.123 1.5 2.1 26.933 0.000 1.113 1.5 2.1 A. 27.017 0.000 1.103 1.5 2.1 27.101 0.000 1.093 1.5 2.1 27.185 0.000 1.082 1.5 2.1 27.269 0.000 1.072 1.5 2.0 27.353 0.000 1.062 1.4 2.0 - 27.437 0.000 1.052 1.4 2.0 27.521 0.000 1.042 1.4 2.0 27.605 0.000 1.032 1.4 2.0 27.689 0.000 1.022 1.4 2.0 27.773 0.000 1.013 1.4 1.9 27.857 0.000 1.003 1.4 1.9 P:\ 620 - 1887 \Drainage \FloodRouting100.xls 31 of 36 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # 1 620 -18871 Tract 16695/17165 lOOyr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 0 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 27.941 0.000 0.993 1.4 1.9 28.025 0.000 0.984 1.4 1.9 28.109 0.000 0.974 1.4 1.9 28.193 0.000 0.965 1.3 1.9 28.277 0.000 0.955 1.3 1.8 28.361 0.000 0.946 1.3 1.8 28.445 0.000 0.937 1.3 1.8 28.529 0.000 0.928 1.3 1.8 28.613 0.000 0.919 1.3 1.8 M 28.697 0.000 0.910 1.3 1.8 28.781 0.000 0.901 1.3 1.7 :4 28.865 0.000 0.892 1.3 1.7 28.949 0.000 0.883 1.3 1.7 29.033 0.000 0.874 1.3 1.7 29.117 0.000 0.865 1.2 1.7 29.201 0.000 0.857 1.2 1.7 29.285 0.000 0.848 1.2 1.7 29.369 0.000 0.840 1.2 1.6 Ai 29.453 0.000 0.831 1.2 1.6 29.537 0.000 0.823 1.2 1.6 29.621 0.000 0.814 1.2 1.6 29.705 0.000 0.806 1.2 1.6 29.789 0.000 0.798 1.2 1.6 29.873 0.000 0.790 1.2 1.5 29.957 0.000 0.781 1.2 1.5 30.041 0.000 0.773 1.2 1.5 30.125 0.000 0.765 1.1 1.5 30.209 0.000 0.757 1.1 1.5 At 30.293 0.000 0.750 1.1 1.5 - . 30.377 0.000 0.742 1.1 1.5 30.461 0.000 0.734 1.1 1.4 30.545 0.000 0.726 1.1 1.4 - 30.629 0.000 0.719 1.1 1.4 30.713 0.000 0.711 1.1 1.4 ' 30.797 0.000 0.704 1.1 1.4 30.881 0.000 0.697 1.1 1.4 30.965 0.000 0.689 1.0 1.4 al 31.049 0.000 0.682 1.0 1.4 31.133 0.000 0.675 1.0 1.3 `" 31.217 0.000 0.668 1.0 1.3 31.301 0.000 0.661 1.0 1.3 31.385 0.000 0.654 1.0 1.3 31.469 0.000 0.647 1.0 1.3 31.553 0.000 0.640 1.0 1.3 31.637 0.000 0.633 1.0 1.3 31.721 0.000 0.627 1.0 1.3 31.805 0.000 0.620 0.9 1.2 =,4 31.889 0.000 0.614 0.9 1.2 P: \620 -1887 \Drainage \FloodRouting100.xis 32 of 36 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # I 620 -1887] Tract 16695/17165 .. 100yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 31.973 0.000 0.607 0.9 1.2 40 32.057 0.000 0.601 0.9 1.2 32.141 0.000 0.594 0.9 1.2 32.225 0.000 0.588 0.9 1.2 32.309 0.000 0.582 0.9 1.2 32.393 0.000 0.575 0.9 1.2 - 32.477 0.000 0.569 0.9 1.2 32.561 0.000 0.563 0.9 1.1 32.645 0.000 0.557 0.9 1.1 32.729 0.000 0.551 0.8 1.1 32.813 0.000 0.545 0.8 1.1 ,S 32.897 0.000 0.540 0.8 1.1 32.981 0.000 0.534 0.8 1.1 33.065 0.000 0.528 0.8 1.1 33.149 0.000 0.522 0.8 1.1 33.233 0.000 0.517 0.8 1.1 33.317 0.000 0.511 0.8 1.1 33.401 0.000 0.506 0.8 1.0 *a 33.485 0.000 0.500 0.8 1.0 33.569 0.000 0.495 0.8 1.0 33.653 0.000 0.490 0.8 1.0 33.737 0.000 0.484 0.8 1.0 33.821 0.000 0.479 0.7 1.0 33.905 0.000 0.474 0.7 1.0 33.989 0.000 0.469 0.7 1.0 34.073 0.000 0.464 0.7 1.0 34.157 0.000 0.459 0.7 1.0 ; 4 34.241 0.000 0.454 0.7 0.9 34.325 0.000 0.449 0.7 0.9 34.409 0.000 0.444 0.7 0.9 34.493 0.000 0.439 0.7 0.9 34.577 0.000 0.434 0.7 0.9 34.661 0.000 0.430 0.7 0.9 34.745 0.000 0.425 0.7 0.9 IA 34.829 0.000 0.420 0.7 0.9 34.913 0.000 0.416 0.6 0.9 .34.997 0.000 0.411 0.6 0.9 35.081 0.000 0.407 0.6 0.8 35.165 0.000 0.402 0.6 0.8 35.249 0.000 0.398 0.6 0.8 35.333 0.000 0.394 0.6 0.8 Aii 35.417 0.000 0.389 0.6 0.8 .. 35.501 0.000 0.385 0.6 0.8 35.585 0.000 0.381 0.6 0.8 35.669 0.000 0.377 0.6 0.8 35.753 0.000 0.373 0.6 0.8 35.837 0.000 0.369 0.6 0.8 35.921 0.000 0.365 0.6 0.8 P: \620- 1887 \Drainage \FloodRouting100.xls 33 of 36 12/20/2004 Al a Date 12/14/04 DETENTION BASIN ROUTING Job # 620-18871 Tract 16695/17165 At 1OOyr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth 4 (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 36.005 0.000 0.361 0.6 0.8 ak 36.089 0.000 0.357 0.6 0.7 36.173 0.000 0.353 0.6 0.7 36.257 0.000 0.349 0.5 0.7 36.341 0.000 0.345 0.5 0.7 36.425 0.000 0.342 0.5 0.7 36.509 0.000 0.338 0.5 0.7 36.593 0.000 0.334 0.5 0.7 36.677 0.000 0.331 0.5 0.7 36.761 0.000 0.327 0.5 0.7 36.845 0.000 0.324 0.5 0.7 36.929 0.000 0.320 0.5 0.7 37.013 0.000 0.317 0.5 0.7 37.097 0.000 0.313 0.5 0.7 37.181 0.000 0.310 0.5 0.6 37.265 0.000 0.306 0.5 0.6 a 37.349 0.000 0.303 0.5 0.6 37.433 0.000 0.300 0.5 0.6 44 37.517 0.000 0.297 0.5 0.6 37.601 0.000 0.293 0.5 0.6 37.685 0.000 0.290 0.5 0.6 44 37.769 0.000 0.287 0.4 0.6 37.853 0.000 0.284 0.4 0.6 - 37.937 0.000 0.281 0.4 0.6 • : 3 38.021 0.000 0.278 0.4 0.6 38.105 0.000 0.275 0.4 0.6 - 38.189 0.000 0.272 0.4 0.6 38.273 0.000 0.269 0.4 0.6 38.357 0.000 0.266 0.4 0.6 - 38.441 0.000 0.263 0.4 0.5 38.525 0.000 0.260 0.4 0.5 38.609 0.000 0.257 0.4 0.5 38.693 0.000 0.255 0.4 0.5 38.777 0.000 0.252 0.4 0.5 4 38.861 0.000 0.249 0.4 0.5 38.945 0.000 0.246 0.4 0.5 39.029 0.000 0.244 0.4 0.5 39.113 0.000 0.241 0.4 0.5 39.197 0.000 0.239 0.4 0.5 - 39.281 0.000 0.236 0.4 0.5 39.365 0.000 0.233 0.4 0.5 39.449 0.000 0.231 0.4 0.5 - 39.533 0.000 0.228 0.4 0.5 39.617 0.000 0.226 0.4 0.5 4, 39.701 0.000 0.223 0.3 0.5 39.785 0.000 0.221 0.3 0.5 39.869 0.000 0.219 0.3 0.5 39.953 0.000 0.216 0.3 0.5 P:\ 620 - 1887 \Drainage\FloodRouting100.xIs 34 of 36 12/20/2004 Date 12/14/04 DETENTION BASIN ROUTING Job # , 620 -18871 Tract 1 6695/1 71 65 1ODyr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac-ft) (cfs) ac -ft ac -ft cfs ft 40.037 0.000 0.214 0.3 0.4 40.121 0.000 0.212 0.3 0.4 40.205 0.000 0.209 0.3 0.4 40.289 0.000 0.207 0.3 0.4 40.373 0.000 0.205 0.3 0.4 s a P:\ 620 - 1887 \Drainage \FloodRouting100.xls 35 of 36 12/20/2004 4 i 4 i 4 i 4 k I a I i t at ,4 a 4 a i a I, Detention Basin Inflow Hydrograph Hydrograph -?UQyr 24hr 180 - 35 r 160 0 30 0 M 140 — 1 1I - 25 120 - - - - -- — H — - 1 100 –2a u Volume (ac -ft) a a 1 80 1 1 15 i t is 60 - a 1 1 – 10 ‘ii 40 — I r � I I * I 11 „il I • tom - 5 20 b k 1 _ _ _ _ 0 - Inflow (cfs) *" �' - .. .. 0.00.0.0•00000000.0 ,...,, 0. """ " " *' ...r:.00,,,� Outflow cfs i i + Total Volume 0 -. rr.rr in ■ ' ' .**1 I w� Effective Storage 0 5 10 15 20 25 _ Time (hrs) --- - 10 nuting100.XIS 36 12/20/2004 STREET FLOW DEPTH CATCH BASIN SIZING CALCULATIONS 10/25/04 D -1 MADOLE & ASSOCIATES, INC. Job 620 -1887 - TR 16995 Civil Engineers -Land Surveyors- Planners Sheet No. of 760 S . Rochester Avenue Calculated by: ATS Date 10/20/04 Ontario, CA 91761 Checked by: Date 909 - 937 -9151 Fax 937 -9152 Scale nts a4 STREET FLOW DEPTH AND CATCH BASIN SIZING CALCULATIONS :> Description: TRACT 16695 Half- street flow depth: 0.47 Location / Description Slopes Street Flow Inlet Flow CB / Section Section Street Prkwy/ Hydrology Carry- Total * *CB W W (if Carry- _* Sect. Ref* Type (0 =Sump) Cross Drvwy Q over Q Q Depth Type (all) different) Q In over Q to CB 1 n Al "Street" 0.0050 0.02 0.02 10.4 8.3 18.7 0.61 * Flow exceeds crown, merge flows 2n Al "Street" 0.0050 0.02 0.02 15.7 0.0 15.7 0.58 * Flow exceeds crown, merge flows 1 Al "Street" 0.0050 0.02 0.02 17.2 0.0 17.2 0.59 CIF 33 28 16.7 0.6 fit 2 Al "Street" 0.0050 0.02 0.02 17.2 0.0 17.2 0.59 CIF 33 21 14.5 2.7 -• 3 Al "Street" 0.0200 13.9 0.0 13.9 0.5 CIS 6 13.9 0.0 4n Al "Street" 0.0370 0.02 0.02 21.3 0.0 21.3 0.48 contained 4 Al "Street" 0.0370 0.02 0.02 21.3 0.0 21.3 0.48 CIF 49 28 16.7 4.6 In 5 Al "Street" 0.0100 0.02 0.02 14.8 0.0 14.8 0.52 CIF 31 21 12.9 1.9 In 6 Al "Street" 0.0100 0.02 0.02 14.7 0.0 14.7 0.52 CIF 31 21 12.8 1.9 in 7 Al "Street" 0.0452 0.02 0.02 8.3 0.0 8.3 0.36 CIF 24 21 8.1 0.2 * - See "Section Reference" Detail information on "Sections" Sheet *" - C= Curb - Opening, I = Inlet, F= Flowby, S =Sump, G = Grate - Opening (width for "G" =C1 necessary for desired flow interception) CB /Sect Notes: Directional Prefix ( "NA6 ") means section upstream of A6; Suffix (e.g., "A6w ") means A6 size contribution from direction P:\ 620 - 1887\ Drainage \16695 - Tract- Hydraulics.xls 17/200004 1 of 1 o MADOLE & ASSOCIATES, INC. Job 620- 887 - TR 16995 _ CIvil S hee No. of 7SO8R oc h mo t er A vanum �o|ou|atmdby�ATS Date 10/20/04 °~ Ontario, CA 91761 Checked by: Date 909'937-9161 Fax 937-9152 Scale nts - TRACT Description: � . Standard Street Flow ��, R/O/W / ^ mm�x*,'mrwxftommmrx//;rxm�/.7x/:,7;m0�umm.mrmmx.o7 ,~ 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. `___ Att. 0.60 '''' � ' 0.50 - .. . ' ''' ` 0.40 - .' `` '''' ``` O�0' ' `. '' ``` &1 ' o�n > ``� 14 ~" . ' `: 0.1V' K11 U�� � - 0.00 :....• SiV.0O 0.00 . . . . . . � 0.00 10.00 20.00 30.00 40u0 50.00 e0.0 70.00 Standard Flow Conditions Flow to Crown (d=0.51ft) Flow to Curbs (d=0.5ft) Flow to R/O/VV (d=0.74ft) i.% Slope Left Right Total Left Right Total Left Right Total ::'; - 0.0050 9.9 9.9 19.9 9.3 9.3 18.6 36.5 365 72= . ..... - :::::::::::::::::„.•,............:•:::::::::::: �00� _ Flow Depth at Flow Rate - (ft) (ft) Slope Q Left side Right side Slope Q Left side Right side - -wm ft/ft cfs ft ft Condition ft/ft cfs ft ft Condition = 0.0108 0.0 .% Mxmmxmxmn»m�m�mnmnm�m��m %�M0�0� _ ------m, ---� -'�7.w0.----_______-~~,~~~,~^~~~~.'N~.~/'~~~~.~~.~~-'._"°,'"°�^~'`°"^,^,°° P:\620-1887\Oroinoom\10895-Tnact'Hvdnau|ico.x|m ~- 12/20/2004 1 of 1 0 MADOLE & ASSOCIATES, INC. Job 620-1887 - TR 16995 ,, Civil Engineers- Surveyors-Planners Sheet of 760 dul N b o y: . ATS Date 10/20/04 Ontario, CA 91761 Checked by: Date 909-937-9151 Fax 937-9152 Scale nts ... .. wt000.vet0000pxrooAtcoamoNamoioa::::::::mom::::::::::::::mn::::Emiiiiiiii::::mmaa, ... Description: TRACT 16695 Standard Street Flow - 60' R/O/W .... Condition: Street R/O/W = 60 ft, Curb-Curb = 36 ft, Curb Height = 6 in, Crossfall = 0.02 ft/ft 01 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 tv Street Cross-section Diagram 0.80- - rsi/ 0.74 g .....? . _ 5 0.60 - . i".. 0.40 - . .. . 'r::',• . . • • • ; • • • . . ... . .„ 0.30 - • ' . .... :0•:: . . • . . :•.•:•., . . A* 0.20 - 0.1 !. . •• ' . • .....•.14 0.10 - . . 0.11 • .• . ',. 0.00 . .... 0.00 , , , ' to 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 ;,;•,.:' ,www.,4"., ,..•:;i:iv:.;•x:x:Kir /.47;.••%*•/:::::>' ,././Y7.4*.m:W.; - Standard Flow Conditions 4., (cfs) _ Flow to Crown (d=0.47ft) Flow to Curbs (d=0.5ft) Flow to R/O/W (d=0.74ft) . Slope Left Right Total Left Right Total Left Right Total AR 0.0050 7.4 7.4 14.8 9.7 9.7 19.4 35.5 35.5 71.0 00000 - 0.0100 10.5 10.5 21.0 • 13.7 13.7 27.5 50.2 50.2 100.4 ii:: ;i:='•iWINE:m4CmiS ig:::: ., 0.0150 12.8 12.8 25.7 16.8 16.8 33.6 61.5 61.5 123.0 44 tig 44 :::::::::::::::::5::::::::::::1m::::::::: ::::::::::::r:::::::::::.i.wg: *:::::*: ,............................. ............................................ .... 0.025 16.6 16.6 33.2 21.7 21.7 43.4 79.4 79.4 158.7 ,,as Flow Depth at Flow Rate (ft) (ft) Slope Q Left side Right side Slope Q Left side Right side At ft/ft cfs (ft) (ft) Condition ft/ft cfs (ft) (ft) Condition 0.0050 0.0110 ::•:: 0#120:;::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::nigni::::?,i':!:i:::::::::::::::::::::::ffil:::::::::::::::::::Iiiiii:iiingingi 0.0108 0.0120 ...................... (0200;:::::: ::::::::::::::::::::::::::::::::::::::::0::::::::::::::::::::•;:::::::::::::::::::::: ::!X:::::::::::::::::::::::::::::::::WarianVang::::::::::::::::::::::::::ige::::::,E.:::::::::::,;:;::::: Eii:ig :::::•:,,,,•...............,,,,::::::::::::::::::::::::::: ::::::: ::::::::::::•:::::::•,,,,,,,,,,,,,......:,,,•:•:,,,,,,,,,,•:•:•:•:•:. :•:.:.:•:•:•:•:,•:•:•:•:•:•:•:.:.:.:•..,:.:•:, ................:.:.:•,:••• ......:.• ....- • • •••• • •••• •••••• - • • - 0.0100 0.0200 m e et" eil ::::::::::::::::: , ::::::::::::::::::::: , ::: , , , , , , , ::: , 44 Mi:Y : •:iNt:i:i:i: . : : ::E;i:i: : .::i::i : :: : ::iii: . ::i;i::i:ii . :::::ii . :::::iii . ::: : :::i iiiiii:::ii ::i:i::::::::::::::::::::::::::::::::::::::::::::: :::;:::::::::::::::::::::::::::::::::::::::::::::-.:::::::::::::::*:::::::::::::::::::::::::::::: 0.0100 0.0250 P:\620-1887\Drainage\16695-Tract-Hydraulics.xls 12/20/2004 1 of 1 1 1 ;111.1A a A MADOLE & ASSOCIATES, Job 620 -1887 - TR 16995 Civil Engineers -Land Surveyors- Planners Sheet No. of 10601 Church Street Suite 107 Calculated by: ATS Date ###### Rancho Cucamonga, CA 91730 Checked by: Date (909)948 -1311 fax948 -8464 Scale nts i's:± :i:iij i•.'