Loading...
HomeMy WebLinkAboutSummit Ave PH II Delta 1 LateralsCONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ Q Q100 HYDROLOGY ❑ Lateral Systems ❑ Knox Avenue ❑ Park Site Detention Basin Storm Drain ❑ H Q100 STORM DRAIN HYDRA ULICS ❑ Laterals ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Maps (from San Bernardino County Hydrology Manual) ❑ MPSD Line B Drainage May for Laterals ❑ Summit Avenue Storm Drain MPSD Line B WSPG Hydraulic Calculations ❑ Knox Avenue Hydrologic Drainage Map for Lines E & K ❑ Hydrologic Drainage Map for Park Site Detention Basin Storm Drain n l n n u i DISCUSSION INTRODUCTION The purpose of this report is to perform a supplemental drainage study and to provide hydrologic and hydraulic supporting calculations for a number of the local storm drain laterals that are being added to the north side of the Summit Avenue Storm Drain (MPSD Line B -Phase 2). The proposed area of study is located on the north side of Summit Avenue between Lytle Creek Road and Citrus Avenue in the City Fontana, County of San Bernardino, California (See the following Vicinity Map). This study provides the design criteria for the laterals being revised and provided on the north side of the Summit Avenue Storm Drain between Lytle Creek Road and Citrus Avenue. The laterals are being proposed for construction for the future development along this length of Summit Avenue. The future developments will have underground storm drain systems that will intercept the storm flows and discharge into the laterals along the Summit Avenue Storm Drain, MPSD Line B. EXISTING CONDITIONS The topographic contours for this area indicate that the general terrain falls from the northeast to the southwest. The land is for the most part open field with very small amounts of vegetation. The drainage area is bound on the northwest by the Utility Corridor of the Edison and Gas Company R/W which seems to be aligned with the contours. The east side is bound by Citrus Avenue. The storm water flows drain southwesterly to Summit Avenue and to Lytle Creek Road. An existing drainage system at Summit Avenue and Lytle Creek Road currently provides for the drainage interception of the surface runoff from the predeveloped conditions (This existing drainage system will be reconstructed as part of the first phase of the Summit Avenue Storm Drain Improvements). PROPOSED STORM WATER DRAINAGE The proposed Summit Avenue Storm Drain, Line B, will provide the primary drainage infrastructure for the Q100 storm water runoff from the area northerly of Summit Avenue to Duncan Canyon Road between Lytle Creek Road and Citrus Avenue. The facility will be a main line I I'x 9' and 12'x 9' R.C.B. with laterals for the adjacent potential development areas. This submittal of the design and drainage study assumes portions of the drainage area will be contributory to Knox Avenue. The areas east of Lytle Creek Road to Citrus Avenue and adjacent to and northerly to Summit Avenue will conceptually drain into Summit Avenue. Laterals will provide adequate drainage. Lateral M is being provided for the runoff from a portion of the proposed park. However, a detention basin will be constructed within an area of the park to provide temporary releaf from the storm water discharged from the Citrus Heights North development. Therefore, Lateral M will have an interim discharge peak flow of Q100 = 97.4 c.f.s. in combination with the developed park and with the NTS of l[ADOLE & ASSOCIATES, INC. Summ AVENUE CONSULTING CINL ENcr+EERS 10M LM H AND LAND PLANNERS 760-A ROCHESTER AVENUE VICINITY ON7AR10, CA 61761 u, MAP (909) 937-9151 0 &01 OF �� UNCAN CYN. RD. w Z CT Q TION UJ w D z w Q Q w AVENUE N o � z wH ~ D Q U w N SIEKA LAKE PARKWAY J � > J HIGHLAND AVENUE N Q U W w BA EmLINE AVENUE NTS of l[ADOLE & ASSOCIATES, INC. Summ AVENUE CONSULTING CINL ENcr+EERS 10M LM H AND LAND PLANNERS 760-A ROCHESTER AVENUE VICINITY ON7AR10, CA 61761 u, MAP (909) 937-9151 J J, C 111 7 J J J residential development. Otherwise, the storm flows would be Q100 = 32.4 c.f.s. for this portion of the developed park once there is no need for the detention basin and the basin removed. METHOD OFSTUDY. HYDROLOGICSTUDYAND HYDRAULIC CALCULATIONS The rational method hydrologic model, as defined by Flood Control for San Bernardino County, was performed in the determination of the storm runoff peak flow rates (Section Q). AES software was utilized for the hydrology calculations, street flow depth analysis, and catch basin sizing. Civil Design's WSPGW hydraulic software program was used to analyze pipe sizes and carrying capacities (Section H). References are made to the Knox Avenue drainage structures of which are shown in Section R. DISCUSSION OF RESULTS Project Storm Drain Capacity The attached hydrologic study (and references) and hydraulic calculations indicate that the storm drain laterals being proposed along the north side of the Summit Avenue for the future development will adequate for drainage. +-+--------------------------------------------------------------------------------------------------------+-+ I I DESCRIPTION OF STUDY: I 1 1 1 SUMMIT AVE SD LATERAL HYDROLOGY FOR NORTH SIDE (FONTANA) I I I I Q100 -YEAR STUDY (REVISED 10/08/04) I I I I JN 126-2011 wli summit.dat I I I I ----------------------------------------(SAN BERNARDINO COUNTY) -----------------------------------------I I FILE NAME:P:\126-2011\Drainage\SUMM *ENGLISH UNITS* 1 CALCULATED BY: I I I I TIME/DATE OF STUDY: 8:20 11/17/2004 1 CHECKED BY: I 1 I 1100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 1 OF I I I 1-----------------------------((c) 1983-2002 ADVANCED ENGINEERING SOFTWARE) ------------------------------I 1 I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)I(cfs) I(ft)lft/ft1FPS.1 AND NOTES I I I I ------------- I ------- I ------ I---I-----I----I-----I----I----I-----I------ I----I-----I----I---------------I I I I ------------- I ------- I ------ I---I-----I----I-----I----I----I-----I------ I----I-----I----I---------------I I I I I I I I I .. I I I I 1 1 9201.02721 .. IINITIAL SUBAREAI I I I 102.001 6.21 6.21 A 14D/ACI----1 13.013.9110.5910.5851 18.51 ---- I ----- I ---- I --------------- I I I I------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I I I I I I I .. I I I I 1 1 7551.02381 .. IINITIAL SUBAREAI I 1 1 202.001 5.21 5.21 A I Park1 ---- 1 14.413.6710.8310.8291 13.31 ---- I ----- I ---- I --------------- I I I I-------------I-------1------I---I-----I I ----- I ---- I ---- I-----I------I 5901.0447112.81Qpipe= 13.281 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In=.0130 D= 0.731 1 1 1 203.001 1 1 1 0.81 1 1 1 1 1 1 1 1 24.0" -PIPE I I I 1 203.001 8.01 13.201 A I Parkl ---- 1 15.213.5510.8310.8291 32.41 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I I I I I i I .. I I I I 1 1 5001.02561 .. IINITIAL SUBAREAI I 1 1 302.001 2.71 2.71 A 16D/ACI----1 9.714.6510.4910.4881 10.11 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I --- I ----- I I-----I----I----I-----I------1 8001.02621 4.51Qest.= 16.5 1 1 1 1 40.ft-STREET] I I I I I I I I I I ID=0.38;D*V= 1.71 1 1 1 FLOW TO PT.#I I 1 1 3.11 1 1 1 1 1 1 1 IFLOODWIDTH=13.51 I 1 1 303.001 4.11 6.801 A 16D/ACI----1 12.813.9410.4910.4871 21.11 ---- I ----- I ---- I --------------- I I 1 1 303.001 6.41 13.201 A 16D/ACI----1 12.813.9410.4910.4871 41.01 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I I I I I I I .. I I I I 1 1 6001.02001 .. IINITIAL SUBAREAI I 1 1 402.001 2.81 2.81 A l Com 1----1 8.615.0110.1010.0981 12.41 ---- I ----- I ---- I --------------- I I 1 402.001 2.51 5.301 A I Com I----1 8.615.0110.1010.0981 23.41 ---- I ----- I ---- I ADD SUBAREA I I I I-------------I-------I------I---I ----- I I-----I----I----I-----I------1 4501.01331 9.2IQpipe= 23.421 1 I I I I 1 1 1 1 1 1 1 1 1 In=.0130 D= 1.511 1 1 1 403.001 1 1 1 0.81 1 1 1 1 1 1 1 1 24.0" -PIPE I I 1 1 403.001 0.91 6.201 A I Com I----1 9.414.7410.1010.0981 25.91 ---- I ----- I ---- I ADD SUBAREA I I I-------------I-------I------I---I-----I----I-----I----I----I-----I------ I ---- I ----- I ---- I --------------- I I I I I I I I I •• I I I I i 1 3801.02631 .. IINITIAL SUBAREAI I I 1 502.001 4.31 4.31 A ICondol ---- 1 8.015.2210.3410.3411 18.91 ---- I ----- I ---- I --------------- I I I I ------------- I -------I------ I ---I ----- I I ----- I ---- I ---- I ----- I ------ I 5501.0442114.OIQpipe= 18.871 1 1 1 1 I 1 1 1 1 1 1 1 1 1 In=.0130 D= 0.891 1 1 1 503.001 I 1 1 0.71 1 1 1 1 1 1 1 1 24.0" -PIPE I I I I 503.001 6.31 10.601 A ICondol ---- 1 8.714.9810.3410.3411 44.21 ---- I ----- I ---- 1 ADD SUBAREA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II--------------------------------------------------------------------------------------------------------I I I I 1 I +-+--------------------------------------------------------------------------------------------------------+-+ +-+--------------------------------------------------------------------------------------------------------+-+ I I DESCRIPTION OF STUDY: I I I I SUMMIT AVE SD LATERAL HYDROLOGY FOR NORTH SIDE (FONTANA) I I I I Q100 -YEAR STUDY (REVISED 10/08/04) I I I I JN 126-2011 wli summit.dat I I I i ----------------------------------------[SAN BERNARDINO COUNTY] -----------------------------------------I I I I FILE NAME:P:\126-2011\Drainage\SUMM *ENGLISH UNITS* 1 CALCULATED BY: I I I I TIME/DATE OF STUDY: 8:20 11/17/2004 I CHECKED BY: I I I 1100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 2 OF I I I I -----------------------------[(c) 1983-2002 ADVANCED ENGINEERING SOFTWARE] ------------------------------i I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)I(CfS) I(ft)Ift/ftIFPS.1 AND NOTES I I II ------------- I ------- I ------ I---I-----I----I-----I----I----I-----I------ I----I-----I----I---------------I I II ------------- I ------- I ------ I---i-----I----I-----I----I----I-----I------ I----I-----I----I---------------I I I I I 1 i 1 .. I I I 1 1 110001.02101 .. IINITIAL SUBAREAI I 11 602.001 8.61 8.61 A I Com I----1 10.414.4610.1010.0981 33.71 ---- I ----- I ---- I --------------- I I II ------------- I ------- I ------ I ---I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 1 1 602.001 1 8.61 1 1----1 10.41 1 1 1 33.71 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I I EFFECTIVE AREA = 8.60 Acres TOTAL AREA = 8.60 Acres PEAK FLOW RATE = 33.74 cfs I I I I TIME OF CONCENTRATION(MIN.)= 10.43 MEAN VALUES: Fp = 0.975 (in/hr); Ap = 0.100; Fm = 0.098 (in/hr)I I II-------------I-------I------I---I-----I----i-----I----I----I-----I------I----I-----I----I---------------I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I i t I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I i I I I I I I I i I I I I I I I I I I I i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I --------------------------------------------------------------------------------------------------------I I I 1 +-+--------------------------------------------------------------------------------------------------------+-+ 7 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX.948.8464 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT AVE SD LATERAL HYDROLOGY FOR NORTH SIDE (FONTANA) * Q100 -YEAR STUDY (REVISED 10/08/04) * JN 126-2011 wli summit.dat ************************************************************************** NAME: P:\126-2011\Drainage\SUMMIT.DAT--`---------`,---------- FILE TIME/DATE OF STUDY: 08:19 11/17/2004 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* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5600 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* **************************************************************************** --FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< u *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 0.0300 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 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** --FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< u 'J **************************************************************************** --FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ' -->>>>>USING- COMPUTER -ESTIMATED -PIPESIZE_(NON-PRESSURE-FLOW)<<<<<------_- ELEVATION DATA: UPSTREAM(FEET) = 1617.00 DOWNSTREAM(FEET) = 1590.60 ' FLOW LENGTH(FEET) = 590.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.79 t ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.28 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 15.21 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 1345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 ---------------------------------------------------------------------------- L' INITIAL SUBAREA FLOW-LENGTH(FEET) = 920.00 ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1595.