•i. �i:E � r :i ii 3 ;i:r :iiiif ) I� � , U ! f r r r • � fJ i � r r ° r •rr Description: TRACT 16695 (A Standard Street Sections "Street" - Parkway Curb Gutter Street Inlet Grate Ref Width Slope N Top Batter Ht Width Hike Lip Half -Width N LD Opening Ref Area L (eff) W (eff) Al 12 0.02 0.025 0.5 0.17 0.5 1.5 0.11 0.03 20 0.015 0.33 0.66 #N /A #N /A #N /A A2 A3 A4 A5 A6 (B Garage Driveway Sections "Garage" - Driveway Curb Ht Flowline Gutter Street Inlet Grate Ref Width Slope N (Adjacent; Batter Lip Width Hike Lip Width N LD Opening Ref Area L (eff) W (eff) B1 3 0.01 0.013 0.5 0.083 0.083 1.5 0.13 0.03 26 0.015 0.33 0.66 Cl 4.13 3.2 4.3 B2 3 0.13 0.013 0.5 0.083 0.083 1.5 0.13 0.03 26 0.015 0.33 0.66 Cl 4.13 3.2 4.3 B3 B4 B5 (C Grate Inlet Specifications Clear. Clear. Last Row Member int spacer Total - # Grates Grate Type Width Length Clear. thick. spcng spacers width Aopen Aopen Aopen L (Perim) Ref in in in in in # in sq. in. sf sf ft Cl 1 APWA 311 25.5 38.375 0.625 0.5 0.75 2 0.5 595 4.13 4.13 10.6 Q2 C3 c4 P: \620- 1887\Drai nage \16695- Tract - Hydraulics.xls 10/25/2004 2 of 5 MADOLE ASSOCIATES, INC. Job 620 -1887 - TR 16995 Civil Engineers -Land Surveyors- Planners Sheet No. of 10601 Church Street Suite 107 Calculated by: ATS Date 10/20/04 Rancho Cucamonga, CA 91730 Checked by: Date (909)948 -1311 fax948 -8464 Scale nts STREET FLOW DEPTH AND CATCH BASIN SIZING CALCULATIONS - REFERENCES Description: TRACT 16695 .., (1) Street Flow Depth determination based on Manning's equation. (2) Catch basin width calculations based on the following equations and references: (a) Curb - opening Inlets on Grade (Flow -by): Total interception: Lt = Q / 0.6 / (LD + Depth) ^1.5 W (b) Curb - opening Inlets on Grade (Flow -by): Partial interception: Qp = Qt (1- [(Lt- Lp) /Lt)] ^(1/0.55)) at (c) Curb - opening and Grate Inlets at Sump: Weir Equation: Q = C L H ^1.5 (d) Grate - opening Inlets on Grade (Flow -by): Drainage Criteria & Design Manual , City of Temple, TX. P: \620- 1887\Drai nage \16695- Tract - Hydraulics.xls 10/25/2004 3 of 5 4J STORM DRAIN HYDRAULICS LINE A INTERIM LINE A (BASIN CONTROL) LINE B INTERIM LINE B (BASIN CONTROL) LINE 0 ( "SUMMIT" / BASIN DISCHARGE) 4* Po 12/20/04 H -1 mot FILE: a.WSW W S P G W - EDIT LISTING - Version 14.01 Date:12 -15 -2004 Time: 6: 9:22 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 4.000 CD 2 4 1 3.500 CD 3 4 1 1.500 CD 4 4 1 2.500 CD 5 4 1 3.000 CD 6 4 1 5.000 CD 7 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16695 HEADING LINE NO 2 IS - FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE A 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 1007.780 1635.910 1 1640.800 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1036.570 1636.200 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 1045.000 1636.280 1 .013 45.002 - 10.733 .000 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1071.920 1640.080 1 .013 45.000 - 34.276 .000 0 * ELEMENT NO 5 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1097.080 1643.640 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1107.050 1643.730 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 * ELEMENT NO 7 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1111.000 1643.766 1 .013 .000 .000 .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 1114.000 1643.793 1 7 0 .013 11.000 .000 1644.760 .000 - 45.000 .000 RADIUS ANGLE .000 .000 * ELEMENT NO 9 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1116.000 1643.811 1 .013 .000 .000 .000 0 ELEMENT NO 10 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 12/20/04 H -2 1119.000 1643.838 1 7 0 .013 11.000 .000 1644.810 .000 60.000 .000 RADIUS ANGLE .000 .000 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 1190.150 1644.430 1 .013 .000 .000 .000 0 ELEMENT NO 12 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1199.120 1645.000 2 4 0 .013 25.700 .000 1644.940 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 13 IS A REACH * * U/S DATA STATION INVERT SECT N / RADIUS ANGLE ANG PT MAN H 1236.310 1645.310 2 .013 'M .../., .000 .000 .000 0 ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N q'D - ANGLE ANG PT MAN H 1371.340 1646.466 2 .013 593.802 13.029 .000 0 ELEMENT NO 15 IS A REACH * * * C oU U/S DATA STATION INVERT SECT N / RADI ANGLE ANG PT MAN H 1390.460 1647.100 2 .013 247. 4 -4.426 .000 0 ELEMENT NO 16 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1533.260 1651.880 2 .013 494.013 16.562 .000 0 ELEMENT NO 17 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1558.180 1652.714 2 .013 45.000 31.729 .000 0 ELEMENT NO 18 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1564.850 1653.440 5 3 0 .013 13.900 .000 1654.190 .000 - 60.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 19 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1604.650 1654.770 5 .013 45.000 50.675 .000 0 ELEMENT NO 20 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1675.130 1657.250 5 .013 .000 .000 .000 0 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 21 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1745.820 1659.737 5 .013 45.000 - 90.005 .000 0 ELEMENT NO 22 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1918.380 1665.820 5 .013 .000 .000 .000 1 ELEMENT NO 23 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 4 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1923.040 1665.980 5 3 0 .013 16.700 .000 1666.820 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 24 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2297.670 1675.540 5 .013 .000 .000 .000 0 12/20/04 H -3 ii a a 11 * ; i a la ti 41 ia L i r t a 6 t t ai i i a a e a ELEMENT NO 25 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 2302.340 1675.660 5 .013 .000 .000 ELEMENT NO 26 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2457.760 1677.430 5 .013 .000 .000 .000 0 ELEMENT NO 27 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 2457.760 1677.430 5 1677.430 12/20/04 H -4 ! i i i & i i i t 3 ii i i i l J 1 i . . t s i l a i a J i t i a FILE: a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9:29 TRACT 16695 FINAL HYDRAULICS LINE A ************************************************** x*************************: r*********•**** * ** * * * * * * * * * * * * * * * * * * * * ** * * * * ** * * ** * * ** Invert Depth Water Q I Vel Vel Energy Super Critical Flow Top Height /IBase Wt No Wth Station Elev (FT) Elev (CFS) I (FPS) Head Grd.E1. Elev Depth Width Dia. -FTIor I.D. ZL Prs /Pip L /Elem - Ch Slope I SF Ave HF SE Dpth Froude N Norm Dp "N" I X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * * *I * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * * * * ** 1 1 1007.780 1635.910 2.236 1638.146 174.60 24.16 9.06 1647.21 .00 3.75 3.97 4.000 .000 .00 1 .0 - - -- -- -- -1- -I- -- -- -- -- -- -I- -- - 4.447 .0101 .0413 .18 2.24 3.16 4.00 .013 .00 .00 PIPE 1 1 1012.227 1635.955 2.221 1638.176 174.60 24.36 9.21 1647.39 .00 3.75 3.98 4.000 .000 .00 1 .0 24.343 .0101 .0445 1.08 2.22 3.20 4.00 .013 .00 .00 PIPE 1 1 1036.570 1636.200 2.138 1638.338 174.60 25.55 10.13 1648.47 .90 3.75 3.99 4.000 .000 .00 1 .0 - - -- -- -- -I- -1 -- -- -- -- -- -1- -- - 8.430 .0095 .0484 .41 3.04 3.44 4.00 .013 .00 .00 PIPE 1 1 1045.000 1636.280 2.108 1638.389 174.60 26.00 10.49 1648.88 1.86 3.75 3.99 4.000 .000 .00 1 .0 5.301 .1412 .0478 .25 3.97 3.53 1.56 .013 .00 .00 PIPE I 1 1050.301 1637.028 2.153 1639.181 174.60 25.32 9.95 1649.13 1.76 3.75 3.99 4.000 .000 .00 1 .0 8.390 .1412 .0435 .36 3.92 3.39 1.56 .013 .00 .00 PIPE 1 1 1058.691 1638.213 2.238 1640.451 174.60 24.14 9.05 1649.50 1.60 3.75 3.97 4.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -- -- -1- -- - 7.136 .1412 .0384 .27 3.84 3.15 1.56 .013 .00 .00 PIPE 1 1 1065.827 1639.220 2.327 1641.547 174.60 23.01 8.22 1649.77 1.44 3.75 3.95 4.000 .000 .00 1 .0 6.093 .1412 .0339 .21 3.77 2.93 1.56 .013 .00 .00 PIPE 1 1 1071.920 1640.080 2.422 1642.502 174.60 21.94 7.48 1649.98 .00 3.75 3.91 4.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -- -- -I- -- - .176 .1415 .0318 .01 2.42 2.71 1.56 .013 .00 .00 PIPE 1 1 1072.096 1640.105 2.424 1642.529 174.60 21.91 7.45 1649.98 .00 3.75 3.91 4.000 .000 .00 1 .0 5.177 .1415 .0299 .15 2.42 2.70 1.56 .013 .00 .00 PIPE 12/20/04 H -5 'la . t I a 1 1 $ 1 G 6(P 9 1. i 1. i a 4 AA e s a 3 & : a i a * FILE: a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9:29 TRACT 16695 FINAL HYDRAULICS LINE A ******************************************************************************************** * * * *x * * *:r * * * * * * * * * * * * * * * * * * * ** * ** * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height /IBase Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth I Width Dia. -FTIor I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude N1Norm Dp "N" I X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * * * * ** 1 1 1077.273 1640.838 2.524 1643.362 174.60 20.89 6.78 1650.14 .00 3.75 3.86 4.000 .000 .00 1 .0 4.428 .1415 .0265 .12 2.52 2.50 1.56 .013 .00 .00 PIPE 1 1 1081.701 1641.464 2.631 1644.095 174.60 19.92 6.16 1650.26 .00 3.75 3.80 4.000 .000 .00 1 .0 3.783 .1415 .0236 .09 2.63 2.31 1.56 .013 .00 .00 PIPE I 1 1085.483 1641.999 2.745 1644.744 174.60 18.99 5.60 1650.34 .00 3.75 3.71 4.000 .000 .00 1 .0 3.213 .1415 .0210 .07 2.75 2.13 1.56 .013 .00 .00 PIPE I 1 1088.696 1642.454 2.867 1645.321 174.60 18.11 5.09 1650.41 .00 3.75 3.60 4.000 .000 .00 1 .0 2.680 .1415 .0188 .05 2.87 1.95 1.56 .013 .00 .00 PIPE I 1 1091.376 1642.833 3.001 1645.834 174.60 17.26 4.63 1650.46 .00 3.75 3.46 4.000 .000 .00 1 .0 - - -- -- -- -- -I- -- -- -- -I- -- -I- -- - 2.205 .1415 .0169 .04 3.00 1.78 1.56 .013 .00 .00 PIPE I 1 1093.580 1643.145 3.147 1646.292 174.60 16.46 4.21 1650.50 .00 3.75 3.28 4.000 .000 .00 1 .0 - - -- -- -- -- -I -- -- -- -I -- -I- -- - 1.731 .1415 .0153 .03 3.15 1.61 1.56 .013 .00 .00 PIPE 1 1 1095.311 1643.390 3.311 1646.701 174.60 15.69 3.83 1650.53 .00 3.75 3.02 4.000 .000 .00 1 .0 1.229 .1415 .0139 .02 3.31 1.44 1.56 .013 .00 .00 PIPE 1 1 1096.540 1643.564 3.502 1647.066 174.60 14.96 3.48 1650.54 .00 3.75 2.64 4.000 .000 .00 1 .0 - - -- -- -- -- -I- -- -- -- -I- -- -I -- - .540 .1415 .0131 .01 3.50 1.25 1.56 .013 .00 .00 PIPE 1 1 1097.080 1643.640 3.750 1647.390 174.60 14.27 3.16 1650.55 .00 3.75 1.94 4.000 .000 .00 1 .0 JUNCT STR .0090 .0130 .13 3.75 1.00 .013 .00 .00 PIPE 12/20/04 14-6 i i A 4 4 i i i it i 4 1 & i I. i i t 1 1 1 i i i 4 s 8 i 8 i 4 ) i ; FILE: a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9:29 TRACT 16695 FINAL HYDRAULICS LINE A Invert Depth Water I Q Vel Vel Energy Super Critical Flow ToplHeight /IBase Wt No Wth Station Elev (FT) Elev I (CFS) (FPS) Head Grd.E1. Elev Depth Width IDia. -FTIor I.D. ZL Prs /Pip - - -- -- -I- -- -I- -- -- -- -- -I- -I- -- - L/Elem Ch Slope I SF Ave HF SE Dpth Froude N Norm Dp I "N" I X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * * *I * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * * *1 * * * ** * *1 * * * * * ** * * * ** * * * * * ** I I I 1107.050 1643.730 3.927 1647.657 174.60 13.95 3.02 1650.68 .00 3.75 1.07 4.000 .000 .00 1 .0 - - -- -- -I- -- -I- -- -- -- -- -I- -I- -- - 3.950 .0091 .0134 .05 3.93 .72 4.00 .013 .00 .00 PIPE I I I 1111.000 1643.766 3.959 1647.725 174.60 13.92 3.01 1650.73 .00 3.75 .80 4.000 .000 .00 1 .0 - - - - - - -I- - - -I- - - - - - - - - -I- -I- - - - JUNCT STR .0090 .0133 .04 3.96 .62 .013 .00 .00 PIPE I I I 1114.000 1643.793 4.647 1648.440 163.60 13.02 2.63 1651.07 .00 3.69 .00 4.000 .000 .00 1 .0 - - -- -- -I- -- -I- -- -- -- -- -I- -I- -- - 2.000 .0090 .0130 .03 4.65 .00 4.00 .013 .00 .00 PIPE I I I 1116.000 1643.811 4.655 1648.466 163.60 13.02 2.63 1651.10 .00 3.69 .00 4.000 .000 .00 1 .0 - - -- -- -I- -- -I- -- -- -- -- -I- -I- -- - JUNCT STR .0090 .0121 .04 4.66 .00 .013 .00 .00 PIPE I I I 1119.000 1643.838 5.301 1649.139 152.60 12.14 2.29 1651.43 .00 3.62 .00 4.000 .000 .00 1 .0 - - - - - - -I- - - -I- - - - - - - - - -I- -I- - - - 71.150 .0083 .0113 .80 5.30 .00 4.00 .013 .00 .00 PIPE I I I 1190.150 1644.430 5.512 1649.942 152.60 12.14 2.29 1652.23 .00 3.62 .00 4.000 .000 .00 1 .0 - - -- -- -I- -- -I- -- -- -- -- -I- -I- -- - JUNCT STR .0635 .0136 .12 5.51 .00 .013 .00 .00 PIPE I I I 1199.120 1645.000 5.300 1650.300 126.90 13.19 2.70 1653.00 .00 3.29 .00 3.500 .000 .00 1 .0 - - - - - - -I- - - -I- - - - - - - - - -I- -I- - - - 37.190 .0083 .0159 .59 5.30 .00 3.50 .013 .00 .00 PIPE I I I 1236.310 1645.310 5.581 1650.891 126.90 13.19 2.70 1653.59 .00 3.29 .00 3.500 .000 .00 1 .0 - - -- -- -I- -- -I- -- -- -- -- -I- -I- -- - 135.030 .0086 .0159 2.15 .00 .00 3.50 .013 .00 .00 PIPE I I I 1371.340 1646.466 6.779 1653.245 126.90 13.19 2.70 1655.95 .00 3.29 .00 3.500 .000 .00 1 .0 - - -- -- -I- -- -I- -- -- -- -- -I- -I- -- - 19.120 .0332 .0159 .30 .00 .00 2.14 .013 .00 .00 PIPE 12/20/04 11-7 I f i s i a t i i i # 3 as 4 i € .1 ialaiailakalail FILE: a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9:29 TRACT 16695 FINAL HYDRAULICS LINE A Invert I Depth Water 1 4 1 Vel ' Vel Energy 1 Super CriticallFlow Top Height /IBase Wtl INo Wth Station Elev I (FT) Elev I (CFS) I (FPS) Head Grd.El.I Elev Depth I Width Dia. -FTIor I.D,I ZL IPrs /Pip - - - I - - - - I - - I - -I - - - I - - - - I - - - - I - -I - I L/Elem Ch Slope I 1 1 SF Ave HF ISE Dpth Froude NINorm Dp "N" 1 X -Fall) ZR 'Type Ch * * * * * * * ** * * * * * * * * *I * * * * * * ** **** * * * * *I * * * * * * * * *I * * * * * * *I * * * * * ** * * * * * * * * *1 * * * * * ** * ** ** * * *I * * * * * * ** * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I I I I I I I 1390.460 1647.100 6.569 1653.669 126.90 13.19 2.70 1656.37 .00 3.29 .00 3.500 .000 .00 1 .0 - - - I - - - - I - - I - -I - - - I - - - -I - - -I- -I I 98.625 .0335 .0159 1.57 .00 .00 2.14 .013 .00 .00 PIPE I I I I I I I 1 1489.085 1650.401 4.996 1655.398 126.90 13.19 2.70 1658.10 .00 3.29 .00 3.500 .000 .00 1 .0 - - - I - - - - I - - I - -I - - - I - - - -I - - - I - -I (- HYDRAULIC JUMP I I I I I I I I 1489.085 1650.401 2.240 1652.641 126.90 19.51 5.91 1658.55 .08 3.29 3.36 3.500 .000 .00 1 .0 - - -I- - - -I- -I- -I- - - -I- - - -I- - - -I- -I I 44.175 .0335 .0284 1.26 2.32 2.47 2.14 .013 .00 .00 PIPE I 1 1 I I I I I 1533.260 1651.880 2.276 1654.156 126.90 19.16 5.70 1659.86 .85 3.29 3.34 3.500 .000 .00 1 .0 - - - I - - - - I - - I - - I - - - - I - - - -I - - - I - - I - 1 24.920 .0335 .0272 .68 3.12 2.40 2.14 .013 .00 .00 PIPE I I I I I I I I 1558.180 1652.714 2.310 1655.024 126.90 18.84 5.51 1660.53 .00 3.29 3.32 3.500 .000 .00 1 .0 - - -I- - - -I- -1- -I- - - -I- - - -I- - - -I- -I- I- JUNCT STR .1088 .0303 .20 3.12 2.33 .013 .00 .00 PIPE I I I I I I I I 1564.850 1653.440 2.266 1655.706 113.00 19.73 6.04 1661.75 .69 2.93 2.58 3.000 .000 .00 1 .0 - - - I - - - - I - - I - - I - - - - I - - - -I - - - I - - I - 1 39.800 .0334 .0341 1.36 2.96 2.33 2.28 .013 .00 .00 PIPE I I I 1 1 1 1 I 1604.650 1654.770 2.260 1657.030 113.00 19.78 6.08 1663.11 .00 2.93 2.59 3.000 .000 .00 1 .0 - - - I - - - - I - - I - - I - - - H - - -I - - - I - - I - I 70.480 .0352 .0338 2.38 2.26 2.35 2.23 .013 .00 .00 PIPE I I I I I I I I 1675.130 1657.250 2.282 1659.532 113.00 19.58 5.95 1665.49 .68 2.93 2.56 3.000 .000 .00 1 .0 - - -I- - - -I- -I- -1- - - -I- - - -I - - -1- -I- 1- 70.690 .0352 .0328 2.32 2.96 2.30 2.23 .013 .00 .00 PIPE I I I I I I I I 1745.820 1659.737 2.324 1662.061 113.00 19.23 5.74 1667.80 .00 2.93 2.51 3.000 .000 .00 1 .0 - - - I - - - - I - - I - - I - - - - I - - - - I - - - - I - - I - I 72.204 .0353 .0309 2.23 2.32 2.21 2.23 .013 .00 .00 PIPE 12/20/04 H -8 i i > 1 i i i 1 1 i A 1 1 1 .1 , * .