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.989 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.907 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 "3-4 DWELLINGS/ACRE" A 6.20 0.98 0.60 32 12.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 18.54 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 18.54 ********************************************************************************* ** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 --------------------------------------------------------------------- >>>>>RATIONAL TIME -OF -CONCENTRATION TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 755.00 ELEVATION DATA: UPSTREAM(FEET) = 1641.00 DOWNSTREAM(FEET) = 1623.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.443 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.666 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.) PUBLIC PARK A 5.20 0.98 0.85 32 14.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 13.28 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 13.28 **************************************************************************** --FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ' -->>>>>USING- COMPUTER -ESTIMATED -PIPESIZE_(NON-PRESSURE-FLOW)<<<<<------_- ELEVATION DATA: UPSTREAM(FEET) = 1617.00 DOWNSTREAM(FEET) = 1590.60 ' FLOW LENGTH(FEET) = 590.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.79 t ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.28 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 15.21 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 1345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 ---------------------------------------------------------------------------- L' 0 I9 N, J >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.554 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 8.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 19.62 EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 32.37 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1654.80 DOWNSTREAM(FEET) = 1642.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.725 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.648 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.70 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 10.11 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) ARM 0.50 32 9.72 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1642.00 DOWNSTREAM ELEVATION(FEET) = 1621.00 STREET LENGTH(FEET) = 800.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 16.50 r�. r STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 r_ HALFSTREET FLOOD WIDTH(FEET) = 13.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 12.83 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.936 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 12.73 EFFECTIVE AREA(ACRES) = 6.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) = 21.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.88 FLOW VELOCITY(FEET/SEC.) = 4.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.85 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.83 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.936 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.40 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 19.86 EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 40.97 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1645.00 DOWNSTREAM(FEET) = 1633.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.589 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.008 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc r_ u 1 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 8.59 pm * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.008 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.50 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) = 2.50 SUBAREA RUNOFF(CFS) = 11.05 EFFECTIVE AREA(ACRES) = 5.30 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 23.42 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1627.00 DOWNSTREAM(FEET) = 1621.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.19 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.42 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 9.40 .. LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 1050.00 FEET. h �J **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.743 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.90 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) = 0.90 SUBAREA RUNOFF(CFS) = 3.76 EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 25.92 COMMERCIAL A 2.80 0.98 0.10 32 8.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 12.37 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 12.37 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 8.59 pm * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.008 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.50 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) = 2.50 SUBAREA RUNOFF(CFS) = 11.05 EFFECTIVE AREA(ACRES) = 5.30 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 23.42 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1627.00 DOWNSTREAM(FEET) = 1621.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.19 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.42 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 9.40 .. LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 1050.00 FEET. h �J **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.743 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.90 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) = 0.90 SUBAREA RUNOFF(CFS) = 3.76 EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 25.92 0 **************************************************************************** FLOWPROCESSFROM NODE 501.00 TO NODE 502.00 IS CODE = 21 -- - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 1655.00 DOWNSTREAM(FEET) = 1645.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.020 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.218 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.) CONDOMINIUMS A 4.30 0.98 0.35 32 8.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) = 18.87 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 18.87 FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 31 ------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1639.00 DOWNSTREAM(FEET) = 1614.70 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.00 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.87 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 8.67 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 930.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 3 - - - - - - - - - - - - - - - - - - - - - ------ - -- - - - - - - - - - ------ - -- - - - - - - - - - - - - - - - - - - - - - »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.978 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 6.30 0.98 0.35 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 26.29 EFFECTIVE AREA(ACRES) = 10.60 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 10.60 PEAK FLOW RATE(CFS) = 44.23 **************************************************************************** 11 t u Fl FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< -->>USE-TIME-OF-CONCENTRATION- NOMOGRAPH -FOR -INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1656.00 DOWNSTREAM(FEET) = 1635.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.433 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.456 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 8.60 0.98 0.10 32 10.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 33.74 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 33.74 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.60 TC(MIN.) = 10.43 EFFECTIVE AREA(ACRES) = 8.60 AREA -AVERAGED FM(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 33.74 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX.948.8464 ************************** DESCRIPTION OF STUDY ************************** * KNOX LINES E & K IN THE CITY OF FONTANA * Q100 -YEAR HYDROLOGY STUDY * JN 126-2012, wli KX100.dat ************************************************************************** FILE NAME: P:\126-2012\Drainage\KX100.DAT--- TIME/DATE OF STUDY: 09:04 10/21/2004 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* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5700 *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 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.120 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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 FLOW PROCESS FROM NODE 430.01 TO NODE 430.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< I� 0 fJ f] H u 0 0 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1779.00 DOWNSTREAM(FEET) = 1746.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.461 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.411 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER "OPEN BRUSH" A 11.40 0.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 28.10 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) TWIN 1.00 62 16.46 28.10 **************************************************************************** FLOW PROCESS FROM NODE 430.02 TO NODE 430.03 IS CODE = 91 ----------- ---------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 1746.00 DOWNSTREAM NODE ELEVATION(FEET) = 1721.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.00200 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.799 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "OPEN BRUSH" A 10.30 0.67 1.00 62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.67 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.46 AVERAGE FLOW DEPTH(FEET) = 0.23 FLOOD WIDTH(FEET) = 174.82 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 6.43 Tc(MIN.) = 22.89 SUBAREA AREA(ACRES) = 10.30 SUBAREA RUNOFF(CFS) = 19.71 EFFECTIVE AREA(ACRES) = 21.70 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.70 PEAK FLOW RATE(CFS) = 41.53 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) = 180.33 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC) = 0.60 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.03 = 1950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.03 TO NODE 430.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 0 0 0 0 [l n 11 MAINLINE Tc(MIN) = 22.89 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.799 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.80 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.82 EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.69 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) = 47.36 **************************************************************************** FLOW PROCESS FROM NODE 430.03 TO NODE 430.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1715.00 DOWNSTREAM(FEET) = 1693.30 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.82 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.36 PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 24.32 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.30 = 3050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.30 TO NODE 430.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.699 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.10 SUBAREA RUNOFF(CFS) = 26.07 EFFECTIVE AREA(ACRES) = 37.60 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 37.60 PEAK FLOW RATE(CFS) = 71.23 **************************************************************************** FLOW PROCESS FROM NODE 430.30 TO NODE 430.30 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.) = 24.32 RAINFALL INTENSITY(INCH/HR) = 2.70 C AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.79 EFFECTIVE STREAM AREA(ACRES) = 37.60 - TOTAL STREAM AREA(ACRES) 37.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 71.23 **************************************************************************** FLOW PROCESS FROM NODE 430.10 TO NODE 430.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1725.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.729 El * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.677 SUBAREA Tc AND LOSS RATE DATA(AMC II): ON DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.10 0.98 0.50 32 9.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 11.69 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) **************************************************************************** FLOW PROCESS FROM NODE 430.20 TO NODE 430.