¢ i' i 1 i i i i i it 3 A i a i FILE: a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9:29 TRACT 16695 FINAL HYDRAULICS LINE A **************************************** t: t*********: t********************************: t****** ** ** ** * ** * * * * * * **** *a * * * * * *** ** * *** * * ** 1 Invert Depth Water 1 Q Vel Vel 1 Energy Super CriticaliFlow Top Height/ Base Wt) No Wth Station 1 Elev (FT) Elev 1 (CFS) (FPS) Head 1 Grd.E1. Elev Depth 1 Width Dia. -FT or I.D.I ZL Prs /Pip - I- - - - - -I- - - -I- -I- - - - - -I- - - - - -1- - L/Elem ICh Slope 1 SF Avel HF SE Dpth Froude NiNorm Dp "N" X -Falll ZR Type Ch * * * * * * * * *1 * * * * * * * ** * * * * * * ** * * * * * * * * *1 * * * * * * * ** * * * * * * *I * * * * * * *1 * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * * *1 * * * ** * * * * * ** I I I I I 1818.024 1662.282 2.412 1664.694 113.00 18.55 5.34 1670.04 .00 2.93 2.38 3.000 .000 .00 1 .0 -1- - - - - -I- - - -I- -I- - - - - -I- - - - - -I- - 51.909 .0353 .0284 1.48 2.41 2.04 2.23 .013 .00 .00 PIPE I I I 1 I 1869.933 1664.112 2.543 1666.655 113.00 17.68 4.86 1671.51 .00 2.93 2.16 3.000 .000 .00 1 .0 - 1- - - - - -I- - - -I- -I- - - - - -I- - - - - -I- - 31.376 .0353 .0262 .82 2.54 1.81 2.23 .013 .00 .00 PIPE I 1 I I I 1901.310 1665.218 2.700 1667.918 113.00 16.86 4.41 1672.33 .00 2.93 1.80 3.000 .000 .00 1 .0 -I- - - - - -I- - - -I- -I- - - - - -I- - - - - -I- - 17.070 .0353 .0254 .43 2.70 1.54 2.23 .013 .00 .00 PIPE 1 1 1 I 1 1918.380 1665.820 2.935 1668.755 113.00 16.07 4.01 1672.77 .00 2.93 .88 3.000 .000 .00 1 .0 -I- - - - - -I- - - -I- -I- - - - - -I- - - - - -I- - JUNCT STR .0343 .0232 .11 2.93 1.00 .013 .00 .00 PIPE I I I 1 I 1923.040 1665.980 4.613 1670.593 96.30 13.62 2.88 1673.48 .00 2.88 .00 3.000 .000 .00 1 .0 -I - - - - -I- - - -I- -1- - - - - -I- - - - - -1- - 233.160 .0255 .0208 4.86 4.61 .00 2.23 .013 .00 .00 PIPE I I I I I 2156.200 1671.930 3.523 1675.453 96.30 13.62 2.88 1678.33 .00 2.88 .00 3.000 .000 .00 1 .0 -I- - - - - -I- - - -I- -I- - - - - -I- - - - - -I- - HYDRAULIC JUMP I 1 1 I 1 2156.200 1671.930 2.331 1674.261 96.30 16.34 4.14 1678.41 .00 2.88 2.50 3.000 .000 .00 1 .0 -I- - - - - -I- - - -I- -I- - - - - -I- - - - - -I- - 17.150 .0255 .0230 .40 2.33 1.87 2.23 .013 .00 .00 PIPE I I I I I 2173.350 1672.368 2.341 1674.709 96.30 16.27 4.11 1678.82 .00 2.88 2.48 3.000 .000 .00 1 .0 - I- - - - - -I- - - -1- -I- - - - - -I- - - - - -1- - 69.110 .0255 .0219 1.51 2.34 1.86 2.23 .013 .00 .00 PIPE 1 1 I I I 2242.460 1674.131 2.462 1676.593 96.30 15.51 3.74 1680.33 .00 2.88 2.30 3.000 .000 .00 1 .0 - I- - - - - -I- - - -I- -I- - - - - -I- - - - - -I- - 35.959 .0255 .0199 .72 2.46 1.66 2.23 .013 .00 .00 PIPE 12/20/04 H -9 1 t 1 € i a it d * i i i m a * e 4c 6 1 . x . FILE: a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9:29 TRACT 16695 FINAL HYDRAULICS LINE A ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** ********************************************************** * * * * * * * * * * * * * * * * * * * * * *** * ** * * ** * * ** * * ** Invert 1 Depth Water Q Vel Vel Energy 1 Super Critical(Flow Top Height/ Base Wt No Wth Station Elev 1 (FT) Elev (CFS) (FPS) Head Grd.E1.1 Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip - - - 1 - - - - - - - - - - - - - - 1 - - - - - - - - L/Elem Ch Slope 1 SF Ave HF ISE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * * *1 * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * * *I * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 1 1 2278.419 1675.049 2.601 1677.650 96.30 14.79 3.40 1681.05 .00 2.88 2.04 3.000 .000 .00 1 .0 - - - 1- -- -- -- -1- -- - -- - -- -- -- - 19.251 .0255 .0186 .36 2.60 1.46 2.23 .013 .00 .00 PIPE 1 1 1 2297.670 1675.540 2.776 1678.316 96.30 14.10 3.09 1681.40 .00 2.88 1.58 3.000 .000 .00 1 .0 - - - 1- -- -- -- -1- -- -1- - - - 1 - -- -- -- - TRANS STR .0257 .0181 .08 2.78 1.19 .013 .00 .00 PIPE 1 1 1 2302.340 1675.660 2.880 1678.540 96.30 13.81 2.96 1681.50 .00 2.88 1.18 3.000 .000 .00 1 .0 - - - 1- -- -- -- -I- -- - -- - -- -- -- - 5.400 .0114 .0190 .10 2.88 1.00 3.00 .013 .00 .00 PIPE 1 I 1 2307.740 1675.722 3.000 1678.722 96.30 13.62 2.88 1681.60 .00 2.88 .00 3.000 .000 .00 1 .0 - - - 1 - -- -- -- - 1 - -- - -- - -- -- -- - 150.020 .0114 .0203 3.05 3.00 .00 3.00 .013 .00 .00 PIPE 1 1 1 2457.760 1677.430 4.419 1681.849 96.30 13.62 2.88 1684.73 .00 2.88 .00 3.000 .000 .00 1 .0 - - - - - - - - - -1- - - -1- - - -1- - - - - - - - 12/20/04 H -10 FILE: adb.WSW W S P G W - EDIT LISTING - Version 14.01 Date:12 -15 -2004 Time: 6: 9: 2 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 4.000 CD 2 4 1 3.500 CD 3 4 1 1.500 CD 4 4 1 2.500 CD 5 4 1 3.000 CD 6 4 1 4.500 CD 7 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16695 HEADING LINE NO 2 IS - FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE A - BASIN AS WATER SURFACE CONTROL 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 1032.870 1643.350 6 1649.000 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1077.870 1643.570 6 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1092.140 1643.640 6 .013 76.177 - 10.733 .000 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1098.610 1643.670 6 .013 44.999 8.238 .000 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1107.050 1643.730 1 0 0 .013 .000 .000 .000 .000 .000 .000 RADIUS ANGLE 5.373 - 90.000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1111.000 1643.766 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1114.000 1643.793 1 7 0 .013 11.000 .000 1644.760 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1116.000 1643.811 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1119.000 1643.838 1 7 0 .013 11.000 .000 1644.810 .000 60.000 .000 RADIUS ANGLE 12/20/04 H -11 .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1190.150 1644.430 1 .013 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1199.120 1645.000 2 4 0 .013 25.700 .000 1644.940 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N .f RADIUS ANGLE ANG PT MAN H 1236.310 1645.310 2 .013 .000 .000 .000 0 ELEMENT NO 13 IS A REACH * * * ( V J U/S DATA STATION INVERT SECT N ANGLE ANG PT MAN H 1371.340 1646.466 2 .013 593.802 - 13.029 .000 0 ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N ic9' RADIUS ANGLE ANG PT MAN H 1390.460 1647.100 2 .013 2 47.514 -4.426 .000 0 ELEMENT NO 15 IS A REACH * * * U/S DATA STATION INVERT SECT N S ANGLE ANG PT MAN H 1533.260 1651.880 2 .013 494.013 16.562 .000 0 ELEMENT NO 16 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1558.180 1652.714 2 .013 45.000 31.729 .000 0 ELEMENT NO 17 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1564.850 1653.440 5 3 0 .013 13.900 .000 1654.190 .000 - 60.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1604.650 1654.770 5 .013 45.000 50.675 .000 0 ELEMENT NO 19 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1675.130 1657.250 5 .013 .000 .000 .000 0 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 20 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1745.820 1659.737 5 .013 45.000 - 90.005 .000 0 ELEMENT NO 21 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1918.380 1665.820 5 .013 .000 .000 .000 1 ELEMENT NO 22 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1923.040 1665.980 5 3 0 .013 16.700 .000 1666.820 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 23 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2297.670 1675.540 5 .013 .000 .000 .000 0 ELEMENT NO 24 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 12/20/04 H -12 2302.340 1675.660 5 .013 .000 .000 ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2457.760 1677.430 5 .013 .000 .000 .000 0 ELEMENT NO 26 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2457.760 1677.430 5 1677.430 12/20/04 H -13 t 4.1114 a i , k * . i A i * A it i FILE: adb.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9: 9 TRACT 16695 FINAL HYDRAULICS LINE A - BASIN AS WATER SURFACE CONTROL ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert I Depth I Water Q Vel Vel I Energy Super CriticalIFlow Top)Height/ Base Wt No Wth Station Elev I (FT) 1 Elev (CFS) (FPS) Head I Grd.E1. Elev Depth 1 Width 1Dia. -FT or I.D. ZL Prs /Pip - - - 1- -1 - - - - -1- -1 - - - - -I- -I- - - - - - L /Elem Ch Slope I I SF Avel HF SE Dpth Froude NINorm Dp I "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * * *1 * * * * * * * *1 * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * * *1 * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * * *I * * * * * ** * * * * * ** * * * ** * * * * * ** I I I I I 1032.870 1643.350 5.650 1649.000 174.60 10.98 1.87 1650.87 .00 3.84 .00 4.500 .000 .00 1 .0 - - - I- -I - - - - -I- -I - - - - -I- -I- - - - - - 45.000 .0049 .0079 .35 5.65 .00 4.50 .013 .00 .00 PIPE I I I I I 1077.870 1643.570 5.785 1649.355 174.60 10.98 1.87 1651.23 .00 3.84 .00 4.500 .000 .00 1 .0 - - -I- -I - - - - -I -I- - - - - - I- -I - - - - - 14.270 .0049 .0079 .11 .00 .00 4.50 .013 .00 .00 PIPE I I I I I 1092.140 1643.640 5.956 1649.596 174.60 10.98 1.87 1651.47 .00 3.84 .00 4.500 .000 .00 1 .0 - - -I- -I- - - - - -I -I- - - - - - I- -I - - - - - 6.470 .0046 .0079 .05 .00 .00 4.50 .013 .00 .00 PIPE I I I I I 1098.610 1643.670 6.091 1649.761 174.60 10.98 1.87 1651.63 .00 3.84 .00 4.500 .000 .00 1 .0 - - - I- -3 - - - - -I -I- - - - - - I- -I - - - - - JUNCT STR .0071 .0113 .10 .00 .00 .013 .00 .00 PIPE I I I I I 1107.050 1643.730 5.016 1648.745 174.60 13.89 3.00 1651.74 .00 3.75 .00 4.000 .000 .00 1 .0 - - -I- -I- - - - - -I- -I- - - - - -I- -I - - - - - 3.950 .0091 .0148 .06 5.02 .00 4.00 .013 .00 .00 PIPE I I I I I 1111.000 1643.766 5.038 1648.804 174.60 13.89 3.00 1651.80 .00 3.75 .00 4.000 .000 .00 1 .0 - - - I- -I - - - - - I- -I - - - - - I- -I - - - - - JUNCT STR .0090 .0139 .04 5.04 .00 .013 .00 .00 PIPE I I I I I 1114.000 1643.793 5.717 1649.510 163.60 13.02 2.63 1652.14 .00 3.69 .00 4.000 .000 .00 1 .0 - - - I- -I - - - - - I- -I - - - - - I- -I- - - - - - 2.000 .0090 .0130 .03 5.72 .00 4.00 .013 .00 .00 PIPE I 1 I I I 1116.000 1643.811 5.725 1649.536 163.60 13.02 2.63 1652.17 .00 3.69 .00 4.000 .000 .00 1 .0 - - -I- -I- - - - - - I- -I - - - - -I- -I- - - - - - JUNCT STR .0090 .0121 .04 5.72 .00 .013 .00 .00 PIPE I I I I I 1119.000 1643.838 6.371 1650.208 152.60 12.14 2.29 1652.50 .00 3.62 .00 4.000 .000 .00 1 .0 - - -I -I - - - - - I- -I- - - - - - I- -I- - - - - - 71.150 .0083 .0113 .80 6.37 .00 4.00 .013 .00 .00 PIPE 12/20/04 H -14 1 1 1 143 L i A i i , 1 i A i d A FILE: adb.