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------- ELEVATION DATA: UPSTREAM(FEET) = 1719.00 DOWNSTREAM(FEET) = 1693.30 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.75 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.69 PIPE TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 11.61 LONGEST FLOWPATH FROM NODE 430.10 TO NODE 430.30 = 1650.00 FEET. **************************************************************************** --FLOW PROCESS FROM NODE 430.30 TO NODE 430.30 IS CODE = 81 ------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINETc(MIN) = 11.61_________________________________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.206 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 10.40 0.98 0.50 32 Fl, 11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 34.81 EFFECTIVE AREA(ACRES) = 13.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) = 45.19 **************************************************************************** FLOW PROCESS FROM NODE 430.30 TO NODE 430.30 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.) = 11.61 RAINFALL INTENSITY(INCH/HR) = 4.21 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 13.50 TOTAL STREAM AREA(ACRES) = 13.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.19 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 71.23 24.32 2 45.19 11.61 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.699 0.75( 0.59) 4.206 0.98( 0.49) Ap Ae HEADWATER (ACRES) NODE 0.79 37.6 430.01 0.50 13.5 430.10 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 1 103.53 11.61 4.206 0.82( 0.55) 0.66 31.4 430.10 2 98.09 24.32 2.699 0.79( 0.57) 0.71 51.1 430.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 103.53 Tc(MIN.) = 11.61 EFFECTIVE AREA(ACRES) = 31.44 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 51.10 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.30 = 3050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.30 TO NODE 430.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.206 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.10 0.98 0.10 32 Fl Eli, SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 4.07 EFFECTIVE AREA(ACRES) = 32.54 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 52.20 PEAK FLOW RATE(CFS) = 107.60 **************************************************************************** FLOW PROCESS FROM NODE 430.30 TO NODE 430.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1693.30 DOWNSTREAM(FEET) = 1684.00 ° FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.65 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.60 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 11.94 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.40 = 3400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.40 TO NODE 430.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.136 SUBAREA LOSS RATE DATA(AMC II): . DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 4.00 0.98 0.40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 13.49 EFFECTIVE AREA(ACRES) = 36.54 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 56.20 PEAK FLOW RATE(CFS) = 119.02 **************************************************************************** FLOW PROCESS FROM NODE 430.40 TO NODE 430.50 IS CODE = 31 -- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»» >USING-COMPUTER-ESTIMATED-PIPESIZE-(NON-PRESSURE-FLOW)<<<<<-------- ELEVATION DATA: UPSTREAM(FEET) = 1684.00 DOWNSTREAM(FEET) = 1678.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.09 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 119.02 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 12.84 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.50 = 4050.00 FEET. **************************************************************************** U FLOW PROCESS FROM NODE 430.50 TO NODE 430.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ==MAINLINE Tc(MIN) = 12.84_________________________________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.960 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 4.20 0.98 0.40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 13.50 EFFECTIVE AREA(ACRES) = 40.74 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.85 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 60.40 PEAK FLOW RATE(CFS) = 126.74 **************************************************************************** FLOW PROCESS FROM NODE 430.50 TO NODE 430.60 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1678.00 DOWNSTREAM(FEET) _ '1651.00 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.58 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 126.74 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 13.69 !� LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.60 = 5000.00 FEET. FLOW PROCESS FROM NODE 430.60 TO NODE 430.60 IS CODE = 81 -------- ----------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.811 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A 6.90 0.98 0.40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) = 21.24 EFFECTIVE AREA(ACRES) = 47.64 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 67.30 PEAK FLOW RATE(CFS) = 142.49 **************************************************************************** --FLOW-PROCESS FROM NODE 430.60 TO NODE 430.60 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< �i MAINLINE Tc(MIN) = 13.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.811 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 26.70 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 26.70 SUBAREA RUNOFF(CFS) = 79.85 EFFECTIVE AREA(ACRES) = 74.34 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 94.00 PEAK FLOW RATE(CFS) = 222.34 (**************************************************************************** FLOW PROCESS FROM NODE 430.60 TO NODE 430.70 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1651.00 DOWNSTREAM(FEET) = 1645.10 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.66 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 222.34 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 14.09 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.70 = 5400.00 FEET. FLOW PROCESS FROM NODE 430.70 TO NODE 430.70 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.745 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 1.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.62 EFFECTIVE AREA(ACRES) = 75.34 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 95.00 PEAK FLOW RATE(CFS) = 222.34 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 430.70 TO NODE 430.70 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.) = 14.09 RAINFALL INTENSITY(INCH/HR) = 3.75 C L H. n L� J AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 75.34 TOTAL STREAM AREA(ACRES) = 95.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 222.34 **************************************************************************** FLOW PROCESS FROM NODE 430.59 TO NODE 430.61 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1700.20 DOWNSTREAM(FEET) = 1688.10 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.936 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.360 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 1.70 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 6.52 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 10.94 0.98 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) _ 6.52 **************************************************************************** FLOW PROCESS FROM NODE 430.61 TO NODE 430.65 IS CODE = 41 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1680.70 DOWNSTREAM(FEET) = 1673.10 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.45 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.52 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 11.10 LONGEST FLOWPATH FROM NODE 430.59 TO NODE 430.65 = 1015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.65 TO NODE 430.65 IS CODE = 81 -------- ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.320 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.10 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) = 2.10 SUBAREA RUNOFF(CFS) = 7.98 u 0 L L r. u EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 14.44 **************************************************************************** FLOW PROCESS FROM NODE 430.65 TO NODE 430.22 IS CODE = 41 ------------------------------------------------------------7--------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1673.10 DOWNSTREAM(FEET) = 1658.70 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.83 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF'PIPES = 1 PIPE-FLOW(CFS) = 14.44 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 12.21 LONGEST FLOWPATH FROM NODE 430.59 TO NODE 430.22 = 1665.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.22 TO NODE 430.22 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.082 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 2.15 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 15.78 **************************************************************************** FLOW PROCESS FROM NODE 430.22 TO NODE 430.22 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.082 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 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) = 0.80 SUBAREA RUNOFF(CFS) = 2.87 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 18.65 **************************************************************************** FLOW PROCESS FROM NODE 430.22 TO NODE 430.70 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<<< »» >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1658.70 DOWNSTREAM(FEET) = 1649.60 FLOW LENGTH(FEET) = 279.00 MANNING'S N = 0.013 Pit DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.14 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.65 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 12.59 LONGEST FLOWPATH FROM NODE 430.59 TO NODE 430.70 = 1944.00 FEET. **************************************************************************** a FLOW PROCESS FROM NODE 430.70 TO NODE 430.70 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.59 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.007 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.20 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) = 0.20 SUBAREA RUNOFF(CFS) = 0.70 EFFECTIVE AREA(ACRES) = 5.40 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 19.00 --FLOW-PROCESS FROM NODE 430.70 TO NODE 430.70 IS CODE = 41 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1649.70 DOWNSTREAM(FEET) = 1646.10 FLOW LENGTH(FEET) = 90.00MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.3 INCHES - PIPE -FLOW VELOCITY(FEET/SEC.) 13.13 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.00 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 12.70 LONGEST FLOWPATH FROM NODE 430.59 TO NODE 430.70 = 2034.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.70 TO NODE 430.70 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.) = 12.70 RAINFALL INTENSITY(INCH/HR) = 3.99 AREA -AVERAGED Fm(INCH/HR) = 0.10 L j J d HT k", 0 P, C u 'J Ll AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 222.34 14.09 3.745 0.90( 0.49) 0.55 75.3 430.10 1 173.94 26.88 2.542 0.86( 0.51) 0.60 95.0 430.01 2 19.00 12.70 3.985 0.98( 0.10) 0.10 5.4 430.59 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 1 234.27 12.70 3.985 0.90( 0.46) 0.51 73.3 430.59 2 240.17 14.09 3.745 0.90( 0.47) 0.52 80.7 430.10 3 185.89 26.88 2.542 0.86( 0.49) 0.57 100.4 430.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 240.17 Tc(MIN.) = 14.09 EFFECTIVE AREA(ACRES) = 80.74 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 100.40 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.70 = 5400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.70 TO NODE 430.75 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1645.10 DOWNSTREAM(FEET) = 1636.00 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 35.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.73 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 240.17 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 14.35 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.75 = 5740.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 430.75 TO NODE 730.75 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.) = 14.35 RAINFALL INTENSITY(INCH/HR) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.52 Hil J CIS EFFECTIVE STREAM AREA(ACRES) = 80.74 TOTAL STREAM AREA(ACRES) = 100.