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9: 9 TRACT 16695 FINAL HYDRAULICS LINE A - BASIN AS WATER SURFACE CONTROL **********************: r******************************************************************** * * * * * * * * * * * * * * * * * * * * ** * ** * * * * ** * * * * * * ** Invert Depth I Water Q Vel Vel Energy Super Critical1Flow Top Height /IBase Wt No Wth Station Elev (FT) I Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FTIor I.D. ZL Prs /Pip - - -- -I- -- -- -I- - - -- -- - I- -- -I- -- - L/Elem Ch Slope 1 SF Ave HF SE Dpth Froude NINorm Dp "N" 1 X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * * *I * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * * * * ** I I I 1190.150 1644.430 6.581 1651.011 152.60 12.14 2.29 1653.30 .00 3.62 .00 4.000 .000 .00 1 .0 - - -- -I- -- -- -I- -- -- -- - I- -- - I- -- - JUNCT STR .0635 .0136 .12 6.58 .00 .013 .00 .00 PIPE I I I 1199.120 1645.000 6.369 1651.369 126.90 13.19 2.70 1654.07 .00 3.29 .00 3.500 .000 .00 1 .0 - - - - -I- - - - - -I- - - - - - - - I- - - -I- - - - 37.190 .0083 .0159 .59 6.37 .00 3.50 .013 .00 .00 PIPE I I I 1236.310 1645.310 6.651 1651.961 126.90 13.19 2.70 1654.66 .00 3.29 .00 3.500 .000 .00 1 .0 - - -- - I- -- -- -I- -- -- -- - 1- -- -1- -- - 135.030 .0086 .0159 2.15 .00 .00 3.50 .013 .00 .00 PIPE I I I 1371.340 1646.466 7.849 1654.315 126.90 13.19 2.70 1657.02 .00 3.29 .00 3.500 .000 .00 1 .0 - - - - -I - - - - -I- - - - - - - - I- - - -1- - - - 19.120 .0332 .0159 .30 .00 .00 2.14 .013 .00 .00 PIPE I I I 1390.460 1647.100 7.639 1654.739 126.90 13.19 2.70 1657.44 .00 3.29 .00 3.500 .000 .00 1 .0 - - - - -I - - - - -I- - - - - - - - 1- - - -I- - - - 142.800 .0335 .0159 2.27 .00 .00 2.14 .013 .00 .00 PIPE I I I 1533.260 1651.880 5.362 1657.242 126.90 13.19 2.70 1659.94 .00 3.29 .00 3.500 .000 .00 1 .0 - - -- -I -- -- -I- -- -- -- -1- -- - I- -- - 24.920 .0335 .0159 .40 .00 .00 2.14 .013 .00 .00 PIPE I I I 1558.180 1652.714 5.245 1657.959 126.90 13.19 2.70 1660.66 .00 3.29 .00 3.500 .000 .00 1 .0 - - - - -I - - - - -I- - - - - - - - I- - - -I- - - - JUNCT STR .1088 .00 .00 .013 .00 .00 PIPE I I I 1564.850 1653.440 2.266 1655.706 113.00 19.73 6.04 1661.75 .69 2.93 2.58 3.000 .000 .00 1 .0 -- -- -I- -- -- -1- -- -- -- -I- -- -1- -- - 39.800 .0334 .0341 1.36 2.96 2.33 2.28 .013 .00 .00 PIPE I I I 1604.650 1654.770 2.260 1657.030 113.00 19.78 6.08 1663.11 .70 2.93 2.59 3.000 .000 .00 1 .0 - - -- -I -- -- - I- -- -- -- - I- -- -I- -- - HYDRAULIC DROP 12/20/04 H -15 FILE: adb.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 6: 9: 9 TRACT 16695 FINAL HYDRAULICS LINE A - BASIN AS WATER SURFACE CONTROL I Invert Depth I Water Q Vel Vel Energy Super CriticallFlow TopjHeight/ Base Wt No Wth Station I Elev (FT) I Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width IDia. -FT or I.D. ZL Prs /Pip -1 - - - I- - - - - - I- - - - - - - - I- -I- - - - - - L/Elem ICh Slope I SF Ave HF SE Dpth Froude NINorm Dp I "N" X -Fall ZR Type Ch * * * * * * * * *I * * * * * * * ** * * * * * * * *I * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * * *1 * * * * * ** * * * * * ** * * * ** * * * * * ** I I I I 1675.130 1657.250 2.282 1659.532 113.00 19.58 5.95 1665.49 .68 2.93 2.56 3.000 .000 .00 1 .0 -I - - -I- - - - - -1- - - - - - - - 1- -I- - - - - - 70.690 .0352 .0328 2.32 2.96 2.30 2.23 .013 .00 .00 PIPE I 1 1 I 1745.820 1659.737 2.324 1662.061 113.00 19.23 5.74 1667.80 .64 2.93 2.51 3.000 .000 .00 1 .0 - I- - - - I- - - - - -I- - - - - - - -I- -I- - - - - - HYDRAULIC DROP I I 1 I 1918.380 1665.820 3.326 1669.146 113.00 15.99 3.97 1673.11 .00 2.93 .00 3.000 .000 .00 1 .0 -I - - -1- - - - - -I- - - - - - - -1- -I- - - - - - JUNCT STR .0343 .0248 .12 3.33 .00 .013 .00 .00 PIPE I 1 I I 1923.040 1665.980 4.963 1670.943 96.30 13.62 2.88 1673.83 .00 2.88 .00 3.000 .000 .00 1 .0 - I- - - -I- - - - - - I- - - - - - - -I- -I- - - - - - 374.630 .0255 .0208 7.81 4.96 .00 2.23 .013 .00 .00 PIPE I I I I 2297.670 1675.540 3.213 1678.753 96.30 13.62 2.88 1681.64 .00 2.88 .00 3.000 .000 .00 1 .0 -I- - - -I- - - - - -I- - - - - - - -1- -1- - - - - - TRANS STR .0257 .0208 .10 3.21 .00 .013 .00 .00 PIPE I I I I 2302.340 1675.660 3.190 1678.850 96.30 13.62 2.88 1681.73 .00 2.88 .00 3.000 .000 .00 1 .0 -I- - - -I - - - - -I- - - - - - - -1- -I- - - - - - 155.420 .0114 .0208 3.24 3.19 .00 3.00 .013 .00 .00 PIPE I I I I 2457.760 1677.430 4.660 1682.090 96.30 13.62 2.88 1684.97 .00 2.88 .00 3.000 .000 .00 1 .0 - I- - - -I - - - - -I- - - - - - - -1 -I - - - - - 12/20/04 H -16 FILE: b.WSW W S P G W - EDIT LISTING - Version 14.01 Date:12 -15 -2004 Time: 8:50:55 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 2.500 CD 2 4 1 2.500 CD 3 4 1 1.500 CD 4 2 0 .000 5.000 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16695 HEADING LINE NO 2 IS - FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE B 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 1006.200 1645.330 1 1650.120 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.830 1645.680 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 1056.180 1646.530 1 .013 45.000 45.009 .000 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1116.530 1647.140 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1198.410 1647.968 1 .013 1006.086 4.663 .000 0 ELEMENT NO 6 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 1203.070 1648.000 2 .013 .000 .000 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1283.910 1648.810 2 .013 993.948 -4.660 .000 0 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1331.000 1649.282 2 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1334.000 1649.312 1 3 0 .013 12.900 .000 1649.800 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1369.990 1649.672 1 .013 45.000 - 45.824 .000 0 ELEMENT NO 11 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 1369.990 1649.672 4 .500 12/20/04 H -17 ELEMENT NO 12 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1369.990 1649.672 4 1649.672 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING 12/20/04 H -18 FILE: b.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 8 :51: 3 TRACT 16695 FINAL HYDRAULICS LINE B 1 Invert Depth Water Q Vel Vel Energy Super CriticallFlow ToplHeight/ Base Wt No Wth Station 1 Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width IDia. -FT or I.D. ZL Prs /Pip -I- - - - - - - - - - 1- - - - - - - -I- -I - - - - - L/Elem 1Ch Slope SF Ave HF SE Dpth Froude N1Norm Dp 1 "N" X -Fall ZR Type Ch * * * * * * * * *1 * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *l * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * * *I * * * * * ** * * * * * ** * * * ** * * * * * ** 1 I I 1006.200 1645.330 4.790 1650.120 25.70 5.24 .43 1650.55 .00 1.73 .00 2.500 .000 .00 1 .0 -I- - - - - - - - - - I- - - - - - - -1- -I- - - - - - 14.630 .0239 .0039 .06 4.79 .00 1.11 .013 .00 .00 PIPE 1 I I 1020.830 1645.680 4.497 1650.177 25.70 5.24 .43 1650.60 .00 1.73 .00 2.500 .000 .00 1 .0 -I- - - - - - - - - -I- - - - - - - -I -I - - - - - 35.350 .0240 .0039 .14 .00 .00 1.11 .013 .00 .00 PIPE I I I 1056.180 1646.530 3.846 1650.376 25.70 5.24 .43 1650.80 .00 1.73 .00 2.500 .000 .00 1 .0 -I- -- -- -- -- - 1- -- -- -- -I- -I -- -- - 60.350 .0101 .0039 .24 3.85 .00 1.43 .013 .00 .00 PIPE 1 I I 1116.530 1647.140 3.473 1650.613 25.70 5.24 .43 1651.04 .00 1.73 .00 2.500 .000 .00 1 .0 -I -- -- -- -- - I- -- -- -- -I -I- -- -- - 81.880 .0101 .0039 .32 .00 .00 1.43 .013 .00 .00 PIPE I I I 1198.410 1647.968 2.986 1650.954 25.70 5.24 .43 1651.38 .00 1.73 .00 2.500 .000 .00 1 .0 -I -- -- -- -- - I- -- -- -- -I- -I -- -- - TRANS STR .0069 .0039 .02 2.99 .00 .013 .00 .00 PIPE I 1 I 1203.070 1648.000 2.973 1650.973 25.70 5.24 .43 1651.40 .00 1.73 .00 2.500 .000 .00 1 .0 -I- -- -- -- -- - I- -- -- -- -I- -1 -- -- - 80.707 .0100 .0039 .31 .00 .00 1.43 .013 .00 .00 PIPE I I I 1283.777 1648.809 2.500 1651.309 25.70 5.24 .43 1651.73 2.50 1.73 .00 2.500 .000 .00 1 .0 -I- -- -- -- -- -1- -- -- -- -I -1- -- -- - .133 .0100 .0038 .00 2.50 .00 1.43 .013 .00 .00 PIPE I I I 1283.910 1648.810 2.498 1651.308 25.70 5.24 .43 1651.73 .00 1.73 .13 2.500 .000 .00 1 .0 -1 -- -- -- -- -1- -- -- -- -1- -I -- -- - 29.374 .0100 .0036 .11 2.50 .15 1.43 .013 .00 .00 PIPE 1 I I 1313.284 1649.104 2.268 1651.373 25.70 5.49 .47 1651.84 .00 1.73 1.45 2.500 .000 .00 1 .0 -I -- -- -- -- - I- -- -- -- -I- -I -- -- - 13.634 .0100 .0036 .05 2.27 .54 1.43 .013 .00 .00 PIPE 12/20/04 H -19 FILE: b.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 8:51: 3 TRACT 16695 FINAL HYDRAULICS LINE B I Invert 1 Depth Water Q Vel Vel Energy Super CriticallFlow ToplHeight /IBase Wt1 No Wth Station I Elev 1 (FT) Elev (CFS) (FPS) Head Grd.E1. Slav Depth I Width IDia. -FTIor I.D.I ZL Prs /Pip -I- -I- - - - - - - -I- - - - - - - -I- -1- -I- - I - - L /Elem ICh Slope I SF Ave HF SE Dpth Froude NINorm Dp I "N" I X -Falll ZR Type Ch * * * * * * * * *I * * * * * * * * *I * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** ******** I * * * * * * * *I * * * * * * *I * * * * * * *I * * * ** * * * * * ** I I I I I I 1326.918 1649.241 2.133 1651.374 25.70 5.76 .52 1651.89 .00 1.73 1.77 2.500 .000 .00 1 .0 -I- -I- - - - - - - -I- - - - - - - -I- -I- -I- -1- - 4.082 .0100 .0037 .02 2.13 .64 1.43 .013 .00 .00 PIPE 1 1 1 I 1 I 1331.000 1649.282 2.088 1651.370 25.70 5.87 .53 1651.90 .00 1.73 1.85 2.500 .000 .00 1 .0 -I- -1- - - - - - - -I- - - - - - - -I- -I- -1- -I- - JUNCT STR .0100 .0024 .01 2.13 .67 .013 .00 .00 PIPE I 1 I I I 1 1334.000 1649.312 2.494 1651.806 12.80 2.61 .11 1651.91 .00 1.20 .24 2.500 .000 .00 1 .0 -I- -I- - - - - - - -1- - - - - - - -I- -I- -I- -I- - 23.783 .0100 .0009 .02 2.50 .10 .96 .013 .00 .00 PIPE I 1 1 I 1 I 1357.783 1649.550 2.267 1651.817 12.80 2.74 .12 1651.93 .01 1.20 1.45 2.500 .000 .00 1 .0 -I- -1- - - - - - - -I- - - - - - - -I- -I- -I- -I- - 12.207 .0100 .0009 .01 2.27 .27 .96 .013 .00 .00 PIPE I l 1 I I 1 1369.990 1649.672 2.145 1651.817 12.80 2.86 .13 1651.94 .01 1.20 1.74 2.500 .000 .00 1 .0 -I- -I- - - - - - - -1- - - - - - - -I- -I- -I- -1- - WALL ENTRANCE I 1 1 1 1 1 1369.990 1649.672 2.386 1652.058 12.80 .26 .00 1652.06 .00 .23 21.00 5.000 21.000 .00 0 .0 -I- -I- - - - - - - -I- - - - - - - -I- -I- -I- -I- - 12/20/04 1-1-20 FILE: bdb.WSW WSPGW - EDIT LISTING - Version 14.01 Date:12 -15 -2004 Time: 8:51:44 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 2.500 CD 2 4 1 2.500 CD 3 4 1 1.500 CD 4 2 0 .000 5.000 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16695 HEADING LINE NO 2 IS - FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE B - BASIN AS WATER SURFACE CONTROL 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 1006.200 1645.330 1 1651.190 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.830 1645.680 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 1056.180 1646.530 1 .013 45.000 45.009 .000 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1116.530 1647.140 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1198.410 1647.968 1 .013 1006.086 4.663 .000 0 ELEMENT NO 6 IS A TRANSITION * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE 1203.070 1648.000 2 .013 .000 .000 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1283.910 1648.810 2 .013 993.948 -4.660 .000 0 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1331.000 1649.282 2 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1334.000 1649.312 1 3 0 .013 12.900 .000 1649.800 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1369.990 1649.672 1 .013 45.000 - 45.824 .000 0 ELEMENT NO 11 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 1369.990 1649.672 4 .500 12/20/04 H -21 I 3 i d F § t i i $ a , a, a s i 3 A i s A, 5 ELEMENT NO 12 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1369.990 1649.672 4 1649.672 W S P G W PAGE NO 3 WATER SURFACE PROFILE — ELEMENT CARD LISTING 12/20/04 H -22 Ai ii ii i t i `a ii; k a i s A t * i ti i a t i & i iL 1 & i i $ is FILE: bdb.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 8:51:53 TRACT 16695 FINAL HYDRAULICS LINE B - BASIN AS WATER SURFACE CONTROL ******************************************************************************************* * * * * * * * ** * * * * ** * * * * * * ** * * * * **** * * * * * * ** 1 Invert 1 Depth 1 Water Q Vel Vel Energy Super Critical1Flow Top Height/ Base Wt No Wth Station 1 Elev 1 (FT) I Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip - I - - I - - - - - - - - - - - - -I- - - - - - - - L /Elem 1Ch Slope 1 1 SF Ave HE SE Dpth Froude N1Norm Dp "N" X -Fall ZR Type Ch ******* * *1 * * * * * * * * *1 * * * * * * * *1 * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 I I I 1006.200 1645.330 5.860 1651.190 25.70 5.24 .43 1651.62 .00 1.73 .00 2.500 .000 .00 1 .0 I - - - - - - - -I- - - - - - - -I- - - - - - - - 14.630 .0239 .0039 .06 5.86 .00 1.11 .013 .00 .00 PIPE I 1 I I 1020.830 1645.680 5.567 1651.247 25.70 5.24 .43 1651.67 .00 1.73 .00 2.500 .000 .00 1 .0 -I- -I- -i - - - - - - - - - - - -I- - - - - - - - 35.350 .0240 .0039 .14 .00 .00 1.11 .013 .00 .00 PIPE I 1 I 1 1056.180 1646.530 4.916 1651.446 25.70 5.24 .43 1651.87 .00 1.73 .00 2.500 .000 .00 1 .0 - - - - - - - -I- - - - - - - -I- - - - - - - - 60.350 .0101 .0039 .24 4.92 .00 1.43 .013 .00 .00 PIPE I I 1 1 1116.530 1647.140 4.543 1651.683 25.70 5.24 .43 1652.11 .00 1.73 .00 2.500 .000 .00 1 .0 - I - - - - - - - -I- - - - - - - -!- - - - - - - - 81.880 .0101 .0039 .32 .00 .00 1.43 .013 .00 .00 PIPE 1 1 I 1 1198.410 1647.968 4.056 1652.024 25.70 5.24 .43 1652.45 .00 1.73 .00 2.500 .000 .00 1 .0 - I - - - - - - - -I- - - - - - - -I- - - - - - - - TRANS STR .0069 .0039 .02 4.06 .00 .013 .00 .00 PIPE I 1 I I 1203.070 1648.000 4.042 1652.042 25.70 5.24 .43 1652.47 .00 1.73 .00 2.500 .000 .00 1 .0 -I- -I- -I- - - - - -1- - - - - - - -I- - - - - - - - 80.840 .0100 .0039 .32 .00 .00 1.43 .013 .00 .00 PIPE 1 I I I 1283.910 1648.810 3.569 1652.379 25.70 5.24 .43 1652.80 .00 1.73 .00 2.500 .000 .00 1 .0 - I - - I - - - - - -I- - - - - - - - - - - - - - - 47.090 .0100 .0039 .18 3.57 .00 1.43 .013 .00 .00 PIPE 1 I 1 1 1331.000 1649.282 3.282 1652.564 25.70 5.24 .43 1652.99 .00 1.73 .00 2.500 .000 .00 1 .0 - - I - - - - - - -I- - - - - - - -I- - - - - - - - JUNCT STR .0100 .0024 .01 .00 .00 .013 .00 .00 PIPE I I 1 I 1334.000 1649.312 3.580 1652.892 12.80 2.61 .11 1653.00 .00 1.20 .00 2.500 .000 .00 1 .0 - I - - - - - - - -I- - - - - - - -I- - - - - - - - 35.990 .0100 .0010 .04 .00 .00 .96 .013 .00 .00 PIPE 12/20/04 H -23 a a . , 4 s I i * $ 6 e§. i 0 3 a 4 , i s FILE: bdb.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date :12 -15 -2004 Time: 8:51:53 TRACT 16695 FINAL HYDRAULICS LINE B - BASIN AS WATER SURFACE CONTROL I Invert Depth Water Q Vel Vel Energy Super CriticalIFlow Top Height/ Base Wt No Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip - I- -- -- -- -- -I- -- -- -- -I -- -- -- - L/Elem ICh Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * * *I * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I 1369.990 1649.672 3.270 1652.942 12.80 2.61 .11 1653.05 .00 1.20 .00 2.500 .000 .00 1 .0 -I -- -- -- -- -I- -- -- -- -I- -- -- -- - WALL ENTRANCE I 1 1369.990 1649.672 3.428 1653.100 12.80 .18 .00 1653.10 .00 .23 21.00 5.000 21.000 .00 0 .0 - I- -- -- -- -- -I- -- -- -- -I- -- -- -- - 12/20/04 H -24 * I t i t i 4 i t i i 4 i i i ) < r. i )i i i i it e £ i k FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * ** ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 51274.420 1490.090 7.644 1497.734 2374.00 22.18 7.64 1505.38 .00 8.00 14.00 8.000 14.000 .00 0 .0 86.059 .0053 .0068 .59 7.64 1.41 8.00 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I I I 51360.480 1490.547 7.519 1498.066 2374.00 22.55 7.90 1505.96 .00 8.00 14.00 8.000 14.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 205.078 .0053 .0075 1.53 7.52 1.45 8.00 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I I I I 51565.560 1491.638 7.169 1498.806 2374.00 23.65 8.69 1507.49 .00 8.00 14.00 8.000 14.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 169.730 .0053 .0085 1.44 7.17 1.56 8.00 .013 .00 .00 BOX I I I I I I I I I I I I I 51735.290 1492.540 6.835 1499.375 2374.00 24.81 9.56 1508.93 .42 8.00 14.00 8.000 14.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 53.148 .0053 .0092 .49 7.25 1.67 8.00 .013 .00 .00 BOX I I I I I I I I I I I I I 51788.440 1492.821 6.723 1499.545 2374.00 25.22 9.88 1509.42 .43 8.00 14.00 8.000 14.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 141.563 .0053 .0101 1.42 7.16 1.71 8.00 .013 .00 .00 BOX I I I I I I I I I I I I I 51930.000 1493.570 6.411 1499.980 2374.00 26.45 10.87 1510.85 .18 8.00 14.00 8.000 14.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 56.445 .0053 .0110 .62 6.59 1.84 8.00 .013 .00 .00 BOX I I I I I I I I I I I I I 51986.450 1493.868 6.281 1500.149 2374.00 27.00 11.32 1511.47 .18 8.00 14.00 8.000 14.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 123.406 .0053 .0121 1.49 6.46 1.90 8.00 .013 .00 .00 BOX 12/20/04 H -25 I t 4 4 4 l i i 414 1 1 4 4 4 a i i i f _ a , s i FILE: P: \652-1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert Depth Water Q I Vel Vel Energy Super ICriticallFlow Top Height/ Base Wt INo Wth Station Elev (FT) Elev (CFS) I (FPS) Head Grd.El. Elev I Depth I Width Dia. -FT or I.D. ZL IPrs /Pip - - - - - - - - -I - I- - - - - -I- - I- - - - - - - - L /Elem Ch Slope I SF Ave HF SE DpthlFroude NINorm Dp "N" X -Fall ZR 'Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * * *1 * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * * *I * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** 1 * * * * * ** I I I I 52109.850 1494.520 5.989 1500.509 2374.00 28.31 12.45 1512.96 .00 8.00 14.00 8.000 14.000 .00 0 .0 - - - - - - - - -I -I- - - - - -I- -I- - - - - - - I 70.465 .0053 .0134 .94 5.99 2.04 8.00 .013 .00 .00 BOX I I I I 52180.320 1494.896 5.819 1500.714 2374.00 29.14 13.19 1513.90 .00 8.00 14.00 8.000 14.000 .00 0 .0 - - -- -- -- -I- -I -- -- - I- - I- -- -- -- 1- 109.684 .0053 .0149 1.63 5.82 2.13 8.00 .013 .00 .00 BOX I I I I 52290.000 1495.480 5.548 1501.028 2374.00 30.57 14.51 1515.53 .00 8.00 14.00 8.000 14.000 .00 0 .0 - - -- -- -- -I- -I -- -- -I- -I- -- -- -- !- TRANS STR .0050 .0148 .15 5.55 2.29 .013 .00 .00 BOX I I I I 52300.000 1495.530 7.474 1503.004 2374.00 28.88 12.95 1515.95 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - - - - - - I- - I- - - - - -I- -I - - - - - - 1- 116.840 .0100 .0142 1.66 7.47 1.86 8.46 .013 .00 .00 BOX I I I I 52416.840 1496.700 7.286 1503.986 2374.00 29.62 13.62 1517.61 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - - - - - -I- -I- - - - - -I -I - - - - - - I 60.758 .0076 .0151 .92 7.29 1.93 9.00 .013 .00 .00 BOX I I I I 52477.600 1497.161 7.128 1504.289 2374.00 30.28 14.24 1518.52 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - - - - - - I- - I- - - - - -I- -I - - - - - - I 122.402 .0076 .0165 2.02 7.13 2.00 9.00 .013 .00 .00 BOX I I I I 52600.000 1498.090 6.796 1504.886 2374.00 31.76 15.66 1520.54 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - - - - - -I- -I- - - - - -I- -I- - - - - - - 1 200.000 .0156 .0180 3.59 6.80 2.15 7.11 .013 .00 .00 BOX I I I I 52800.000 1501.210 6.669 1507.879 2374.00 32.36 16.26 1524.14 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - - - - - -I- - I- - - - - -I- - I- - - - - - - 1- 74.832 .0136 .0188 1.40 6.67 2.21 7.50 .013 .00 .00 BOX I I I I 52874.830 1502.227 6.572 1508.799 2374.00 32.84 16.75 1525.55 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -- -- -I- -I -- -- -I- -I- -- -- -- I- 201.324 .0136 .0204 4.11 6.57 2.26 7.50 .013 .00 .00 BOX 12/20/04 H -26 114i/1)144/it 4 i i i s 4 i i i i i 1 i i ! Y i 4 i i e i i FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert Depth I Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) 1 Elev (CFS) (FPS) Head Grd.El. Slav Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope 1 SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * * *I * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * ** ** * * * * * ** 1 53076.160 1504.965 6.266 1511.231 2374.00 34.44 18.42 1529.65 .00 9.00 11.00 9.000 11.000 .00 0 .0 162.945 .0136 .0231 3.77 6.27 2.42 7.50 .013 .00 .00 BOX 1 53239.100 1507.180 5.974 1513.154 2374.00 36.12 20.26 1533.42 .00 9.00 11.00 9.000 11.000 .00 0 .0 JUNCT STR .0276 .0246 .07 5.97 2.60 .013 .00 .00 BOX 1 53242.000 1507.260 5.976 1513.236 2374.00 36.11 20.25 1533.49 .00 9.00 11.00 9.000 11.000 .00 0 .0 158.000 .0259 .0243 3.84 5.98 2.60 5.85 .013 .00 .00 BOX 1 53400.000 1511.360 6.022 1517.382 2374.00 35.84 19.95 1537.33 .00 9.00 11.00 9.000 11.000 .00 0 .0 319.879 .0259 .0232 7.44 6.02 2.57 5.85 .013 .00 .00 BOX 1 53719.880 1519.660 6.182 1525.842 2374.00 34.91 18.92 1544.77 .52 9.00 11.00 9.000 11.000 .00 0 .0 49.426 .0259 .0223 1.10 6.70 2.47 5.85 .013 .00 .00 BOX 1 53769.300 1520.942 6.218 1527.159 2374.00 34.71 18.71 1545.87 .51 9.00 11.00 9.000 11.000 .00 0 .0 272.945 .0259 .0208 5.68 6.73 2.45 5.85 .013 .00 .00 BOX 1 54042.250 1528.020 6.521 1534.541 2374.00 33.10 17.01 1551.55 .00 9.00 11.00 9.000 11.000 .00 0 .0 37.250 .0260 .0193 .72 6.52 2.28 5.84 .013 .00 .00 BOX 1 54079.500 1528.990 6.582 1535.572 2374.00 32.79 16.70 1552.27 .45 9.00 11.00 9.000 11.000 .00 0 .0 100.500 .0208 .0189 1.90 7.03 2.25 6.36 .013 .00 .00 BOX 1 54180.000 1531.080 6.630 1537.709 2374.00 32.55 16.46 1554.17 .44 9.00 11.00 9.000 11.000 .00 0 .0 13.461 .0100 .0188 .25 7.07 2.23 8.47 .013 .00 .00 BOX 12/20/04 H -27 R 3 i c s $ t A 4 s a i s A 1 t I # A 4 J 4 a 4 $ $ 4 4 a 1 4 d 1 A FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 *************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth I Water Q Vel Vel Energy Super Critical Flow Top Height /IBase Wtl INo Wth Station Elev (FT) I Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia. -FTIor I.D.I ZL IPrs /Pip - - -- -I- -- -- -I- -- -- -- -- -- -I- -I- -I L /Elem Ch Slope I SF Ave HF SE Dpth Froude N Norm Dp "N" I X -Fallf ZR IType Ch * * * * * * * ** * * * * * * * ** * * * * * * * *1 * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * * *I * * * * * * *I * * * ** I * * * * * ** I I I I 54193.460 1531.214 6.600 1537.814 2374.00 32.70 16.61 1554.42 .45 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -I- -- -- -I- -- -- -- -- -- -I- -I- I 132.820 .0100 .0202 2.68 7.05 2.24 8.47 .013 .00 .00 BOX I I I I 54326.280 1532.540 6.293 1538.833 2374.00 34.30 18.27 1557.10 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -I- -- -- -I- -- -- -- -- -- -I- -I- I 93.719 .0100 .0225 2.11 6.29 2.41 8.45 .013 .00 .00 BOX I I I I 54420.000 1533.480 6.065 1539.545 2374.00 35.59 19.66 1559.21 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - -I- - - - - -I- - - - - - - - - - - -I- -I- I 12.500 .0440 .0234 .29 6.06 2.55 4.80 .013 .00 .00 BOX I I I I 54432.500 1534.030 6.112 1540.142 2374.00 35.31 19.36 1559.50 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - -I- - - - - -I- - - - - - - - - - - -I- -I- I- JUNCT STR .0467 .0231 .07 6.11 2.52 .013 .00 .00 BOX I I I I 54435.500 1534.170 6.126 1540.296 2374.00 35.23 19.27 1559.57 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - -I- - - - - -I- - - - - - - - - - - -I- -I- I 38.266 .0442 .0222 .85 6.13 2.51 4.80 .013 .00 .00 BOX I I I I 54473.770 1535.863 6.293 1542.156 2374.00 34.30 18.26 1560.42 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - - - -I- - - - - -I- - - - - - - - - - - -I- -I- I 56.234 .0442 .0202 1.13 6.29 2.41 4.80 .013 .00 .00 BOX I I I I 54530.000 1538.350 6.600 1544.950 2374.00 32.70 16.60 1561.55 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -I- -- -- -I- -- -- -- -- -- -I- -I- I 35.320 .0210 .0188 .67 6.60 2.24 6.35 .013 .00 .00 BOX I I I I 54565.320 1539.090 6.619 1545.708 2374.00 32.61 16.51 1562.22 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -I- -- -- -I- -- -- -- -- -- -I- -I- I 56.570 .0207 .0187 1.06 6.62 2.23 6.38 .013 .00 .00 BOX I I I I 54621.890 1540.260 6.647 1546.907 2374.00 32.47 16.37 1563.28 .41 9.00 11.00 9.000 11.000 .00 0 .0 - - - - -I- - - - - -I- - - - - - - - - - - -I- -I- 1- 414.348 .0193 .0181 7.51 7.06 2.22 6.55 .013 .00 .00 BOX 12/20/04 H -28 8 1 4 1 4 1 8 1 1 1 L 8 8 s FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert I Depth Water Q Vel Vel Energy Super ICriticallFlow Top Height/ Base Wt No Wth Station Elev I (FT) Elev (CFS) (FPS) Head Grd.El. Elev I Depth I Width Dia. -FT or I.D. ZL Prs /Pip - - -I -- -- -- -1 -- -- -I -I -- -- -- - L /Elem Ch Slope I SF Ave HF SE DpthlFroude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * * *1 * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * * *I * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 I I 55036.240 1548.240 6.769 1555.010 2374.00 31.88 15.78 1570.79 .39 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -I- -I- -- -- -- - 28.563 .0224 .0176 .50 7.16 2.16 6.19 .013 .00 .00 BOX I I 1 55064.800 1548.880 6.807 1555.687 2374.00 31.70 15.61 1571.29 .53 9.00 11.00 9.000 11.000 .00 0 .0 - - - I- -- -- -- - I- -- -- -I- - I- -- -- -- - 60.020 .0225 .0172 1.03 7.34 2.14 6.18 .013 .00 .00 BOX 1 1 1 55124.820 1550.228 6.898 1557.126 2374.00 31.29 15.20 1572.33 .52 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -I- -I- -- -- -- - 159.039 .0225 .0159 2.53 7.41 2.10 6.18 .013 .00 .00 BOX I I 1 55283.860 1553.800 7.234 1561.034 2374.00 29.83 13.82 1574.85 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -I- -I- -- -- -- - 65.230 .0169 .0148 .96 7.23 1.95 6.90 .013 .00 .00 BOX 1 I 1 55349.090 1554.900 7.283 1562.183 2374.00 29.63 13.64 1575.82 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -I- -I- -- -- -- - 9.617 .0192 .0146 .14 7.28 1.94 6.56 .013 .00 .00 BOX I I I 55358.710 1555.085 7.298 1562.383 2374.00 29.57 13.58 1575.96 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -I -- -- -- -I -- -- -I - I- -- -- -- - 160.559 .0192 .0137 2.21 7.30 1.93 6.56 .013 .00 .00 BOX I 1 1 55519.270 1558.169 7.655 1565.823 2374.00 28.19 12.34 1578.17 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -I- -I- -- -- -- - 106.238 .0192 .0122 1.29 7.65 1.80 6.56 .013 .00 .00 BOX 1 1 1 55625.500 1560.209 8.028 1568.237 2374.00 26.88 11.22 1579.46 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -I- -I- -- -- -- - 74.496 .0192 .0108 .80 8.03 1.67 6.56 .013 .00 .00 BOX I I 1 55700.000 1561.640 8.420 1570.060 2374.00 25.63 10.20 1580.26 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -I- -I- -- -- -- - TRANS STR .0185 .0108 .22 8.42 1.56 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit 12/20/04 H -29 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 *********************************************** s******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert I Depth Water Q Vel Vel Energy I Super CriticallFlow ToplHeight/ Base Wt 1No Wth Station Elev 1 (FT) Elev (CFS) (FPS) Head Grd.El.I Elev Depth 1 Width IDia. -FT or I.D. ZL IPrs /Pip - - -I- - - - - - - -I- - - -I- - - -I- -I - - - - - L /Elem Ch Slope I SF Ave HF ISE Dpth Froude NINorm Dp 1 "N" X -Fall ZR 'Type Ch * * * * * * * ** * * * * * * * * *1 * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * * *I * * * * * ** * * * * * * * *1 * * * * * * * *I * * * * * ** * * * * * ** * * * ** l * * * * * ** I I 1 I I 55720.000 1562.010 7.297 1569.307 2374.00 27.11 11.41 1580.72 