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 240.11 **************************************************************************** FLOW PROCESS FROM NODE 430.51 TO NODE 430.52 IS CODE = 21 ---------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1691.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.380 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.421 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER "OPEN BRUSH" A 9.60 0.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 23.75 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.67 1.00 62 16.38 23.75 **************************************************************************** FLOW PROCESS FROM NODE 430.52 TO NODE 430.75 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1691.00 DOWNSTREAM NODE ELEVATION(FEET) = 1648.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.00200 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.572 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "OPEN BRUSH" A 15.60 0.67 1.00 62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.67 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.51 AVERAGE FLOW DEPTH(FEET) = 0.23 FLOOD WIDTH(FEET) = 171.15 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 9.98 Tc(MIN.) = 26.36 SUBAREA AREA(ACRES) = 15.60 SUBAREA RUNOFF(CFS) = 26.67 EFFECTIVE AREA(ACRES) = 25.20 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.20 PEAK FLOW RATE(CFS) = 43.09 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) = 180.33 0 FLOW VELOCITY(FEET/SEC.) = 2.62 DEPTH*VELOCITY(FT*FT/SEC) = 0.62 LONGEST FLOWPATH FROM NODE 430.51 TO NODE 430.75 = 2450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.75 TO NODE 430.75 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.572 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 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) = 0.80 SUBAREA RUNOFF(CFS) = 1.78 EFFECTIVE AREA(ACRES) = 26.00 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 26.00 PEAK FLOW RATE(CFS) = 44.87 **************************************************************************** FLOW PROCESS FROM NODE 430.75 TO NODE 430.75 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.) = 26.36 RAINFALL INTENSITY(INCH/HR) = 2.57 an AREA -AVERAGED Fm(INCH/HR) = 0.65 LAREA -AVERAGED Fp(INCH/HR) = 0.67 ��11 AREA -AVERAGED Ap = 0.97 EFFECTIVE STREAM AREA(ACRES) = 26.00 TOTAL STREAM AREA(ACRES) = 26.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.87 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 234.27 12.96 3.937 0.90( 0.46) 0.51 73.3 430.59 1 240.17 14.35 3.704 0.90( 0.47) 0.52 80.7 430.10 1 185.89 27.16 2.526 0.86( 0.49) 0.57 100.4 430.01 2 44.87 26.36 2.572 0.67( 0.65) 0.97 26.0 430.51 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 1 272.04 12.96 3.937 0.84( 0.49) 0.58 86.1 430.59 2 279.02 14.35 3.704 0.84( 0.49) 0.59 94.9 430.10 3 234.13 26.36 2.572 0.80( 0.52) 0.65 125.2 430.51 4 229.69 27.16 2.526 0.80( 0.52) 0.65 126.4 430.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 279.02 Tc(MIN.) = 14.35 EFFECTIVE AREA(ACRES) = 94.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 126.40 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 430.75 = 5740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.75 TO NODE 432.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1636.00 DOWNSTREAM(FEET) = 1629.70 FLOW LENGTH(FEET) = 241.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.05 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 279.02 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 14.53 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 432.00 = 5981.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 Ell »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.53 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.676 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "OPEN BRUSH" A 4.20 0.67 1.00 62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.67 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 11.36 EFFECTIVE AREA(ACRES) = 99.10 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 130.60 PEAK FLOW RATE(CFS) = 283.17 **************************************************************************** FLOW -PROCESS- - ---- FROMNODE432_-- 00TONODE 432.00 IS CODE = 41 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1629.70 DOWNSTREAM(FEET) = 1628.70 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.16 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 283.17 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.56 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 432.00 = 6019.00 FEET. **************************************************************************** Li 0 FLOW PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN} = 14.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 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) = 0.70 SUBAREA RUNOFF(CFS) = 2.25 EFFECTIVE AREA(ACRES) = 99.80 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 131.30 PEAK FLOW RATE(CFS) = 285.03 on **************************************************************************** FLOW PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 ---------------------------------------------------------------------------- OR »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.10 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) = 1.10 SUBAREA RUNOFF(CFS) = 3.54 EFFECTIVE AREA(ACRES) = 100.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.59 MMM11111i TOTAL AREA(ACRES) = 132.40 PEAK FLOW RATE(CFS) = 288.57 **************************************************************************** FLOW PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 ---------------------------------------------------------------------------- --»»>ADDITION-OF-SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< -------------------- MAINLINE TC(MIN) = 14.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.59 EFFECTIVE AREA(ACRES) = 102.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 134.00 PEAK FLOW RATE(CFS) = 293.16 **************************************************************************** FLOW PROCESS FROM NODE 432.00 TO NODE 432.21 IS CODE = 41 --------------------------------------------------------------------------- H >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1627.80 DOWNSTREAM(FEET) = 1620.30 FLOW LENGTH(FEET) = 326.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.43 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 293.16 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 14.85 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 432.21 = 6345.00 FEET. **************************************************************************** --FLOW PROCESS FROM NODE 432.21 TO NODE 432.21 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.628 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.60 0.98 0.50 32 ` SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 10.18 EFFECTIVE AREA(ACRES) = 106.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 137.60 PEAK FLOW RATE(CFS) = 299.28 **************************************************************************** FLOW PROCESS FROM NODE 432.21 TO NODE 432.17 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Ej >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1620.30 DOWNSTREAM(FEET) = 1616.70 FLOW LENGTH(FEET) = 147.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 44.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.50 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 299.28 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.97 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 432.17 = 6492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 432.17 TO NODE 432.17 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.612 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN H COMMERCIAL A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.58 EFFECTIVE AREA(ACRES) = 106.60 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 138.10 PEAK FLOW RATE(CFS) = 299.28 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** --FLOW PROCESS FROM NODE 432.17 TO NODE 432.17 IS CODE = 81 ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.612 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.58 EFFECTIVE AREA(ACRES) = 107.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 138.60 PEAK FLOW RATE(CFS) = 300.86 **************************************************************************** --FLOW PROCESS FROM NODE 432.17 TO NODE 433.00 IS CODE = 41 ------------------------------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1616.70 DOWNSTREAM(FEET) = 1614.50 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.92 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 300.86 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.05 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 433.00 = 6590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 433.00 TO NODE 433.00 IS CODE = 10 ---------------------------------------------------------------------------- --»»>MAIN-STREAM-MEMORY-COPIED-ONTO-MEMORY-BANK-#-1-<<<<<----------------- **************************************************************************** FLOW PROCESS FROM NODE 431.31 TO NODE 431.32 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -->>USE-TIME-OF-CONCENTRATION- NOMOGRAPH -FOR -INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1682.00 DOWNSTREAM(FEET) = 1665.00 L Fl 01 0 d Fi L Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.227 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.209 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER "OPEN BRUSH" A 6.70 0.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.30 Ap SCS Tc (DECIMAL) CN (MIN.) 0.67 TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) _ 1.00 62 18.23 15.30 **************************************************************************** FLOW PROCESS FROM NODE 431.32 TO NODE 431.33 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = 1665.00 DOWNSTREAM NODE ELEVATION(FEET) = 1652.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.00200 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.493 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "OPEN BRUSH" A 7.60 0.67 1.00 62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.67 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.66 AVERAGE FLOW DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 160.14 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 9.54 Tc(MIN.) = 27.76 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 12.45 EFFECTIVE AREA(ACRES) = 14.30 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.30 PEAK FLOW RATE(CFS) = 23.44 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 165.64 FLOW VELOCITY(FEET/SEC.) = 1.69 DEPTH*VELOCITY(FT*FT/SEC) = 0.37 LONGEST FLOWPATH FROM NODE 431.31 TO NODE 431.33 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 431.33 TO NODE 432.15 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1645.00 DOWNSTREAM(FEET) = 1638.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES �l PIPE -FLOW VELOCITY(FEET/SEC.) = 10.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.44 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 28.30 LONGEST FLOWPATH FROM NODE 431.31 TO NODE 432.15 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 432.15 TO NODE 432.15 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.465 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 5.20 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 9.25 EFFECTIVE AREA(ACRES) = 19.50 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) = 32.32 **************************************************************************** FLOW PROCESS FROM NODE 432.15 TO NODE 432.15 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.) = 28.30 �i RAINFALL INTENSITY(INCH/HR) = 2.46 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.87 EFFECTIVE STREAM AREA(ACRES) = 19.50 TOTAL STREAM AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.32 **************************************************************************** --FLOW PROCESS FROM NODE 432.10 TO NODE 432.12 IS CODE = 21 ------------------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _->>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL_ SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1673.00 DOWNSTREAM(FEET) = 1655.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.121 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.316 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 i] H, 'J 00 L H C� [I "11+ DWELLINGS/ACRE" A 13.10 0.98 0.20 32 11.