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I- - - - - - - -I- - - -I- - - -I -I- - - - - 1- 82.719 .0188 .0108 .90 7.30 1.77 6.05 .013 .00 .00 BOX 1 I I I 1 55802.720 1563.569 7.642 1571.211 2374.00 25.89 10.41 1581.62 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I - - - - - - -I- - - -I- - - -I- -I- - - - - I- 61.988 .0188 .0096 .59 7.64 1.65 6.05 .013 .00 .00 BOX I I I I I 55864.710 1564.737 8.015 1572.752 2374.00 24.68 9.46 1582.21 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I- - - - - - - -I- - - -I- - - -I- -I- - - - - 1- 45.293 .0188 .0085 .38 8.02 1.54 6.05 .013 .00 .00 BOX I I 1 I I 55910.000 1565.590 8.406 1573.996 2374.00 23.53 8.60 1582.60 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I- - - - - - - -I- - - -I- - - -I- -I - - - - '- 34.043 .0032 .0082 .28 8.41 1.43 9.00 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I 1 I I I I I I I I 1 I I 55944.040 1565.699 8.253 1573.952 2374.00 23.97 8.92 1582.87 .00 9.00 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 89.273 .0032 .0089 .79 8.25 1.47 9.00 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I 1 I 1 I I I I I I 1 I 1 56033.320 1565.986 7.869 1573.855 2374.00 25.14 9.81 1583.67 .00 9.00 12.00 9.000 12.000 .00 0 .0 = 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 89.746 .0032 .0101 .90 7.87 1.58 9.00 .013 .00 .00 BOX 12/20/04 H -30 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 7 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 ******************************************************************************************* * * * * * * * * *** * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert 1 Depth I Water 1 Q I Vel Vel Energy Super CriticallFlow Top Height /IBase Wt No Wth Station Elev 1 (FT) 1 Elev 1 (CFS) 1 (FPS) Head Grd.El. Elev Depth 1 Width Dia. -FTlor I.D. ZL Prs /Pip - - - I- -I- -I -I- -I- - - - - - - -I- - - -I- - - - L/Elem Ch Slope I 1 I I SF Ave HF SE Dpth Froude N1Norm Dp "N" 1 X -Fall ZR Type Ch * * * * * * * ** ********* I******** I**** * * * * *I * * * * * * * * *I * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * * * * ** I I I I 1 1 56123.060 1566.274 7.503 1573.777 2374.00 26.37 10.80 1584.57 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I- -I- -I- -I- -I- - - - - - - -I- - - -I- - - - 89.305 .0032 .0114 1.02 7.50 1.70 9.00 .013 .00 .00 BOX I I I I I I 56212.370 1566.560 7.154 1573.714 2374.00 27.65 11.88 1585.59 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I -I- -I- -I- -I- - - - - - - -I- - - - 1- - - - 88.230 .0032 .0129 1.14 7.15 1.82 9.00 .013 .00 .00 BOX I I I 1 I 1 56300.600 1566.844 6.821 1573.664 2374.00 29.00 13.06 1586.73 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I- -I -I- -I- -I- - - - - - - -I- - - -I- - - - 86.707 .0032 .0146 1.27 6.82 1.96 9.00 .013 .00 .00 BOX I I 1 I I I 56387.300 1567.122 6.503 1573.625 2374.00 30.42 14.37 1587.99 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - - I- -I- -I- -I- -1- - - - - - - -I- - - -I- - - - 84.875 .0032 .0166 1.41 6.50 2.10 9.00 .013 .00 .00 BOX 1 I I 1 I I 56472.180 1567.394 6.201 1573.595 2374.00 31.90 15.81 1589.40 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I- -1- -I- -I- -I- - - - - - - -I- - - -1- - - - 82.820 .0032 .0188 1.56 6.20 2.26 9.00 .013 .00 .00 BOX I I 1 1 1 1 56555.000 1567.660 5.912 1573.572 2374.00 33.46 17.39 1590.96 .00 9.00 12.00 9.000 12.000 .00 0 .0 - - -I- -I- -I- -I- -I- - - - - - - -1- - - -I- - - - TRANS STR .0820 .0191 .19 5.91 2.43 .013 .00 .00 BOX 1 1 1 1 1 1 56565.000 1568.480 6.702 1575.182 2374.00 32.20 16.10 1591.28 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -1- -I- -1- -I- -I- - - - - - - -I- - - - I- - - - 8.340 .0820 .0177 .15 6.70 2.19 3.83 .013 .00 .00 BOX 1 1 I I 1 I 56573.340 1569.164 6.849 1576.014 2374.00 31.51 15.42 1591.43 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -I- -I- -I- -I- - - - - - - -I- - - -I- - - - 16.207 .0820 .0162 .26 6.85 2.12 3.83 .013 .00 .00 BOX I I 1 1 1 I 56589.550 1570.494 7.184 1577.677 2374.00 30.04 14.01 1591.69 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -I- -I- -I- -I- -1- - - - - - - -I - - -I- - - - 13.637 .0820 .0143 .20 7.18 1.98 3.83 .013 .00 .00 BOX 12/20/04 H -31 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 8 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert I Depth Water Q Vel Vel Energy I Super CriticallFlow Top Height/ Base Wt INo Wth Station I Elev I (FT) Elev (CFS) (FPS) Head Grd.El.l Elev Depth I Width Dia. -FT or I.D. ZL IPrs /Pip -I -I - - - - - - - I- - - -I- - - -I- - - - - - - - L /Elem (Ch Slope I SF Ave HF ISE Dpth Froude NINorm Dp "N" X -Fall ZR 'Type Ch * * * * * * * * *1 * * * * * * * * *1 * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * * *I * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** I * * * * * ** I I I I I 56603.180 1571.612 7.534 1579.146 2374.00 28.64 12.74 1591.89 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I- -I - - - - - - -I- - - -I- - - -I - - - - - - I 11.395 .0820 .0127 .14 7.53 1.84 3.83 .013 .00 .00 BOX I I I I I 56614.580 1572.547 7.902 1580.449 2374.00 27.31 11.58 1592.03 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I- -I- - - - - - - -I- - - -I- - - -I- - - - - - - 1 9.422 .0820 .0112 .11 7.90 1.71 3.83 .013 .00 .00 BOX I I I I I 56624.000 1573.320 8.288 1581.608 2374.00 26.04 10.53 1592.14 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I- -I- - - - - - - -I - - - I- - - - I- - - - - - - I JUNCT STR .0825 .0158 .13 8.29 1.59 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I I I I 56632.000 1573.980 5.394 1579.374 1917.00 32.31 16.21 1595.58 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 1.711 .0820 .0209 .04 5.39 2.45 3.29 .013 .00 .00 BOX I I I I I I I I I I I I I 56633.710 1574.120 5.415 1579.535 1917.00 32.18 16.08 1595.62 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- 19.188 .0820 .0196 .38 5.42 2.44 3.29 .013 .00 .00 BOX I I I I I I I I I I I I I 56652.900 1575.693 5.679 1581.372 1917.00 30.69 14.62 1595.99 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 16.246 .0820 .0172 .28 5.68 2.27 3.29 .013 .00 .00 BOX I I I I I I I I I I I I I 56669.140 1577.025 5.957 1582.981 1917.00 29.26 13.29 1596.27 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 13.742 .0820 .0152 .21 5.96 2.11 3.29 .013 .00 .00 BOX I I I I I I I I I I I I I 56682.890 1578.151 6.247 1584.399 1917.00 27.90 12.08 1596.48 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 11.574 .0820 .0134 .16 6.25 1.97 3.29 .013 .00 .00 BOX 12/20/04 H -32 a i t r I i i a O 1 a i 6 1 : j j $ , 6 s i 6 FILE: P: \652 -1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 9 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert 1 Depth Water 1 Q Vel Vel 1 Energy Super CriticallFlow Top Height /IBase Wt No Wth Station 1 Elev 1 (FT) Elev 1 (CFS) (FPS) Head I Grd.El. Elev Depth I Width Dia.-FTIor I.D. ZL Prs /Pip -1- - I- - - - I- - - -I- -I- - - - - -I- - - -I - - - L/Elem ICh Slope I 1 SF Ave' HF SE Dpth Froude N1Norm Dp "N" I X -Fall ZR Type Ch * * * * * * * * *I * * * * * * * * *I * * * * * * ** * * * * * * * * *I * * * * * * * ** * * * * * * *I * * * * * * *I * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * * * * ** I I 1 I 1 1 56694.460 1579.100 6.552 1585.652 1917.00 26.60 10.98 1596.64 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I- - I- - - -1 - - -I- - I- - - - - -I- - - -I- - - - 774.559 .0124 .0133 10.34 6.55 1.83 6.59 .013 .00 .00 BOX I I 1 1 1 I 57469.020 1588.700 6.267 1594.967 1917.00 27.81 12.01 1606.97 .00 9.00 11.00 9.000 11.000 .00 0 .0 -1 -I- - - -I- - - - I- -1 - - - - -I - - -I- - - - 168.414 .0162 .0137 2.30 6.27 1.96 5.95 .013 .00 .00 BOX I I I 1 1 1 57637.430 1591.428 6.425 1597.852 1917.00 27.13 11.43 1609.28 .00 9.00 11.00 9.000 11.000 .00 0 .0 -1- -I- - - -I- - - -I- -I- - - - - -I- - - -I- - - - 193.988 .0162 .0125 2.42 6.42 1.89 5.95 .013 .00 .00 BOX 1 I I I 1 1 57831.420 1594.569 6.738 1601.308 1917.00 25.86 10.39 1611.69 .00 9.00 11.00 9.000 11.000 .00 0 .0 - 1- -I- - - - I- - - -I -I- - - - - - I- - - -I- - - - 118.578 .0162 .0110 1.31 6.74 1.76 5.95 .013 .00 .00 BOX I I 1 I I 1 57950.000 1596.490 7.067 1603.557 1917.00 24.66 9.44 1613.00 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I - I- - - - I- - - -I- -I - - - - -I- - - -I - - - JUNCT STR .0150 .0113 .05 7.07 1.63 .013 .00 .00 BOX 1 I 1 1 I 1 57954.000 1596.550 6.430 1602.980 1848.00 26.13 10.60 1613.58 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I - I- - - -I- - - -I- -I- - - - - -I- - - -I- - - - 15.020 .0166 .0122 .18 6.43 1.82 5.73 .013 .00 .00 BOX 1 I 1 I 1 I 57969.020 1596.800 6.460 1603.260 1848.00 26.01 10.50 1613.76 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I- -1- - - -I - - - 1- -1- - - - - -I- - - -1 - - - 446.145 .0124 .0119 5.29 6.46 1.80 6.40 .013 .00 .00 BOX 1 I 1 I 1 1 58415.160 1602.332 6.571 1608.903 1848.00 25.57 10.15 1619.05 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I -I - - -1 - - - I- -1- - - - - -I - - -I- - - - 406.109 .0124 .0109 4.43 6.57 1.76 6.40 .013 .00 .00 BOX 1 1 1 I 1 I 58821.270 1607.368 6.892 1614.260 1848.00 24.38 9.23 1623.49 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I- -1- - - -I - - -I -I - - - - -1- - - - I- - - - 182.641 .0124 .0096 1.76 6.89 1.64 6.40 .013 .00 .00 BOX 12/20/04 1-1-33 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 10 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert Depth Water I Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt INo Wth Station Elev (FT) Elev I (CFS) (FPS) Head Grd.El. Elev Depth I Width Dia. -FT or I.D. ZL IPrs /Pip - - -- -- -I- -- -I- -- -- -- -I- -- -- -- - L /Elem Ch Slope I SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR 'Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * * *I * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** I * * * * * ** I I I 59003.910 1609.633 7.228 1616.861 1848.00 23.24 8.39 1625.25 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -- -I- -- -I- -- -- -- -I- -- -- -- 1- 105.996 .0124 .0085 .90 7.23 1.52 6.40 .013 .00 .00 BOX I I I 59109.910 1610.947 7.581 1618.528 1848.00 22.16 7.63 1626.15 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -- -I- -- -I- -- -- -- -I- -- -- -- I 66.695 .0124 .0076 .50 7.58 1.42 6.40 .013 .00 .00 BOX I I I 59176.610 1611.774 7.951 1619.725 1848.00 21.13 6.93 1626.66 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -- -I- -- -I- -- -- -- -I- -- -- -- I- 42.414 .0124 .0067 .28 7.95 1.32 6.40 .013 .00 .00 BOX I I I 59219.020 1612.300 8.339 1620.639 1848.00 20.15 6.30 1626.94 .00 9.00 11.00 9.000 11.000 .00 0 .0 - - -- -- -I- -- -I- -- -- -- -I- -- -- -- 1- 5.980 .0083 .0063 .04 8.34 1.23 7.46 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I I I I 59225.000 1612.350 8.363 1620.713 1848.00 20.09 6.27 1626.98 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I- - I - - I - - I - - I - - I - - I - -I - I - - I - - I - - I - - I - I JUNCT STR .0093 .0075 .11 8.36 1.22 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I I I I 59240.000 1612.490 6.630 1619.120 1822.90 22.91 8.15 1627.27 .00 8.95 12.00 9.000 12.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- 526.117 .0088 .0086 4.50 6.63 1.57 6.60 .013 .00 .00 BOX I I I I I I I I I I I I I 59766.120 1617.115 6.717 1623.832 1822.90 22.62 7.94 1631.77 .00 8.95 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 450.781 .0088 .0079 3.57 6.72 1.54 6.60 .013 .00 .00 BOX 12/20/04 H -34 i i i i A 3 i i s i ) i 9 t 4 ifi w & 3 t s s i t a a FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 11 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert I Depth Water Q Vel Vel Energy Super Critical1Flow Top Height/ Base Wt INo Wth Station Elev I (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL IPrs /Pip - - -1- -- -- -- -I- -- -- -- -I- -- -- -- - L /Elem Ch Slope I SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR IType Ch * * * * * * * ** * * * * * * * * *I * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** 1 * * * * * ** I I I 60216.900 1621.078 7.045 1628.122 1822.90 21.56 7.22 1635.34 .00 8.95 12.00 9.000 12.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -- - I- -- -- -- I 173.500 .0088 .0070 1.21 7.04 1.43 6.60 .013 .00 .00 BOX I I I 60390.400 1622.603 7.388 1629.991 1822.90 20.56 6.56 1636.56 .00 8.95 12.00 9.000 12.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -- -I- -- -- -- I 90.277 .0088 .0062 .56 7.39 1.33 6.60 .013 .00 .00 BOX I I I 60480.680 1623.396 7.749 1631.145 1822.90 19.60 5.97 1637.11 .00 8.95 12.00 9.000 12.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -- -I- -- -- -- I- 49.324 .0088 .0055 .27 7.75 1.24 6.60 .013 .00 .00 BOX I I I 60530.000 1623.830 8.127 1631.957 1822.90 18.69 5.42 1637.38 .00 8.95 12.00 9.000 12.000 .00 0 .0 - - -I- -- -- -- -I- -- -- -- -I- -- -- -- 1 .758 .0090 .0051 .00 8.13 1.16 6.55 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I I I I 60530.760 1623.837 8.136 1631.973 1822.90 18.67 5.41 1637.39 .00 8.95 12.00 9.000 12.