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA RUNOFF(CFS) = 48.59 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) = 48.59 **************************************************************************** FLOW PROCESS FROM NODE 432.12 TO NODE 432.15 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1648.00 DOWNSTREAM(FEET) = 1638.00 FLOW LENGTH(FEET) = 965.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.03 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.59 PIPE TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 12.72 LONGEST FLOWPATH FROM NODE 432.10 TO NODE 432.15 = 1915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 432.15 TO NODE 432.15 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 12.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.981 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 12.58 EFFECTIVE AREA(ACRES) = 17.10 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) = 57.22 **************************************************************************** FLOW PROCESS FROM NODE 432.15 TO NODE 432.15 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.) = 12.72 RAINFALL INTENSITY(INCH/HR) = 3.98 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.27 EFFECTIVE STREAM AREA(ACRES) = 17.10 TOTAL STREAM AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 57.22 [I i ** CONFLUENCE DATA ** Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 83.72 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 28.30 1 32.32 28.30 2.465 0.72( 0.62) 0.87 19.5 431.31 El 2 57.22 12.72 3.981 0.98( 0.26) 0.27 17.1 432.10 PEAK FLOW RATE(CFS) = RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 0 m i I m LI C� 0 J ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 83.72 12.72 3.981 0.82( 0.39) 0.47 25.9 432.10 2 66.20 28.30 2.465 0.77( 0.45) 0.59 36.6 431.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 83.72 Tc(MIN.) = 12.72 EFFECTIVE AREA(ACRES) = 25.87 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 36.60 LONGEST FLOWPATH FROM NODE 431.31 TO NODE 432.15 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 432.15 TO NODE 433.00 IS CODE = 41 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1638.00 DOWNSTREAM(FEET) = 1614.10 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.11 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.72 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 13.55 LONGEST FLOWPATH FROM NODE 431.31 TO NODE 433.00 = 3100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 433.00 TO NODE 433.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 13.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.833 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 9.94 EFFECTIVE AREA(ACRES) = 29.17 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 39.90 PEAK FLOW RATE(CFS) = 90.22 **************************************************************************** 0 FLOW PROCESS FROM NODE 433.00 TO NODE 433.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY«« < ** MAIN STREAM -CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 90.22 13.55 3.833 0.83( 0.40) 0.48 29.2 432.10 2 70.45 29.18 2.420 0.79( 0.46) 0.58 39.9 431.31 LONGEST FLOWPATH FROM NODE 431.31 TO NODE 433.00 = 3100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) Ap Ae HEADWATER (ACRES) NODE 1 296.08 13.64 3.819 0.84( 0.49) 0.58 98.3 430.59 2 300.86 15.05 3.599 0.84( 0.49) 0.58 107.1 430.10 3 249.6.6 27.04 2.533 0.80( 0.52) 0.65 137.4 430.51 4 246.29 27.84 2.489 0.80( 0.52) 0.65 138.6 430.01 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 433.00 = 6590.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE so 1 385.71 13.55 3.833 0.84( 0.47) 0.56 126.9 432.10 2 386.19 13.64 3.819 0.84( 0.47) 0.56 127.6 430.59 3 389.17 15.05 3.599 0.84( 0.47) 0.56 137.3 430.10 4 322.82 27.04 2.533 0.80( 0.50) 0.63 175.8 430.51 5 318.44 27.84 2.489 0.80( 0.50) 0.63 177.6 430.01 6 308.05 29.18 2.420 0.80( 0.51) 0.63 178.5 431.31 TOTAL AREA(ACRES) = 178.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 389.17 Tc(MIN.) = 15.055 EFFECTIVE AREA(ACRES) = 137.30 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 178.50 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 433.00 = 6590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 433.00 TO NODE 434.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1613.65 DOWNSTREAM(FEET) = 1601.44 FLOW LENGTH(FEET) = 549.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 19.82 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 389.17 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 15.52 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 434.00 = 7139.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 434.00 TO NODE 434.00 IS CODE = 81 u ------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 15.52 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.534 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" A 8.60 0.98 0.20 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 25.85 EFFECTIVE AREA(ACRES) = 145.90 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 187.10 PEAK FLOW RATE(CFS) = 404.39 **************************************************************************** FLOW PROCESS FROM NODE 434.00 TO NODE 434.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- USER-SPECIFIED -PIPESIZE-(EXISTING -ELEMENT)<<<<<------------- ELEVATION DATA: UPSTREAM(FEET) = 1601.44 DOWNSTREAM(FEET) = 1599.40 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 41.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.62 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 404.39 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 15.56 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 434.00 = 7209.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 434.00 TO NODE 434.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.528 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 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) = 0.80 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) = 146.70 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 187.90 PEAK FLOW RATE(CFS) = 406.04 **************************************************************************** FLOW PROCESS FROM NODE 434.00 TO NODE 434.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.528 J 7 u L' Ll SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 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) = 0.80 EFFECTIVE AREA(ACRES) = 147.50 SUBAREA RUNOFF(CFS) = AREA -AVERAGED Fm(INCH/HR) 2.47 = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 188.70 PEAK FLOW RATE(CFS) = 408.51 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 188.70 TC(MIN.) = 15.56 EFFECTIVE AREA(ACRES) = 147.50 AREA -AVERAGED Fm(INCH/HR)= 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.54 PEAK FLOW RATE(CFS) = 408.51 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 407.55 14.06 3.749 0.84( 0.45) 0.53 137.1 432.10 2 407.85 14.15 3.736 0.84( 0.45) 0.53 137.8 430.59 3 408.51 15.56 3.528 0.84( 0.45) 0.54 147.5 430.10 4 338.38 27.51 2.507 0.80( 0.49) 0.60 186.0 430.51 5 334.16 28.31 2.464 0.80( 0.49) 0.61 187.8 430.01 ------6 324.14 29.66 2.396 0.80( 0.49) 0.61 188.7 431.31 -------------- END OF RATIONAL METHOD ANALYSIS 7 u L' Ll r **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX.948.8464 ************************** DESCRIPTION OF STUDY ************************** * PARK SD LATERAL HYDROLOGY FOR NORTH SIDE (FONTANA) * Q100 -YEAR STUDY 11/17/04 * JN 126-2017 wli parkm.dat ************************************************************************** FILE NAME: P:\126-2017\Drainage\PARKM.DATC❑CCCC❑C❑CC❑❑CCCCC❑C q TIME/DATE OF STUDY: 14:51 11/17/2004 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* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5600 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 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 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 22 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< »»>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<< � i *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 0.0300 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 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 22 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< »»>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<< � i 0 11 0 J Fl USER SPECIFIED Tc(MIN.) = 13.800 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.768 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.95 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.95 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< USER-SPECIFIED CONSTANT SOURCE FLOW = 66.00(CFS) USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 188.70(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 66.00 AREA(AC.) = 188.70 * SUMMED DATA: FLOW(CFS) = 70.95 TOTAL AREA(ACRES) = 190.20 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1603.60 DOWNSTREAM(FEET) = 1602.70 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 10.04 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.95 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 14.10 * TOTAL SOURCE FLOW(CFS) = 66.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 21.00 = 180.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- -->>>>>ADDITION-OF-SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 14.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.720 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.00 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) = 2.00 SUBAREA RUNOFF(CFS) = 6.52 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 11.41 C Y* SOURCE FLOW DATA: FLOW(CFS) = 66.00 AREA(ACRES) = 188.70 * SUMMED DATA: FLOW(CFS) = 77.41 TOTAL AREA(ACRES) = 192.20 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 31.00 IS CODE = 41 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: OPSTREAM(FEET) = 1602.70 DOWNSTREAM(FEET) = 1600.70 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 9.78 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL -DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.41 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 14.49 * TOTAL SOURCE FLOW(CFS) = 66.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 31.00 = 410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 -------- ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.659 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.90 0.98 0.10 32 PUBLIC PARK A 0.80 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.45 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.92 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 16.14 * SOURCE FLOW DATA: FLOW(CFS) = 66.00 AREA(ACRES) = 188.70 * SUMMED DATA: FLOW(CFS) = 82.14 TOTAL AREA(ACRES) = 193.90 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 41.00 IS CODE = 41 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA UPSTREAM(FEET) = 1600.70 DOWNSTREAM(FEET) = 1597.80 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 11.07 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL -DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.14 n PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 14.88 * TOTAL SOURCE FLOW(CFS) = 66.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 41.00 = 670.00 FEET. FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 ILI -->>>>>ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<<----------------------- MAINLINE Tc(MIN) = 14.88 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.601 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 4.10 EFFECTIVE AREA(ACRES) = 6.50 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 19.97 * SOURCE FLOW DATA: FLOW(CFS) = 66.00 AREA(ACRES) = 188.70 * SUMMED DATA: FLOW(CFS) = 85.97 TOTAL AREA(ACRES) = 195.20 FLOW PROCESS FROM NODE 41.00 TO NODE 51.00 IS CODE = 41 ---------------------------------------------------------------------------- pq »>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1597.80 DOWNSTREAM(FEET) = 1592.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.00 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.97 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 15.01 * TOTAL SOURCE FLOW(CFS) = 66.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 51.00 = 820.00 FEET. **************************************************************************** --FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- USER-SPECIFIED -PIPESIZE-(EXISTING -ELEMENT)<<<<<------------- ELEVATION DATA: UPSTREAM(FEET) = 1591.60 DOWNSTREAM(FEET) = 1591.20 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.49 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.97 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 15.07 * TOTAL SOURCE FLOW(CFS) 66.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 51.00 = 860.00 FEET. H_ FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81 ---------------------------------------------------- -->>>>>ADDITION-OF-SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 15.07 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.574 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 4.70 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 11.61 EFFECTIVE AREA(ACRES) = 11.20 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 11.20 PEAK FLOW RATE(CFS) = 31.42 * SOURCE FLOW DATA: FLOW(CFS) = 66.00 AREA(ACRES) = 188.70 * SUMMED DATA: FLOW(CFS) = 97.42 TOTAL AREA(ACRES) = 199.90 tm END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.20 TC (MIN.) = 15.07 EFFECTIVE AREA(ACRES) = 11.20 AREA -AVERAGED Fm(INCH/HR)= 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 PEAK FLOW RATE(CFS) = 31.42 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 66.00 AREA(AC.) = 188.70 * SUMMED DATA: FLOW(CFS) = 97.42 TOTAL AREA(ACRES) = 199.90 END OF RATIONAL METHOD ANALYSIS L [9 Ei n L� r FILE: P:\126-2011\Drainage\LL.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 4:37:43 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS LATERAL L Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 1007.070 1580.890 5.510 1586.400 18.50 3.77 .22 1586.62 .00 1.46 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 59.270 .0100 .0020 .12 5.51 .00 1.18 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 1066.340 1581.480 5.041 1586.521 18.50 3.77 .22 1586.74 .00 1.46 .00 2.500 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- M M M a Mw MM " M M r-01 MM M M M MM r FILE: P:\126-2011\Drainage\LL.WSW W S P G W - EDIT LISTING - Version 14.01 Date:10-11-2004 Time: 4:37:39 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(B) 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 - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS HEADING LINE NO 3 IS - LATERAL L 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 1007.070 1580.890 1 1586.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1066.340 1581.480 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1066.340 1581.480 1 1581.480 n Tl SUMMIT AVENUE STORM DRAIN - MPSD LINE B 0 T2 Sierra Ave to Hawker Crawford Channel - PHASE 2' 100 -YR HYDRAULICS T3 LATERAL L SO 1007.0701580.890 1 1586.400 R 1066.3401581.480 1 .013 .000 .000 0 SH 1066.3401581.480 1 1581.480 CD 1 4 1 .000 2.500 .000 .000 .000 .00 Q 18.500 .0 FILE: P:\126-2011\Drainage\LM.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-17-2004 Time: 3:49:57 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS LATERAL "M" DESIGN I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CES) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- -I- I I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I IType Ch I I 1007.070 -I- 1590.310 -I- I I 2.690 1593.000 -I- I 32.40 I 4.08 .26 I 1593.26 .00 I 1.76 I 2.95 I I 3.500 I .000 .00 I 1 .0 11.029 .0100 -I- -I- -I- -I- .0012 -I- .01 -I- 2.69 -I- .44 -I- 1.36 -I- .013 -I- .00 .00 1- PIPE 1018.099 I 1590.421 -I- I I I 2.567 1592.988 -I- -I- I 32.40 -I- I 4.28 .28 I 1593.27 .00 -I- I 1.76 I 3.10 I I 3.500 I .000 .00 I 1 .0 -I- 9.545 .0100 -I- -I- .0014 -I- .01 2.57 -I- .48 -I- 1.36 -I- .013 -I- .00 .00 1- PIPE 1027.644 I 1590.517 I I I 2.456 1592.973 I 32.40 I 4.49 .31 I 1593.29 .00 I 1.76 I 3.20 I I 3.500 I .000 .00 I 1 .0 -I- 8.572 -I- .0100 -t- -I- -I- -I- -I- .0016 -I- .01 -I- 2.46 -I- .53 -I- 1.36 -I- .013 -I- .00 .00 1- PIPE 1036.215 I 1590.603 I I I 2.352 1592.955 I 32.40 I 4.71 .34 I 1593.30 .00 I 1.76 I 3.29 I I 3.500 I .000 .00 I 1 .0 -I- 4.725 -I- .0100 -I- -I- -I- -I- -I- .0017 -I- .01 -I- 2.35 -I- .57 -I- 1.36 -I- .013 -I- .00 .00 1- PIPE 1040.940 -I- I 1590.650 -I- I I I 2.292 1592.943 -I- -I- I 32.40 ---F- I 4.85 .37 -I- -I- I 1593.31 -I- .00 -I- I 1.76 -I- I 3.33 -I- I I 3.500 -I- I .000 -I- .00 I 1 .0 I- DE- sI G t4 &n K-0 I -ri o �l S L4. -r, rr r r rr rr4 ..__ 4 ® r r FILE: P:\126-2011\Drainage\LM.WSW W S P G W - EDIT LISTING - Version 14.01 Date:11-17-2004 Time: 3:49:53 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 3.500 CD 3 4 1 3.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS HEADING LINE NO 3 IS - LATERAL "M" DESIGN 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 1007.070 1590.310 2 1593.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1040.940 1590.650 2 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1040.940 1590.650 2 1602.000 Tl SUMMIT AVENUE STORM DRAIN - MPSD LINE B 0 T2 Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS T3 LATERAL "M" DESIGN SO 1007.0701590.310 2 1593.000 R 1040.9401590.650 2 .013 —`— - .000 .000 0 SH 1040.9401590.650 2 1602.000 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 3.500 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 Q 32.400 .0 FILE: P:\126-2011\Drainage\bsnM.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-17-2004 Time: 3:49:17 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS LATERAL "M" INTERRIM BASIN CONNECTION I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude N1Norm Dp I "N" I X-Fal1I ZR (Type Ch I I I I I I I I t I I I I 1007.070 1590.310 2.853 1593.163 97.40 11.60 2.09 1595.25 .00 3.04 2.72 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 11.280 .0100 .0094 .11 2.85 1.16 2.77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.350 1590.423 2.874 1593.297 97.40 11.52 2.06 1595.36 .00 3.04 2.68 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 22.590 .0100 .0090 .20 2.87 1.14 2.77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1040.940 1590.650 3.038 1593.688 97.40 10.98 1.87 1595.56 .00 3.04 2.37 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- INTIt tetiZtt4 IF -D -4s6 N (gip Irl til J�L° "(l t? N FILE: P:\126-2011\Drainage\bsnM.WSW W S P G W - EDIT LISTING - Version 14.01 Date:11-17-2004 Time: 3:49:13 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) 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 3.500 CD 3 4 1 3.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS HEADING LINE NO 3 IS - LATERAL "M" INTERRIM BASIN CONNECTION 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 1007.070 1590.310 2 1593.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1040.940 1590.650 2 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1040.940 1590.650 2 1602.000 Tl SUMMIT AVENUE STORM DRAIN - MPSD LINE B 0 T2 Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS T3 LATERAL "M" INTERRIM BASIN CONNECTION SO 1007.0701590.310 2 1593.000_ R 1040.9401590.650 2 .013 .000 .000 0 SH' 1040.9401590.650 2 1602.000 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 3.500 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 Q 97.400 .0 M M e M M Mrpm "_.. ON ® M FILE: P:\126-2011\Drainage\1e.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-21-2004 Time: 5:18:16 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS LATERAL E Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 1007.180 1598.420 4.687 1603.107 408.50 18.94 5.57 1608.68 .00 5.22 3.90 5.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- 1- 22.200 .0180 .0137 .30 4.69 1.42 4.10 .013 .00 .00 PIPE I I I I I I I I I I I I I 1029.380 1598.820 4.793 1603.613 408.50 18.59 5.37 1608.98 5.50 5.22 3.68 5.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- 1- 31.420 .0181 .0131 .41 5.50 1.34 4.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 1060.800 1599.390 5.109 1604.499 408.50 17.75 4.89 1609.39 .00 5.22 2.83 5.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 2.280 .0176 .0128 .03 5.11 1.10 4.15 .013 .00 .00 PIPE I I I I I I I I I I I I I 1063.080 1599.430 5.215 1604.645 408.50 17.54 4.78 1609.42 .00 5.22 2.44 5.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FILE: P:\126-2011\Drainage\le.WSW W S P G W - EDIT LISTING - Version 14.01 Date:10-21-2004 Time: 5:18:12 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 5.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS HEADING LINE NO 3 IS - LATERAL E 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 1007.180 1598.420 1 1603.600 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1029.380 1598.820 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 1060.800 1599.390 1 .013 45.000 40.005 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1063.060 1599.430 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1063.080 1599.430 1 1610.000 Tl SUMMIT AVENUE STORM DRAIN - MPSD LINE B 0 T2 Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS T3 LATERAL E SO 1007.1801598.420 1 1603.600 R 1029.3801598.820 1 .013 .000 .000 0 R 1060.8001599.390 1 .013 40.005 .000 0 R 1063.0801599.430 1 .013 .000 .000 0 SH 1063.0801599.430 1 1610.000 CD 1 4 1 .000 5.500 .000 .000 .000 .00 Q 408.500 .0 ti FILE: P:\126-2011\Drainage\lr.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-17-2004 Time:10:16:46 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel - PHASE 2 100-YR HYDRAULICS LATERAL R----FUTURE PARKSIDE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- -I- I I -I- -I- I I -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X-Fall) ZR -I IType Ch I I I 1007.780 1606.200 I 5.200 1611.400 I 25.90 5.28 I .43 I 1611.83 .00 I 1.73 I .00 I 2.500 I I .000 .00 I 1 .0 -I- 5.650 -I- .0159 -I- -I- -I- -I- -I- .0040 -I- .02 -I- 5.20 -I- .00 1.25 -I- -I- .013 -I- .00 .00 1- PIPE 1013.430 I 1606.290 I I 5.133 1611.423 I I 25.90 5.28 I .43 I 1611.85 .00 I 1.73 I .00 I 2.500 I I .000 .00 i 1 .0 -I- 35.290 -I- .0091 -I- -I- -I- -I- -I- .0040 -I- .14 -I- .00 -I- .00 1.49 -I- -I- .013 -i- .00 .00 1- PIPE 1048.720 I 1606.610 I I 5.014 1611.624 I I 25.90 5.28 I .43 I 1612.06 .00 I 1.73 I .00 I 2.500 I I .000 .00 I 1 .0 -I- 12.740 -I- .0094 -I- -I- -I- -I- -I- .0040 -I- .05 -I- 5.01 -I- .00 1.47 -I- -I- .013 -I- .00 .00 1- PIPE 1061.460 -I- I 1606.730 -I- I I 4.945 1611.675 -I- -I- I I 25.90 5.28 -I- -I- I .43 -I- I 1612.11 -I- .00 -I- I 1.73 -I- I .00 I 2.500 -I- -I- I I .000 -I- .00 I 1 .0 I- FILE: P:\126-2011\Drainage\1r.WSW W S P G W - EDIT LISTING - Version 14.01 Date:11-17-2004 Time:10:16:42 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 - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS HEADING LINE NO 3 IS - LATERAL R ----F tT F.ARKgTDF. 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 1606.200 1 1611.400 ELEMENT NO 2 IS A REACH---- U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1013.430 1606.290 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 1048.720 1606.610 1 .013 45.000 44.933 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1061.460 1606.730 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1061.460 1606.730 1 1610.000 Tl SUMMIT AVENUE STORM DRAIN - MPSD LINE B 0 T2 Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS T3 LATERAL R ----FUTURE PARKSIDE so 1007.7801606.200 1 1611.400 R 1013.4301606.290 1 .013 '" .000 .000 0 R 1048.7201606.610 1 .013 44.933 .000 0 R 1061.4601606.730 1 .013 .000 .000 0 SH 1061.4601606.730 1 1610.000 CD 1 4 1 .000 2.500 .000 .000 .000 .00 Q 25.900 .0 u FILE: P:\126-2011\Drainage\LN.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 6:47:11 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS LATERAL "N" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 ]No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall] ZR (Type Ch I I I I I I I I I I I I I 1007.780 1607.900 6.220 1614.120 41.00 5.80 .52 1614.64 .00 2.09 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 18.130 .0105 .0038 .07 6.22 .00 1.68 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.910 1608.090 6.099 1614.188 41.00 5.80 .52 1614.71 .00 2.09 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 26.140 .0096 .0038 .10 .00 .00 1.72 .013 .00 .00 PIPE I I I I I I I I I I I I I 1052.050 1608.340 6.011 1614.351 41.00 5.80 .52 1614.87 .00 2.09 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FILE: P:\126-2011\Drainage\LN.WSW W S P G W - EDIT LISTING - Version 14.01 Date:10-11-2004 Time: 6:47: 7 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 - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS HEADING LINE NO 3 IS - LATERAL "N" 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 1607.900 1 1614.120 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1025.910 1608.090 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 1052.050 1608.340 1 .013 44.999 -33.283 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1052.050 1608.340 1 1608.340 Tl SUMMIT AVENUE STORM DRAIN - MPSD LINE B 0 T2 Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS T3 LATERAL "N" SO 1007.7801607.900 1 1614.120 R 1025.9101608.090 1 .013 .000 .000 0 R 1052.0501608.340 1 .013 -33.283 .000 0 SH 1052.0501608.340 1 1608.340 CD 1 4 1 .000 3.000 .000 .000 .000 .00 Q 41.000 .0 M ® M M M =1 M M M M M M M M ® ® M MI IM FILE: P:\126-2011\Drainage\LO.