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 22.715 .0090 .0048 .11 8.14 1.15 6.55 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I 1 I I I I I I I I 60553.480 1624.041 8.533 1632.574 1822.90 17.80 4.92 1637.50 .00 8.95 12.00 9.000 12.000 .00 0 .0 I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- 6.523 .0090 .0043 .03 8.53 1.07 6.55 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit 12/20/04 11-35 i i i i L i i ) i i t i l t i i, _ g i 3 I 4 4 4 , FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 12 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert Depth 1 Water I Q I Vel Vel I Energy I Super CriticallFlow Top Height/ Base Wtl No Wth Station Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.l Elev Depth 1 Width Dia. -FT or I.D.I ZL Prs /Pip - - - - -I- -I- -I- -I- -I- -I - - -I - - - - - - L /Elem Ch Slope I I I SF Avel HF ISE Dpth Froude NINorm Dp "N" X -Fall) ZR Type Ch * * * * * * * ** * * * * * * * ** ******** I********* I********* I** * * * * *I * * * * * * *I * * * * * * * * *I * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * * *I * * * ** * * * * * ** I I I I I I I 60560.000 1624.100 8.951 1633.051 1822.90 16.97 4.47 1637.52 .00 8.95 12.00 9.000 12.000 .00 0 .0 - - - - -I- -I- -1 -I- - I- -I - - - I- - - - - -I - JUNCT STR .1280 .0028 .04 8.95 1.00 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I 1 I 1 I I I I I 60575.000 1626.020 9.745 1635.765 971.70 10.80 1.81 1637.58 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - I- 5.953 .1280 .0028 .02 9.75 .63 1.91 .013 .00 .00 BOX I 1 I I I I I I I I 1 I 1 60580.950 1626.782 9.000 1635.782 971.70 10.80 1.81 1637.59 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - 1 - - I - - 1 - - I - - I - - I - - I - - I - - I - - I - 1 1.887 .1280 .0019 .00 9.00 .63 1.91 .013 .00 .00 BOX I 1 1 1 I 1 1 I I I I I I 60582.840 1627.024 8.580 1635.604 971.70 11.32 1.99 1637.60 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I - 1 - - I - - I - - I - - 1 - - I - - I - - I - - I - - 1 - - I - - I - I- 1.590 .1280 .0021 .00 8.58 .68 1.91 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I 1 I I 1 1 1 60584.430 1627.227 8.181 1635.408 971.70 11.88 2.19 1637.60 .00 6.64 10.00 9.000 10.000 .00 0 .0 - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - 1 - - I - 1 .570 .1280 .0024 .00 8.18 .73 1.91 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit 1 I I 1 I 1 I 1 I I I I I 60585.000 1627.300 8.022 1635.322 971.70 12.11 2.28 1637.60 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 68.469 .0048 .0025 .17 8.02 .75 6.22 .013 .00 .00 BOX 12/20/04 11-36 f 1 3 a i s k a t s i a 1 Z <r. t z t I I A. i ti FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 13 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 I Invert I Depth Water Q I Vel Vel Energy I Super CriticaliFlow Top Height/ Base Wt No Wth Station I Elev I (FT) Elev (CFS) I (FPS) Head Grd.El.l Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip - I - I- - - - - -I- -I- - - -I- - - -I- - - - - - - - L/Elem ICh Slope I I SF Ave HF ISE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * * *i * * * * * * * **i * * * * * * ** * * * * * * * ** * * * * * * * * *I * * * * * * *I * * * * * ** * * * * * * * * *I * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I I I I 60653.470 1627.628 7.649 1635.277 971.70 12.70 2.51 1637.78 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I- -I- - - - - -I- - I- - - -I- - - -I- - - - - - - - 59.051 .0048 .0028 .17 7.65 .81 6.22 .013 .00 .00 BOX I I I I I 60712.520 1627.911 7.293 1635.203 971.70 13.32 2.76 1637.96 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I - - I - - - - - - I - - I - - - - - - - - - - - - - - 31.457 .0048 .0032 .10 7.29 .87 6.22 .013 .00 .00 BOX I I I I I 60743.980 1628.062 7.083 1635.144 971.70 13.72 2.92 1638.07 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I- -I- - - - - -I- -I- - - - I- - - -I- - - - - - - - HYDRAULIC JUMP I I I I I 60743.980 1628.062 6.219 1634.281 971.70 15.62 3.79 1638.07 .00 6.64 10.00 9.000 10.000 .00 0 .0 -I- -I - - - - -I- -I- - - - I- - - -I- - - - - - - - 56.023 .0048 .0048 .27 6.22 1.10 6.22 .013 .00 .00 BOX I I I I I 60800.000 1628.330 6.219 1634.549 971.70 15.62 3.79 1638.34 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I- - I- - - - - -I -I - - -I - - -I- - - - - - - - 379.211 .0048 .0048 1.82 6.22 1.10 6.22 .013 .00 .00 BOX I I I I I 61179.210 1630.149 6.219 1636.369 971.70 15.62 3.79 1640.16 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I- - I- - - - - -I- -I- - - -I- - - -I - - - - - - - 192.305 .0048 .0047 .90 6.22 1.10 6.22 .013 .00 .00 BOX I I I I I 61371.510 1631.072 6.334 1637.406 971.70 15.34 3.65 1641.06 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I- -I- - - - - - I- - I- - - -I- - - -I - - - - - - - 47.488 .0048 .0043 .20 6.33 1.07 6.22 .013 .00 .00 BOX I I I I I 61419.000 1631.300 6.644 1637.944 971.70 14.63 3.32 1641.27 .00 6.64 10.00 9.000 10.000 .00 0 .0 - I- -I- - - - - -I- -I- - - -I - - -I- - - - - - - - JUNCT STR .0050 .0016 .01 6.64 1.00 .013 .00 .00 BOX I I I I I 61423.000 1631.320 8.420 1639.740 940.00 10.15 1.60 1641.34 .00 6.10 11.00 8.500 11.000 .00 0 .0 - I- - I- - - - - -I -I - - - I- - - -I- - - - - - - - 74.789 .0048 .0016 .12 8.42 .62 5.50 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit 12/20/04 H -37 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 14 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert I Depth Water I Q Vel Vel Energy Super ICriticaliFlow Top Height/ Base Wt No Wth Station Elev 1 (FT) Elev I (CFS) (FPS) Head Grd.El. Elev I Depth I Width Dia. -FT or I.D. ZL Prs /Pip - I- - - -I- - - -I- - - - - -I- -I- - - - - - - - L/Elem - Ch Slope 1 I SF Ave HF SE DpthlFroude N1Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * * *I * * * * * * ** * * * * * * * * *I * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * * *I * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I I I 61497.790 1631.678 8.028 1639.707 940.00 10.64 1.76 1641.47 .00 6.10 11.00 8.500 11.000 .00 0 .0 - - -I- - - -I- - - - I- - - - - -I -I- - - - - - - - 68.559 .0048 .0018 .12 8.03 .66 5.50 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I I I I 61566.350 1632.007 7.655 1639.661 940.00 11.16 1.94 1641.60 .00 6.10 11.00 8.500 11.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 61.719 .0048 .0020 .12 7.65 .71 5.50 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I I I I I I I I I I I I I 61628.070 1632.302 7.299 1639.601 940.00 11.71 2.13 1641.73 .00 6.10 11.00 8.500 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - 1 - 1 53.828 .0048 .0023 .12 7.30 .76 5.50 .013 .00 .00 BOX I I I I I I I I I I I I I 61681.890 1632.560 6.959 1639.519 940.00 12.28 2.34 1641.86 .00 6.10 11.00 8.500 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 32.340 .0048 .0026 .08 6.96 .82 5.50 .013 .00 .00 BOX I I I I I I I I I I I I I 61714.230 1632.715 6.736 1639.451 940.00 12.69 2.50 1641.95 .00 6.10 11.00 8.500 11.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- HYDRAULIC JUMP I I I I I 1 1 I I 1 I I I 61714.230 1632.715 5.502 1638.217 940.00 15.53 3.75 1641.96 .00 6.10 11.00 8.500 11.000 .00 0 .0 = 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 303.590 .0048 .0048 1.45 5.50 1.17 5.50 .013 .00 .00 BOX 12/20/04 H -3 8 II # i i i i ii l I i it 4 i. 4 i i i i i i a a t J it a i 1 ft a it 1 . a. a FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 15 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 ********************************************************************************** s******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** ** Invert Depth Water I Q Vel Vel I Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev I (CFS) (FPS) Head I Grd.El. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip - - -- -- -I- -- -I- -I- -- -- -I -- -- -- - L/Elem Ch Slope I SF Ave! HF SE Dpth Froude N1Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * * *I * * * * * * * ** * * * * * * *I * * * * * * *I * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 1 I 62017.820 1634.169 5.502 1639.671 940.00 15.53 3.75 1643.42 .00 6.10 11.00 8.500 11.000 .00 0 .0 - - -- -- -I- -- -I- -I- -- -- -I- -- -- -- - 302.660 .0048 .0047 1.44 5.50 1.17 5.50 .013 .00 .00 BOX I I I 62320.480 1635.619 5.543 1641.162 940.00 15.42 3.69 1644.85 .00 6.10 11.00 8.500 11.000 .00 0 .0 - - -- -- -I- -- -I- - I- -- -- -I- -- -- -- - 174.746 .0048 .0044 .77 5.54 1.15 5.50 .013 .00 .00 BOX 1 I 1 62495.230 1636.456 5.813 1642.269 940.00 14.70 3.36 1645.62 .00 6.10 11.00 8.500 11.000 .00 0 .0 - - -- -- - I- -- -I- -I- -- -- -I- -- -- -- - 23.770 .0048 .0039 .09 5.81 1.07 5.50 .013 .00 .00 BOX I I 1 62519.000 1636.570 6.098 1642.668 940.00 14.01 3.05 1645.72 .00 6.10 11.00 8.500 11.000 .00 0 .0 - - -- -- -I- -- -1- -I- -- -- -I- -- -- -- - JUNCT STR .0050 .0025 .01 6.10 1.00 .013 .00 .00 BOX I I I 62523.000 1636.590 6.943 1643.533 923.80 12.10 2.27 1645.80 .00 6.03 11.00 8.500 11.000 .00 0 .0 - - - - - - -I - - -1- -I - - - - -I- - - - - - - - 39.105 .0048 .0025 .10 6.94 .81 5.43 .013 .00 .00 BOX I I I 62562.110 1636.778 6.672 1643.449 923.80 12.59 2.46 1645.91 .00 6.03 11.00 8.500 11.000 .00 0 .0 - - -- -- -1- -- -I- -I -- -- -I- -- -- -- - HYDRAULIC JUMP I I 1 62562.110 1636.778 5.427 1642.205 923.80 15.47 3.72 1645.92 .00 6.03 11.00 8.500 11.000 .00 0 .0 - - -- -- -I- -- -I - I- -- -- -I- -- -- -- - 120.547 .0048 .0048 .58 5.43 1.17 5.43 .013 .00 .00 BOX I I I 62682.650 1637.356 5.427 1642.783 923.80 15.47 3.72 1646.50 .00 6.03 11.00 8.500 11.000 .00 0 .0 - - -- -- -I- -- -I- -I- -- -- -I- -- -- -- - 302.805 .0048 .0047 1.43 5.43 1.17 5.43 .013 .00 .00 BOX 1 1 I 62985.460 1638.809 5.479 1644.288 923.80 15.33 3.65 1647.94 .00 6.03 11.00 8.500 11.000 .00 0 .0 - - -- -- -I- -- -I- -I- -- -- -I- -- -- -- - 160.789 .0048 .0044 .71 5.48 1.15 5.43 .013 .00 .00 BOX 12/20/04 H -39 i a k a «. a. FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 16 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 **********************: r******************************************************************** * * * *** * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt INo Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia. -FT or I.D. ZL IPrs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR ;Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** 1 * * * * * ** I 63146.250 1639.581 5.747 1645.328 923.80 14.61 3.32 1648.64 .00 6.03 11.00 8.500 11.000 .00 0 .0 22.754 .0048 .0039 .09 5.75 1.07 5.43 .013 .00 .00 BOX I 63169.000 1639.690 6.028 1645.718 923.80 13.93 3.01 1648.73 .00 6.03 11.00 8.500 11.000 .00 0 .0 JUNCT STR .0050 .0012 .00 6.03 1.00 .013 .00 .00 BOX 1 63173.000 1639.710 7.935 1647.645 770.60 8.83 1.21 1648.86 .00 5.34 11.00 8.500 11.000 .00 0 .0 71.355 .0048 .0012 .09 7.94 .55 4.74 .013 .00 .00 BOX WARNING - Flow depth near top of box conduit I . I I 1 I I I I I I I I 1 63244.360 1640.052 7.566 1647.618 770.60 9.26 1.33 1648.95 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I - I - - I - -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 66.199 .0048 .0014 .09 7.57 .59 4.74 .013 .00 .00 BOX I I I I I I I I I I I I I 63310.550 1640.370 7.214 1647.584 770.60 9.71 1.46 1649.05 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- 60.805 .0048 .0016 .10 7.21 .64 4.74 .013 .00 .00 BOX I I I I I I I I I I I I I 63371.360 1640.662 6.878 1647.540 770.60 10.19 1.61 1649.15 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I - - I - - I - -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 55.000 .0048 .0018 .10 6.88 .68 4.74 .013 .00 .00 BOX I I 1 I I I I I I I I I I 63426.360 1640.926 6.558 1647.484 770.60 10.68 1.77 1649.26 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 48.512 .0048 .0020 .10 6.56 .74 4.74 .013 .00 .00 BOX I I I I I I I I I I I I I 63474.870 1641.159 6.253 1647.411 770.60 11.20 1.95 1649.36 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- 1- 4.262 .0048 .0023 .01 6.25 .79 4.74 .013 .00 .00 BOX 12/20/04 H-40 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 17 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 ******************************************************************************************* ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * *** I Invert I Depth Water Q 1 Vel Vel I Energy Super ICritical1Flow ToplHeight/ Base Wt No Wth Station I Elev I (FT) Elev (CFS) I (FPS) Head 1 Grd.El. Elev 1 Depth 1 Width 1Dia. -FT or I.D. ZL Prs /Pip - I - - - - - - - - I - - I - - - - - - - - - - - L/Elem ICh Slope I 1 SF Ave' HF SE DpthlFroude NINorm Dp 1 "N" X -Fall ZR Type Ch * * * * * * * * *I * * * * * * * * *I * * * * * * ** * * * * * * * ** **** * * * * *I * * * * * * *I * * * * * * *I * * * * * * * ** ** * * * * *I * * * * * * * *I * * * * * * * *I * * * * * ** * * * * * ** * * * ** * * * * * ** I I I I I I I 63479.130 1641.179 6.224 1647.403 770.60 11.26 1.97 1649.37 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I - I - - - - - - - - I - - - - - - - - - - - HYDRAULIC JUMP I I I I I I I 63479.130 1641.179 4.545 1645.724 770.60 15.41 3.69 1649.41 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I - I - - - - - - - - I - - - - - - - - - - - 76.738 .0048 .0055 .42 4.55 1.27 4.74 .013 .00 .00 BOX 1 I I I I I I 63555.870 1641.547 4.495 1646.042 770.60 15.59 3.77 1649.81 .00 5.34 11.00 8.500 11.000 .00 0 .0 -I- -I- - - - - -I- -1 -1- - - -I- -I -I - - - - - 146.492 .0048 .0059 .87 4.49 1.30 4.74 .013 .00 .00 BOX I I I I I I 1 63702.360 1642.250 4.285 1646.536 770.60 16.35 4.15 1650.69 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I - I - - - - - - - - - - - - - - - - - - 108.855 .0048 .0068 .74 4.29 1.39 4.74 .013 .00 .00 BOX 1 I I I I I I 63811.220 1642.773 4.086 1646.859 770.60 17.15 4.56 1651.42 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I - - I - - - - - - I - - - - - - - - - - - - - 90.738 .0048 .0077 .70 4.09 1.49 4.74 .013 .00 .00 BOX I I I I I I 1 63901.960 1643.208 3.896 1647.104 770.60 17.98 5.02 1652.13 .00 5.34 11.00 8.500 11.000 .00 0 .0 -I -I- - - - - -I- -I- -1- - - -1- -I- -1- - - - - - 79.586 .0048 .0088 .70 3.90 1.61 4.74 .013 .00 .00 BOX I I I I I I I 63981.540 1643.590 3.715 1647.305 770.60 18.86 5.52 1652.83 .00 5.34 11.00 8.500 11.000 .00 0 .0 - - - - - - - - - - - - - - - - - - - 71.734 .0048 .0101 .72 3.71 1.72 4.74 .013 .00 .00 BOX I I I I I I 1 64053.280 1643.935 3.542 1647.476 770.60 19.78 6.08 1653.55 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I - - - - - - - - - - - - - - - - - - 65.723 .0048 .0115 .76 3.54 1.85 4.74 .013 .00 .00 BOX 1 I I I 1 I I 64119.000 1644.250 3.377 1647.627 770.60 20.75 6.68 1654.31 .00 5.34 11.00 8.500 11.000 .00 0 .0 - I - - - - - - - - - - - - - - - - - - - JUNCT STR .0050 .0086 .03 3.38 1.99 .013 .00 .00 BOX WARNING - Junction Analysis - Change in Channel Type 12/20/04 H -41 litA144igil 4,,J4 i 1 w n £ a. r m • 1 i -m - - FILE: P: \652 - 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 18 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow ToplHeight /IBase Wt INo Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth I Width IDia. -FTIor I.D. ZL IPrs /Pip - - - - - - - - - - - - - - - - - - I - - - - - - L /Elem Ch Slope SF Ave HF SE Dpth Froude N1Norm Dp I "N" I X -Fall ZR 'Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** ** * * * * * *I * * * * * * * *I * * * * * * *1 * * * * * ** * * * ** 1 * * * * * ** I I I I 64123.000 1644.270 6.789 1651.059 736.20 15.15 3.56 1654.62 .00 6.79 6.82 8.500 .000 .00 1 .0 - - - - - - - - - - -I- - - - - - - - I- -I - I- - - I 51.535 .0048 .0049 .25 6.79 1.00 6.90 .013 .00 .00 PIPE I I 1 I 64174.540 1644.518 6.895 1651.413 736.20 14.93 3.46 1654.87 .00 6.79 6.65 8.500 .000 .00 1 .0 - - -- -- -- -- -I -- -- -- -I- -I- -I- -- 1 720.465 .0048 .0048 3.46 6.90 .97 6.90 .013 .00 .00 PIPE I I I 1 64895.000 1647.980 6.895 1654.875 736.20 14.93 3.46 1658.34 .00 6.79 6.65 8.500 .000 .00 1 .0 - - - - - - - - - - -I - - - - - - - I- -I- - I- - - I- JUNCT STR .0050 .0043 .02 6.90 .97 .013 .00 .00 PIPE I I I I 64899.000 1648.000 7.971 1655.971 709.40 12.83 2.56 1658.53 .00 6.67 4.11 8.500 .000 .00 1 .0 - - - - - - - - - - -I- - - - - - - -I- -I -I- - - I 292.449 .0048 .0039 1.13 7.97 .62 6.65 .013 .00 .00 PIPE I I 1 I 65191.450 1649.401 7.447 1656.848 709.40 13.46 2.81 1659.66 .00 6.67 5.60 8.500 .000 .00 1 .0 - - - - - - - - - - -I- - - - - - - -I- -I - I- - - 1 190.434 .0048 .0041 .79 7.45 .77 6.65 .013 .00 .00 PIPE I I I 1 65381.880 1650.313 7.040 1657.353 709.40 14.12 3.09 1660.45 .00 6.67 6.41 8.500 .000 .00 1 .0 - - - - - - - - - - -I- - - - - - - -I- -I - I- - - 1 148.590 .0048 .0045 .67 7.04 .89 6.65 .013 .00 .00 PIPE I I I 1 65530.470 1651.024 6.690 1657.714 709.40 14.81 3.40 1661.12 .00 6.67 6.96 8.500 .000 .00 1 .0 - - - - - - - - - - -I - - - - - - -I- -I - I- - - (- HYDRAULIC JUMP I I I I 65530.470 1651.024 6.654 1657.678 709.40 14.89 3.44 1661.12 .00 6.67 7.01 8.500 .000 .00 1 .0 - - - - - - - - - - -I- - - - - - - -I -I- - I- - - 1- 181.707 .0048 .0048 .87 6.65 1.01 6.65 .013 .00 .00 PIPE 12/20/04 H -42 4 1 l a i a a a i 1 , a i 1 s 4 t 3 Ni a & i La a f I- FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 19 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -19 -2002 Time: 8:12:19 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert Depth Water Q Vel Vel I Energy Super CriticallFlow Top Height/ Base Wt INo Wth Station Elev (FT) Elev (CFS) (FPS) Head 1 Grd.El. Elev Depth I Width Dia. -FT or I.D. ZL 1Prs /Pip - - -- -- -- -- -I- - I- -- -- -I- -- -- -- - L /Elem Ch Slope SF Ave' HF SE Dpth Froude N'Norm Dp "N" X -Fall ZR IType Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * * *I * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** 1 * * * * * ** I I I 65712.180 1651.894 6.654 1658.548 709.40 14.89 3.44 1661.99 .00 6.67 7.01 8.500 .000 .00 1 .0 - - -- -- -- -- -I- -I- -- -- - I- -- -- -- I 47.117 .0048 .0048 .23 6.65 1.01 6.65 .013 .00 .00 PIPE I I I 65759.300 1652.120 6.579 1658.699 709.40 15.05 3.52 1662.22 .56 6.67 7.11 8.500 .000 .00 1 .0 - - -- -- -- -- -I- -I- -- -- -I- -- -- -- I 38.703 .0049 .0048 .19 7.13 1.03 6.58 .013 .00 .00 PIPE I I I 65798.000 1652.310 6.672 1658.982 709.40 14.85 3.42 1662.40 .53 6.67 6.98 8.500 .000 .00 1 .0 - - -- -- -- -- - I- - I- -- -- - I- -- -- -- I- JUNCT STR .0050 .0044 .02 7.20 1.00 .013 .00 .00 PIPE I I I 65802.000 1652.330 7.336 1659.666 702.00 13.48 2.82 1662.49 .18 6.64 5.85 8.500 .000 .00 1 .0 - - -- -- -- -- -I- - I- -- -- -I- -- -- -- I 77.000 .0047 .0040 .31 7.52 .80 6.66 .013 .00 .00 PIPE I I I 65879.000 1652.690 7.182 1659.872 702.00 13.73 2.93 1662.80 .40 6.64 6.15 8.500 .000 .00 1 .0 - - -- -- -- -- -I- -I- -- -- - I- -- -- -- I JUNCT STR .0033 .0040 .01 7.58 .84 .013 .00 .00 PIPE I I I 65882.000 1652.700 7.405 1660.104 697.30 13.29 2.74 1662.85 .35 6.62 5.70 8.500 .000 .00 1 .0 - - -- -- -- -- - I- - I- -- -- -I -- -- -- I 18.781 .0053 .0039 .07 7.75 .77 6.25 .013 .00 .00 PIPE I I I 65900.780 1652.800 7.335 1660.135 697.30 13.39 2.79 1662.92 .00 6.62 5.85 8.500 .000 .00 1 .0 - - -- -- -- -- -I- - I- -- -- -I- -- -- -- 1 41.891 .0048 .0039 .16 7.33 .79 6.56 .013 .00 .00 PIPE I I I 65942.670 1653.000 7.236 1660.236 697.30 13.55 2.85 1663.09 .00 6.62 6.05 8.500 .000 .00 1 .0 - - -- -- -- -- -I- -I- -- -- -I- -- -- -- 1- 12/20/04 H -43 Al 3 Si 14 k k u # a A n FILE: o.WSW W S P G W - EDIT LISTING - Version 14.01 Date:12 -15 -2004 Time: 1:49:52 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 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16695 HEADING LINE NO 2 IS - FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE 0 - BASIN OUTLET 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 1005.500 1635.200 1 1639.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1103.480 1637.000 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1103.480 1637.000 1 1637.000 12/20/04 H -44 FILE: o.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -15 -2004 Time: 1:50: 0 TRACT 16695 FINAL HYDRAULICS LINE 0 - BASIN OUTLET Invert I Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev I (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope I SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * * *1 * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I 1005.500 1635.200 4.300 1639.500 55.00 11.20 1.95 1641.45 .00 2.35 .00 2.500 .000 .00 1 .0 97.980 .0184 .0180 1.76 4.30 .00 2.03 .013 .00 .00 PIPE I I 1103.480 1637.000 4.262 1641.262 55.00 11.20 1.95 1643.21 .00 2.35 .00 2.500 .000 .00 1 .0 -- -I- -- -- -- - I- -- -- -- -I -- -- -- - 12/20/04 H -45 i i t i 41 4 x a i 4 8 ) *,8 4 a 4 * a p n 4 a 3` i 1 FILE: Sum.WSW W S P G W - EDIT LISTING - Version 14.01 Date:12 -14 -2004 Time:12: 9:39 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 3.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16695 HEADING LINE NO 2 IS - Q100 HYDRAULICS HEADING LINE NO 3 IS - INTERIM PIPE BETWEEN RCBs (PROJECT TO CITRUS AVE) 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 60800.000 1628.330 1 1628.330 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 61900.000 1633.000 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 61900.000 1633.000 1 1633.000 12/20/04 H -46 t i t 3 it i i 4111Z, . 1. . t t s 1 i t t .t, N t FILE: Sum.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:12 -14 -2004 Time:12: 9:46 TRACT 16695 Q100 HYDRAULICS INTERIM PIPE BETWEEN RCBs (PROJECT TO CITRUS AVE) ************************************************************************: r******************* * * * * * * * * * * * * * * ** * * * * * *:r * * * * * ** * * * * * * ** I Invert Depth Water I Q 1 Vel Vel Energy I Super CriticallFlow ToplHeight/ Base Wt No Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head Grd.E1.1 Elev Depth I Width IDia. -FT or I.D. ZL Prs /Pip - I- - - - - -I- - I- -I - - -I- - - -I- -I- - - - - - L/Elem ICh Slope I I SF Ave HF ISE Dpth Froude NINorm Dp 1 "N" X -Fall ZR Type Ch * * * * * * * * *1 * * * * * * * ** * * * * * * ** **** * * * * *I * * * * * * * * *I * * * * * * *I * * * * * ** * * * * * * * * *I * * * * * ** * * * * * * * *I * * * * * * * *I * * * * * ** * * * * * ** * * * ** * * * * * ** I I I I I I 60800.000 1628.330 2.406 1630.736 55.00 9.05 1.27 1632.01 .00 2.41 2.39 3.000 .000 .00 1 .0 - 1- - - - - -I - I- -I- - - -I - - -1 - I- - - - - - 5.328 .0042 .0068 .04 2.41 1.00 3.00 .013 .00 .00 PIPE I I I I I I 60805.330 1628.353 2.535 1630.888 55.00 8.63 1.16 1632.04 .00 2.41 2.17 3.000 .000 .00 1 .0 -I- - - - - -1- -I -1- - - -I- - - -I- -I- - - - - - 25.152 .0042 .0062 .16 2.54 .89 3.00 .013 .00 .00 PIPE I I I I 1 I 60830.480 1628.459 2.690 1631.149 55.00 8.23 1.05 1632.20 .00 2.41 1.83 3.000 .000 .00 1 .0 - I- - - - - -I- -I- -I- - - -I- - - -I- -I- - - - - - 72.750 .0042 .0060 .44 2.69 .76 3.00 .013 .00 .00 PIPE I I I I I 1 60903.230 1628.768 2.913 1631.681 55.00 7.85 .96 1632.64 .00 2.41 1.01 3.000 .000 .00 1 .0 - I - - - - -I- -I -I- - - -I- - - -I- -I- - - - - - 35.883 .0042 .0062 .22 2.91 .52 3.00 .013 .00 .00 PIPE 1 I I I I I 60939.110 1628.921 3.000 1631.921 55.00 7.78 .94 1632.86 .00 2.41 .00 3.000 .000 .00 1 .0 - I- - - - - -I- -I- -I- - - -I- - - -I- -I- - - - - - 960.887 .0042 .0066 6.37 3.00 .00 3.00 .013 .00 .00 PIPE I I I 1 I 1 61900.000 1633.000 5.454 1638.454 55.00 7.78 .94 1639.39 .00 2.41 .00 3.000 .000 .00 1 .0 - 1- - - - - -I -I- -I- - - -I- - - -I- -I- - - - - - 12/20/04 1-1-47 MADOLE & ASSOCIATES, INC. Job 620 -1887 - TR 16995 fit Civil Engineers -Land Surveyors - Planners Sheet No. of 760 S. Rochester Avenue Calculated by: ATS Date 3/9/2005 Ontario, CA 91761 Checked by: Date 909- 937 -9151 Fax 937 -9152 Scale nts CATCH BASIN LATERAL PIPE SIZING CALCULATIONS �■ Description TRACT 16695 Freeboard Check / Lateral Hydraulics Manning's N 0.013 444 Lateral / Beg. Control HGL @ End EGL CB Q Dia. Inv. EL So L Sf hf End v (end) hm @ CB FB cfs ft ft ft ft/ft ft ft/ft ft ft fps ft ft ft .41 1 16.7 2 1645.18 1648.80 0.0876 14.70 0.0054 0.08 1648.88 5.30 0.52 1649.41 1.57 2 14.5 2 1645.03 1648.08 0.0439 34.53 0.0041 0.14 1648.22 5.13 0.49 1648.71 2.33 3 13.9 1.5 1653.96 1655.37 0.0597 37.16 0.0175 0.65 1657.56 8.18 1.25 1658.80 1.88 4 16.7 1.5 1667.09 1669.67 0.0696 15.51 0.0254 0.39 1670.07 9.47 1.67 1671.74 2.66 5 12.9 1.5 1649.60 1651.59 0.0244 31.52 0.0151 0.48 1652.06 7.30 0.99 1653.06 1.81 6 12.8 2.5 1649.67 1651.82 0.0100 0.00 0.0010 0.00 1651.82 4.28 0.34 1652.16 2.69 7 8.1 2 1642.43 1646.68 0.1078 69.25 0.0013 0.09 1649.48 5.07 0.48 1649.96 4.73 A -7 12.8 1.5 1678.41 1680.29 0.1157 30.15 0.0148 0.45 1683.24 7.66 1.09 1684.34 0.96 A -8 7.7 1.5 1678.08 1680.29 0.0280 40.15 0.0054 0.22 1680.50 4.73 0.42 1680.92 1.68 94 xi yna - Manning's Equation and the Critical Depth Equation used to determine water surface elevations. P:\ 620 - 1887\ Drainage \16695 - Tract- Hydraulics.xls 1 of 2 3/9/2005 tift MADOLE & ASSOCIATES, INC. Job 620 -1887 - TR 16995 Civil Engineers -Land Surveyors- Planners Sheet No. of 760 S. Rochester Avenue Calculated by: ATS Date 3/9/2005 Ontario, CA 91761 Checked by: Date 909 - 937 -9151 Fax 937 -9152 Scale nts CATCH BASIN LATERAL PIPE SIZING CALCULATIONS Description TRACT 16695 Freeboard Check / Lateral Hydraulics DETENTION BASIN WS CONTROL (INTERIM CONDITION) Manning's N 0.013 WS Lateral / Beg. Control HGL @ End EGL CB Q Dia. Inv. EL So L Sf hf End v (end) hm @ CB FB cfs ft ft ft ft/ft ft ft/ft ft ft fps ft ft ft 1 16.7 2 1645.18 1649.87 0.0876 14.70 0.0054 0.08 1649.95 5.30 0.52 1650.48 0.50 2 14.5 2 1645.03 1649.16 0.0439 34.53 0.0041 0.14 1649.30 4.61 0.40 1649.69 1.35 3 13.9 1.5 1653.96 1656.83 0.0597 37.16 0.0175 0.65 1657.56 8.18 1.25 1658.80 1.88 4 16.7 1.5 1667.09 1670.04 0.0696 15.51 0.0254 0.39 1670.44 9.47 1.67 1672.11 2.29 5 12.9 1.5 1649.60 f 1652.73 0.0244 31.52 0.0151 0.48 1653.20 7.30 0.99 1654.20 0.67 6 12.8 2.5 1649.67 1652.92 0.0100 0.00 0.0010 0.00 1652.92 2.61 0.13 1653.04 1.81 7 8.1 2 1642.43 1646.68 0.1078 69.25 0.0013 0.09 1649.48 5.07 0.48 1649.96 4.73 Manning's Equation and the Critical Depth Equation used to determine water surface elevations. P:\ 620- 1887\Drainage \16695- Tract - Hydraulics.xls 3/9/2005 2 of 2 REFERENCES & MAPS 10/25/04 R-1 - .. - ,.+`..�� ..i'.� - ,u lx -�S�a. 'l xcc -r. ,S l -�'' = _'-' -e 4.`� - , .. _ _ �} -, - 1, _ _ �. 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