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-11-2004 Time: 4: 4:52 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS LATERAL "0" Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth 1 Width )Dia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Ave) HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 1007.780 1614.510 6.090 1620.600 44.20 6.25 .61 1621.21 .00 2.17 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 36.060 .0050 .0044 .16 6.09 .00 2.31 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 1043.840 1614.690 6.068 1620.758 44.20 6.25 .61 1621.37 .00 2.17 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- i ff"Mm'16 ii 11 FILE: P:\126-2011\Drainage\LO.WSW W S P G W - EDIT LISTING - Version 14.01 Date:10-11-2004 Time: 4: 4:48 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 - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS HEADING LINE NO 3 IS - LATERAL "0" 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 1614.510 1 1620.600 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1043.840 1614.690 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1043.840 1614.690 1 1614.690 T1 SUMMIT AVENUE STORM DRAIN - MPSD LINE B 0 T2 Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS T3 LATERAL "O" SO 1007.7801614.510 1 1620.600 R 1043.8401614.690 1 .013 .000 .000 0 SH 1043.8401614.690 1 1614.690 CD 1 4 1 .000 3.000 .000 .000 .000 .00 Q 44.200 .0 FILE: P:\126-2011\Drainage\LP.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2004 Time: 3:19:14 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS LATERAL "P" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 1012.230 1619.870 5.630 1625.500 33.70 4.77 .35 1625.85 .00 1.89 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 31.610 .0101 .0026 .08 5.63 .00 1.50 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 1043.840 1620.190 5.391 1625.581 33.70 4.77 .35 1625.93 .00 1.89 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FILE: P:\126-2011\Drainage\LP.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6-30-2004 Time: 3:19:10 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 - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS HEADING LINE NO 3 IS - LATERAL "P" 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 1012.230 1619.870 1 1625.5Q0 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1043.840 1620.190 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1043.840 1620.190 1 1620.190 Tl SUMMIT AVENUE STORM DRAIN - MPSD LINE B 0 T2 Sierra Ave to Hawker Crawford Channel - PHASE 2 100 -YR HYDRAULICS T3 LATERAL "P" SO 1012.2301619.870 1 1625.500 R 1043.8401620.190 1 .013 .000 .000 0 SH 1043.8401620.190 1 1620.190 CD 1 4 1 .000 3.000 .000 .000 .000 .00 Q 33.700 .0 TR6W� I + W iR7W 4N - !- -- - / f -1 peril° - R2W RLIW �` RIE R2E I— � � — >•— I —r — — ��/ — - f 1.1 — +— t rear r - -- — *-- — - ■ - _ - / \� .. j R. 1.{ r _ _ d•i7P; 0 1. -1.13 — f — - + IS t- —' by IoM — ° ° .o I j Y • �r � • � o a fi '< + -1 - f I..� I � I I I •s I I � J 0 • ,4 I —' — �'• ! I I _ Fd'"-\ c eani`�F R i n L,�-' ,L:L _ �`� IA -/� f I I I Ll,••�S'� -- 4- —_ { ` r I '9 v L I 22 •I• �"7 — _ — - t: ' aTiEa I1 .� f/ �/ ' ` TLS ' + I -- 'Tf Y - — r 1 I i•'_� ' " / - — — — _tai:: , .�_ c4.4 9 �` ' • 2 _ ! %y-1-' •` —1- —( L''b 2.3 �-�LI � —� � TJN 1 ' I � wr s•N TaNlo � I .� I .G • 1. _ "� � 1 I — '1'- — �-/.` — _ �{ � � i _ I L.� !,�1' 1 _,Q 1� —Z, c S '' - 4 BE-awrc - : r -j•; , -SIT- — I � • ' — I— ' I I rc ry e � � / I ; � L. ARROrR� T ••is — -_ wrrt rL A.• _ — — '�- ` .1•—�•✓• .�„ •.� .. \ to IN =it c • - - {'� c �nlrc - - - - A' �34•I3T?N LAW — _ —s. . a' r ' . a• X1.7 rMLMit - �{ i '" I — •iR�' I / /I �' A-0 oAw I � - 1-t` - •_ .., " " '•r. ` Q' w L.f , r .. / A _1_•••i. r V - •ua Is- - t �.; i•{ .I fw�. • i� •+a ` - �'- '� � .J fi _r s �� r � � � I y.. i - ... •� i I `� 5•N RN•ROOW �- CL1ROIVR► •• - • • r• •-' n I' e1 _ _ ! 1 ti I I _ ,a•, , - - _ ttTi _'_ � - .,,•• - - R I A LT 0 - ° , - _ ,'T == o` �� _ I a � I • I I � i ON TAN r ; TIS -- --° - s - E` t Z?'"'• �` ' - tti - - No— - - ONTA - - —i 1 i �; m - _ -C ► - — REDLAND lis �- " „ ' �'''. . � •.,., • NRAM TERRACE YUCAIPA CH 0 1,cRGc+� T2S � I \ __ % 4,' ft._ - 7 __ �• MN '�aNA�OMp OUN • I - — — ••O• •, I .� y� I ' cOUN,r "�•R ` I I : I R2 .e •' IIESI OM j ..• .. . ti. R4WR3 oc RI r /.56 FAN KRMA NO COUNTY 'I IF CONTROL VALLEY AREA LOW CON DISTRICT T3S — — — N _ o•M�.' .__ _- - -- - -,- -, -- -; REDUCED DRAWII��tG _ F' �•'` 4 _ I La {! _r.>< A -- = ao, — SCALE 1" = 4 MI YEAR' ( HOUR SAN B E COUNTY LETS Y,,, _,pp 1 RNARh)INO COU-.MO...L... I .1.1. W -- - — _ _ _ _ _ � LEs wwollm �Ir HYDROLOGY MANUAL ••••••'•• ................... —um Ce ISOLINES PRECIPITATION (INCHES)oaE •foul[ P" m MLIou f.fft f1110� 1 M 1! B T SAN BERNARDINO COUNTY HYDROLOGY MANUAL M r " Irl ai- eR Eli C-1 C_ 7 SAN BERNARD NO COUNTY pc_7 WC -8 C-4 A Lin per. J e B T SAN BERNARDINO COUNTY HYDROLOGY MANUAL M r " Irl ai- eR Eli C-1 B T SAN BERNARDINO COUNTY HYDROLOGY MANUAL M r " Irl ai- iz 9 2 mum"11111M Iy - sottnclt ITEL J. 7- loom A A 111'- 8 . ........ . . ........ .. -j It A" 4 Tf Ng W al A1_10 A 'AHL T w.. 71 A .1 0 nti 4� `ilkJ A 77 A 14 ol f hilill7l, A leo -14 LEGEND ------- SOIL GROUP BOUNDARY t;m A SOIL GROUP DESIGNATION SCALE 1,48,000 BOURDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA C-1 C_ 7 SAN BERNARD NO COUNTY pc_7 WC -8 C-4 iz 9 2 mum"11111M Iy - sottnclt ITEL J. 7- loom A A 111'- 8 . ........ . . ........ .. -j It A" 4 Tf Ng W al A1_10 A 'AHL T w.. 71 A .1 0 nti 4� `ilkJ A 77 A 14 ol f hilill7l, A leo -14 LEGEND ------- SOIL GROUP BOUNDARY t;m A SOIL GROUP DESIGNATION SCALE 1,48,000 BOURDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA 11/17/04 WU 10801 CHURCH STREET, SURE 107 RANCHO CUCANONGA, CA 91730 (909) 948-1311 awr.wna LATERALS FOR CITRUS HTS NORTH DRAINAGE MAP MADOLE & ASSOCIATES, INC. CONSUL71NG CML ENGINEERS AND LAND PLANNERS 10801 CHURCH STREET, SURE 107 RANCHO CUCANONGA, CA 91730 (909) 948-1311 awr.wna LATERALS FOR CITRUS HTS NORTH DRAINAGE MAP M W2 J Q i est � .-r � el, a u, G FILE: B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 7 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4- 2-2003 Time: 2: 7:54 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q-100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I -I- (CFS) I (FPS) Head I -I- -I- -I- Grd.El.l -I- Elev -I- I Depth -I- I Width -I- IDia.-FTlor -I- I.D.I -I- ZL -I IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I I I SF Avel HF ISE DpthlFroude N1Norm Dp I "N" I X -Fall) ZR (Type Ch I I I 55956.070 I 1565.738 I 8.519 I 1574.257 I I 2374.00 23.22 8.37 1582.63 I .00 I 9.00 I 12.00 I 9.000 I 12.000 .00 0 .0 -I- 88.152 -I- .0032 -I- -I- -I- -I- -I- .0082 -I- .72 -I- 8.52 -I- 1.40 -I- 9.00 -I- .013 -I- .00 .00 1- BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- I 56044.230 I 1566.020 I 8.123 I 1574.143 I I 2374.00 24.35 9.21 1583.35 I .00 I 9.00 I 12.00 I 9.000 I 1 12.000 .00 1 0 .0 -I- 89.480 -I- .0032 -I- -I- -I- -I- -I- .0093 -I- .83 -I- 8.12 -I- 1.51 -I- 9.00 -I- .013 -I- .00 .00 1- BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- I 56133.710 1566.307 I 7.745 I I 1574.052 I I 2374.00 25.54 10.13 1584.18 I .00 I 9.00 I 12.00 I 9.000 I I 12.000 .00 I 0 .0 -I- 89.621 -I- .0032 -I- -I- -I- -I- -I- .0105 -I- .94 -I- 7.74 -I- 1.62 -I- 9.00 -I- .013 -I- .00 .00 1- BOX I 56223.330 1566.594 I 7.384 I I 1573.978 I I 2374.00 26.79 11.14 1585.12 I .00 I 9.00 I 12.00 I 9.000 I I 12.000 .00 I 0 .0 -I- 88.953 -I- .0032 -I- -I- -I- -I- -I- .0119 -I- 1.06 -I- 7.38 -I- 1.74 -I- 9.00 -I- .013 -I- .00 .00 1- BOX I 56312.280 1566.879 I 7.041 I I 1573.920 I I 2374.00 28.10 12.26 1586.18 1 .00 I 9.00 I 12.00 I 9.000 I I 12.000 .00 I 0 .0 -I- 87.719 -I- .0032 -I- -I- -I- -I- -I- .0134 -I- 1.18 -I- 7.04 -I- 1.87 -I- 9.00 -I- .013 -I- .00 .00 1- BOX I 56400.000 1567.160 I 6.713 I I 1573.873 I I 2374.00 29.47 13.49 1587.36 I .00 I 9.00 I 12.00 I 9.000 I I 12.000 .00 I 0 .0 TRANS STR .0035 .0157 .31 6.71 2.00 .013 .00 .00 BOX I 56420.000 1567.230 I 5.500 I I 1572.730 I I 2374.00 31.39 15.30 -I- 1588.03 I .00 I 5.50 -I- I 1.3.75 I 5.500 -I- -I- I 13.750 I .00 I 0 .0 -I- 135.000 -I- .0032 -I- -I- -I- -I- .0307 -I- 4.14 -I- 5.50 2.36 5.50 .013 -I- .00 .00 1- BOX 06/30/04 H-14 FILE: B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 8 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4- 2-2003 Time: 2: 7:54 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q-100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICritical]Flow ToplHeight/]Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall] ZR IType Ch I I I I I I I I I I I i I 56555.000 1567.660 9.209 1576.869 2374.00 31.39 15.30 1592.17 .00 5.50 13.75 5.500 13.750 .00 0 .0 TRANS STR .0820 .0131 .26 9.21 2.36 .013 .00 .00 BOX I I I I I I I I I I I I I 56575.000 1569.300 15.017 1584.317 2374.00 23.98 8.93 1593.25 .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- 49.000 .0820 .0131 .64 15.02 1.41 3.83 .013 .00 .00 BOX I I I I I I I I I I I I I 56624.000 1573.320 11.641 1584.961 2374.00 23.98 8.93 1593.89 .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 .0825 .0086 .07 11.64 1.41 .013 .00 .00 BOX I I I I I I I I I I I I i 56632.000 1573.980 15.643 1589.623 1917.00 19.36 5.82 1595.45 .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- 55.289 .0820 .0086 .47 15.64 1.14 3.29 .013 .00 .00 BOX I I I I I I I I I I I I I 56687.290 1578.512 11.582 1590.094 1917.00 19.36 5.82 1595.92 .00 9.00 11.00 9.000 11.000 .00 0 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 56687.290 1578.512 6.357 1584.869 1917.00 27.41 11.67 1596.54 .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- 7.172 .0820 .0131 .09 6.36 1.92 3.29 .013 .00 .00 BOX I I I I I I I I I I I I I 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- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 774.559 .0124 .0133 10.34 6.55 1.83 6.59 .013 .00 .00 BOX I I I I I I I I i I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 168.414 .0162 .0137 2.30 6.27 1.96 5.95 .013 .00 .00 BOX I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 193.988 .0162 .0125 2.42 6.42 1.89 5.95 .013 .00 .00 BOX 06/30/04 H-15 FILE: B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 9 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4- 2-2003 Time: 2: 7:54 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q-100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I -I- (FT) -I- I Elev I (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev -I- I Depth I Width -I- IDia.-FT1or -I- I.D.1 -I- ZL IPrs/Pip -i -I- L/Elem ICh Slope I -I- I I I SF Avel HF ISE DpthlFroude -I- NINorm Dp I "N" I X -Fall) ZR (Type Ch I 57831.420 I 1594.569 6.738 I 1601.308 I I 1917.00 25.86 I 10.39 I 1611.69 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 -I- 118.578 -I- .0162 -I- -I- -I- -I- -I- .0110 -I- 1.31 -I- 6.74 -I- 1.76 -I- 5.95 -I- .013 -I- .00 .00 1- BOX I 57950.000 I 1596.490 7.067 I 1603.557 I I 1917.00 24.66 I 9.44 I 1613.00 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 JUNCT STR .0150 .0113 .05 7.07 1.63 .013 .00 .00 I- BOX I 57954.000 ► 1596.550 6.430 I 1602.980 I I 1848.00 26.13 I 10.60 I 1613.58 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 i 0 .0 -I- 14.262 -I- .0168 -I- -I- -I- -I- -I- .0122 -I- .17 -I- 6.43 -I- 1.82 -I- 5.70 -I- .013 -I- .00 .00 1- BOX I 57968.260 1596.790 I 6.459 I 1603.249 I I 1848.00 -I- 26.01 I 10.50 I 1613.75 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 -I- 363.406 -I- .0124 -I- -I- -I- -I- .0119 -I- 4.34 -I- 6.46 -I- 1.80 -I- 6.40 -I- .013 -I- .00 .00 1- BOX I 58331.660 1601.297 I 6.535 I 1607.831 I I 1848.00 25.71 I 10.26 I 1618.09 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 -I- 463.523 C�+ -I- .0124�//�� -I- -I- -I- -I- -I- .0111 -I- 5.13 -I- 6.53 -I- 1.77 -I- 6.40 -I- .013 -I- .00 .00 1- BOX 08, gZ I I 1144#4 1 I 1 1 1 1 1 1 1 I 58795.190 1607.044 6.854 1613.898 1848.00 -I- 24.51 9.33 1623.23 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I- 196.598 -I- .0124 -I- -I- -I- -I- .0098 -I- 1.92 -I- 6.85 -I- 1.65 -I- 6.40 -I- .013 -I- .00 .00 1- BOX I 58991.790 1609.482 I 7.188 I 1616.671 I I 1848.00 -I- 23.37 I 8.48 I 1625.15 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 -I- 112.223 -I- .0124 -I- -I- -I- -I- .0087 -I- .97 -I- 7.19 -I- 1.54 -I- 6.40 -I- .013 -I- .00 .00 1- BOX I 59104.010 1610.874 I 7.539 I 1618.413 I I 1848.00 22.28 I 7.71 I 1626.12 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 -I- 70.258 -I- .0124 -I- -I- -I- -I- -I- .0077 -I- .54 -I- 7.54 -I- 1.43 -I- 6.40 -I- .013 -I- .00 .00 1- BOX I 59174.270 1611.745 I 7.907 I 1619.652 I I 1848.00 21.25 I 7.01 I 1626.66 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 -I- 44.754 -I- .0124 -I- -I- -I- -I- -I- .0068 -I- .30 -I- 7.91 -I- 1.33 -I- 6.40 -I- .013 -I- .00 .00 1- BOX 06/30/04 H-16 a �_ mill li k n FILE: B.WSW W S P G W - CIVILDESIGN Version 14.01 PAGE 10 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4- 2-2.003 'rime: 2: 7:54 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q-100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I L/Elem ICh Slope I I I i SF Ave1 HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 59219.020 1612.300 8.293 1620.593 1848.00 20.26 6.37 1626.97 .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- 5.980 .0083 .0064 .04 8.29 1.24 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 1 1 59225.000 1612.350 8.315 1620.665 1848.00 20.20 6.34 1627.00 .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 8.32 1.23 .013 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- I 59240.000 1612.490 6.611 1619.101 1822.90 22.98 8.20 1627.30 .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- 782.664 .0088 .0084 6.54 6.61 1.57 6.60 .013 .00 .00 BOX I I I I I I I I I I I I I 60022.670 1619.370 6.861 1626.231 1822.90 22.14 7.61 1633.84 .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- 273.871 .0088 .0075 2.05 6.86 1.49 6.60 .013 .00 .00 BOX I I I I I I I I I I I I I 60296.540 1621.778 7.196 1628.974 1822.90 21.11 6.92 1635.89 .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- 127.531 .0088 .0066 .84 7.20 1.39 6.60 .013 .00 .00 BOX I I I I I I I I I I I I I 60424.070 1622.899 7.547 1630.446 1822.90 20.13 6.29 1636.74 .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- 69.063 .0088 .0058 .40 7.55 1.29 6.60 .013 .00 .00 BOX I I I I I I I I I I I I I 60493.130 1623.506 7.916 1631.422 1822.90 19.19 5.72 1637.14 .00 8.95 12.00 9.000 1.2.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 36.867 .0088 .0052 .19 7.92 1.20 6.60 .013 .00 .00 BOX 06/30/04 H-17 1111 !1119111 illillill III FILE: B.WSW W S P G W - CIVILDESIGN Version 14.01 PAGE 11 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4- 2-2003 Time: 2: 7:54 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q-100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- -I- -I- -I- I I SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch 60530.000 I I 1623.830 I 8.302 1632.132 I I I 1822.90 18.30 5.20 1637.33 I .00 I 8.95 I 12.00 I 9.000 I I 12.000 .00 I 0 .0 -I- 9.953 -I- .0094 -I- -I- -I- -I- -I- .0047 -I- .05 -I- 8.30 -i- 1.12 6.45 -I- -I- .013 -I- .00 .00 1- BOX -------------------- WARNING - Flow depth near top of box conduit ------------ -- 60539.950 I I 1623.923 I 8.533 1632.456 I I I 1822.90 17.80 4.92 1637.38 I .00 I 8.95 I 12.00 I 9.000 I 1 12.000 .00 1 0 .0 -I- 6.047 -I- .0094 -I- -I- -I- -I- -I- .0043 -I- .03 -I- 8.53 -I- 1.07 6.45 -I- -I- .013 -I- .00 .00 1- BOX -------------------- WARNING - Flow depth near top of box conduit ------------ -- 60546.000 I I 1623.980 8.951 I 1632.931 I I I 1822.90 16.97 4.47 1637.40 I .00 I 8.95 I 12.00 I 9.000 I 1 12.000 .00 1 0 .0 -I- JUNCT STR -I- .0850 -I- -I- -I- -I- -I- .0028 -I- .06 -I- 8.95 -I- 1.00 -I- -I- .013 -I- .00 .00 I- BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- 60566.000 I 1625.680 I 9.982 I 1635.662 I I I 971.70 10.80 1.81 1637.47 I .00 I 6.64 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 -I- 11.914 -I- .0853 -I- -I- -I- -I- -I- .0028 -I- .03 -I- 9.98 -I- .63 2.20 -I- -I- .013 -I- .00 .00 1- BOX 60577.910 I 1626.696 I 9.000 I 1635.696 I I i 971.70 10.80 1.81 1637.51 I .00 I 6.64 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 -I- 2.855 -I- .0853 -I- -I- -I- -I- -I- .0019 -I- .01 -I- 9.00 -i- .63 2.2.0 -I- -I- .013 -I- .00 .00 1- BOX 60580.770 I 1626.939 I 8.580 I 1635.519 i I I 971.70 11.32 1.99 1637.51 I .00 I 6.64 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 -I- 2.410 -I- .0853 -I- -I- -I- -I- -I- .0021 -I- .01 -I- 8.58 -I- .68 2.20 -I- -I- .013 -I- .00 .00 1- BOX -------------------- WARNING - Flow depth near top of box conduit -------- ------ 06/30/04 H-18 FILE: B.WSW 1627.885 -I- W S P G W - CIVILDESIGN Version 14.01 1637.89 .00 6.64 10.00 PAGE 12 10.000 .00 Program Package Serial Number: 1296 .0048 -I- -I- .0048 -I- .45 -I- 6.22 -I- 1.10 -I- 6.22 -I- .01.3 -I- .00 .00 1- BOX 60800.000 -I- WATER SURFACE PROFILE LISTING I 1638.34 I .00 Date: 4- 2-2003 Time: 2: 7:54 .00 1 0 .0 SUMMIT AVENUE STORM DRAIN - MPSD LINE B -I- -I- .0048 -I- 1.82 -I- 6.22 -I- 1.10 -I- 6.22 -I- .013 -I- .00 .00 1- BOX Sierra Ave to Hawker Crawford Channel Flow @ Q-100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- -I- I I -I- -I- -I- I I SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR IType Ch ****��***I+*�**�***I****�*�*I***+*�***I*��******I*+*****I**�****I*a�����**I��*****I�*��**�*I++*�«+.�I**+�+a�1*++■+a*I�**** I I I I 1�+���*+ 60583.180 -I- 1627.145 -I- 8.181 1635.326 -I- -I- I I 971.70 11.88 2.19 -I- -I- -I- 1637.52 I .00 I 6.64 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 1.820 .0853 .0024 -I- .00 -I- 8.18 -I- .73 -I- 2.20 -I- .013 -I- .00 .00 1- BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- 60585.000 -I- I 1627.300 -I- I I 7.829 1635.129 -I- -I- I I I 971.70 12.41 2.39 -I- -I- 1637.52 I .00 I 6.64 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 63.984 .0048 -I- .0027 -I- .17 -I- 7.83 -I- .78 -I- 6.2.2 -I- .013 -I- .00 .00 1- BOX 60648.980 -I- I 1627.607 -I- I I 7.465 1635.071 -I- -I- I I I 971.70 13.02 2.63 -I- -I- -I- 1637.70 -I- I .00 I 6.64 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 52.938 .0048 I .0030 .16 -I- 7.46 -I- .84 -I- 6.22 -I- .013 -I- .00 .00 1- BOX 60701.920 -I- 1627.860 -I- I I 7.117 1634.978 -I- -I- I I I 971.70 13.65 2.89 -I- -I- -I- 1637.87 I .00 I 6.64 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 5.102 .0048 .0034 -I- .02 -I- 7.12 -I- .90 -I- 6.22 -I- .01.3 -I- .00 .00 1- BOX 60707.020 -I- I 1627.885 -I- I I 7.085 1634.969 -I- -I- I I I 971.70 13.72 2.92 -I- -I- -I- 1637.89 -I- I .00 -I- I 6.64 -I- I 10.00 -I- I 9.000 -I- I I 10.000 -I- .00 I 0 .0 I - HYDRAULIC JUMP 60707.020 -I- 1627.885 -I- 6.219 1634.104 971.70 15.62 3.79 -I- -I- -I- 1637.89 .00 6.64 10.00 9.000 10.000 .00 0 .0 92.977 I .0048 -I- -I- .0048 -I- .45 -I- 6.22 -I- 1.10 -I- 6.22 -I- .01.3 -I- .00 .00 1- BOX 60800.000 -I- I 1628.330 -I- I I I I 6.219 1634.549 971.70 15.62 3.79 -I- -I- -I- I 1638.34 I .00 6.64 I 10.00 I 9.000 I 1 10.000 .00 1 0 .0 379.211 .0048 -I- -I- .0048 -I- 1.82 -I- 6.22 -I- 1.10 -I- 6.22 -I- .013 -I- .00 .00 1- BOX 06/30/04 H-19 Zi vo j mi cZ N Z 7 J:1126-20171storm\Hvd-Drainaae.dwa, 11/17/2004 6:23:21 PM. Dawn. Dawn d �J.;~,: -'-::a,t•: `;.r,"?;�;, _:�: 'ter-IJt: t,7' •-?:. ::ai' "�.,a?'•'r: N :rr>)J' :.�( .:1 t -;4 ,.tr.. ...YET:` :.�, '7:.. moi: ,'J ':!`�;�,. ",:Y 'i.., 'l'^ ..1`: .:t.,. -.A '>. •: i.'_� 1.,f i.:-- :l'..: 't•:'' fir: i;:.... :., =1. '� 5f-� — �%.: •,.t -.. ;Irt:� _' rl _L.- _ _ •.1 _ ..l ;'.fir. r'—�'• .,tii,t` i c e _ �r r t: r. } .r' �. _ Jt :.s � .1: .��a<iU-..c t . i Y4 t \ .. t;-?•.- '••.•. L t? ,• S ( ( i{ I r ' . 'v JJ 1 1 i. 'S 1 ♦ rlY. .r! 1 ! , � /, � f - r r 1• .? ri r i.( f y't:, [ + r - - i ,? f r ., r? dirt 7Tr I� .,. t... Y M t.(Cy y -, 1(.t r .-r r r S. �r� 3 _,tJa• ri r. � y.- Y J.� -r ) -f_f �. ,,,L )J I 1 ,.'. ,U ( r 3r t •t � 'Y1 r .i ¢ Y -. t rrr ] r e t �' ffvYr ` ' Y - '_ J• t 1 i t t i " ,Y 1 t ! -L ''+ F r Y .( 1 s s:F-•'♦ .f :1 ♦ '�.t � ♦ �'. y J J, t '- ! ..:I{ 'i ,.t J p• ti it Y . t t• ) J , t ,r t , - c t 5 : -,rr 't [- 7r�. .1 �! '� 1 7�J •tl}� � t i) E. tl lJt't'iilt -i � `� a r'-aJ�+rr f,.r,Y{it � �, $J. �`j iil.,l�c" �. r tl �•� �. J 1 ♦ -•err t K/r �L i L., '1 +.) y� r i� •! ✓ [�1 ..jj t r L ? r u t Jf r cry 3v�. %r , i,i cJ`n 7( , ' '�..y 3 ! ,J,. 4• � ) 1 I{) >; .l> ', S t;Y � � ttlf L 1. ,.� ,'. .1 •tJX 1r t_ r�� l +ir''r ' 1 + t J !r 2 -. F'` t 1 ,- � %.>, � t J 7 ri �'1 � ` ti,. { f ' r `ii' _ ,f-.' -+ tl � t\r ♦ C � f ).,[ T'. ♦ 1, J ,i tI!= J � , 'f: .,=r IrL t ft ) '. f t t it i/ - t '( I 1 r J } •, f t r- 1 '� s r r 15rrYJt � l �' .. 7�`t 't - S:(v { � i , 7 1 '. - f TG .(Jr. a , i ,.� 1 t (r ) 'l.. i jC•1 Y {1 r t i a 7 , k t 1 t': i 1 .i , '` -. I! ( ]j ;.f 4 `s .,t' t iY. � ' ' i _ �r [ ♦ �rF G� t � i � r i j t i t �t •-,�'i , I 1- � - , f•4 c..' - �' rF >/ , s }) , + �tJr ( L[,-... i, { Jr }J � t- 11r I l:' j 3 i { +tt t ' 1 -.� t 1 a ii♦f" i'S`•'"'-a, 1 ': ' ti 4 <, 1 1 y.. 1 f � ♦. -. ) t ! t• - > �•, i 1. t ,-[{Y S ,r r f[,l i -� Jr. r t ' 4 r rel }( � r i, j' rt f -r! -'/ 1{ s•` d1J 1 r./'+S ?�,� (' . !-� ���.,'t41 ` � r L.r �r1 r.J iJ � ,]Yv a •�{ r rr` C 5 t:f 1l ,_•+t �rJ - ti r�~> •4 t.7 r. � y , , ...,_ 1 t � ' t. I rJ , r , t - 1 i�• I - f F � � ?Ji r. _ r4 rY..�, .\) -i,t1r rr. Yt Jt .., ! ,- [t ....4 ' r .lc ) 7 i• yJ t1 >! 1 •i , ,S; 1r � I : ,� 1 rar c Y S t x ( I fr I i _ t r - t,rr 5•' _� ,� •tzl �`'ti r! -.. E TJ Nt .� J f rt 't ( / ! \ r J 1 I s y'{r ,�u r' '-tt 7' 7� Jc 3 ♦ � ; '{. 1 , J'r L t Jt r ' L � t .• J l 1 r.. 1 > 't . t i 1 i ii'J �r 3. ' :� �F� 3 ,r i�[)+trJ tt. k t : ` , r, i J. - r 2< l {`_� r•{ 7 f CL ), l f v J'! J S• J ! }I. JJ : tr :7 a - -.t J r 1 {ii-rLl 7 , 1 s' J t '{l � JY J, r , 4,,,,! °Jr:•• ( S� -[.) \ } ♦ IJ � -fr t i,. 5 {•: 3't'J -�� � � '(•�. .1 :rs l ' r � ,....-.Jit 1 Y f , a I t! r, 1 i . .':J J,)r tl _� ✓ ♦'> �♦� !1� lt: 1 '�t /lttl' Ci 1 .'f .. 1 C 7 �. c t ' - . _•[' _ll , 1 1 a C. r ) ♦ - J) , t t.lf J {. ✓`y. ,. y%.l ♦''r7 } 1 -I� J t iY ) 1 J �� fCt ty r } J 11t ♦ i(; rr I .r �L -',{ t i .' � t JF . J r { J 'rl. - ' r 1rr ti i r • 1 J f { L - � ..! ) t {1 ' � 5 1 z r[tr 'I K= � :r 1�r t i "'• I r .r r ,<i u t ! JYff' � �C �'� � r' tl '" � i - r='S. i , r, r. .. f r a t '� t 1 ♦. 1 ' 1 t i + t ♦ i , 1 .t. ♦ iti Jr a �- t. t 1 ,` t r / rte',\ \':'' Ji _),f, ,♦ 1r '=-- I1t ri : f [ J4,1 -� {1'f l�4 7 t tiff s + Yt L y !! Ir r ?t� (C 'a C ♦ {^: , -{ rlr , /? )r rr>j ) t r , i hl` y.11,1._ > , �, it 1 i - " '1 L Iri MY 1, i I i ," -� } l 7� .•. }.�{:'r '-7 tt' r, ),.i r'{r 1 s i 1> r i_t / c• :�,5 "- r '''C i >.'. {� J } it [ , ♦,{ r r: J•L.3%� � t,, t..•;... ft .i i � { n ri [„•�! r t ) r � r ['r t 1,1', r' } �i,u,+ �.t J 1 t �\ t '� ` l 1'il "f'14f� i T '• r )) t, y 1 - i/Y.'- Y / 4 ,l(i J ( Y � t - G Y � ��.t( [ _ 1'- rJ 4 ) i t. S. ,�;fL y)? ) t[l•>.. 1, J t )♦.rt �r l , 1_ It ( ' ','J`� ref :h 4r ,C %r. ry. r�\x. t . ^�r;},)� rr J i rfi l�tir 1 J t � ( /i?r.- i Vit- ` t)lt { tf t V,ti xr 1t .s�j r •. !. ftJ i r i, ��) l r •i -rt .>. - 3 �4•r c r )�J 7 - C s iJ.Li rrl J ' i , I ':y 4 �Y,. J \ 1 �-.;. •,ti" S t I t, II r} rt$ •� Oji J` ( f 'i s � ' t f i J +� c f - � t� '1 L 1 ,•' Y J{{}�� L� ,• r 11, 1 L .r, r r {- 7. Y f._•'t'.T i.. j { i':Ljt• 1. i' �L[•Sr ✓> ,pft 117;♦ -, 2 la t - (17. , t � i. 'r f1 � 1 t ,-r,. �;•.±= t, } ( t. L r ] / f '; -/ � It ., '�' lit ' J� L's[i ) 4 1 (,a•. a tira ✓. 1 / >.. .J r f �i � ( v 1 r . ? v f It1 , •J• t lT ` 1, i 3 t 1. .tet ..Ftit>t,f7♦✓ 1 -`' , 1- �t - � '`_r ' ,.t. 4: r . 4 �`ry ,� r c � ,L,7' Jr kr i -� , r ..a* yr: 1 � : ii •;fir,' �,r.'_'t ♦ xr ' '1d c t. rtt T ,r � � � ' r , rr 2�� r..� l �. > t t eft lrj I) ♦ + f + ' iv;i ilt SL e•' `' � ( �3 � ! r" 1 ; ,: 1 ' Jt - '. }F,4 tl tt J♦ T- 1 - i � i t 1 L t) a ♦ (-' .•,c"'.7?: Y k r -IJ r 3 }. w.•2"'� ' �x 11 � 't I� �� x ♦ � J L •yam _ it ,-� t (x -rid \:��: ;�a✓4,i •{y."� rry r'�; ,r`'�,al�gr� L,t! it{ r3f[�I`?i"i�`yL�.[" 1•.+f i:��.~•`_`�...�,.' ,tom rid'-ia r•'s`i�' G�r�•. -J�•';if�..:rG{ ~K .{� it. rJ7%tit'E C'w '•jtf�t5, �•.',,,IV] :�• _ ;r'���r�lr� t1s�JJ� '�, %. �: i'•.�`),. l• y�';t1,7��^'• `� ' ..•�... '101 �' I+ I x♦::>:it:S��;nY_ �-+�-•�.i�,�,1•��Jpmt''�'�.. �gcr.,;f11':�i��nz'd.'�'�i2rd•�.:ii' a•`:7L ` bre eT'y" fi %r,�t,ir}v1'[t ��•,a;iy`•}•`% •;,,�`� .'>,•1 j'f 1 i .�� ,�.'r4-.;.� �K .�yn,, ��,fp)��t �Z 'y{i .-t.,��•1i"• ',;.,4RC�,..'��ie-Tvi�s. t�; a'J�`,v, i � ':ti: t?7 '�•)i�,- �t�q__ i�•'J:.�,?�1��(l+yy, J�rJNS� 1f,�" :7"'� ,j12'T�j s� `v • i• �r:��'�•=d.'%+,. 3Y vi ��cr��•'�"�1i{I'.•,At,r:7 �{ �;tiJ' �:iYr�ti��,i'`r-,�,.��N•," F''�,, i ��ia.�ia}t• �� {_'L�-n'P�,•.�, �td� 3'+1. '!�r r r'�''"}�u�"p� J, tty��� �•'�' '> ,•,fK, `fes-3�'• •'�I ��� �y�II , rr•s��'°�.Ia?fr1 :i`', •�•'.--��: {� � �T_��_;ij F••,•�,,_ �C,•_ _:L.: t:,....... � r.� E;..-:%rt�4. _••! nc. / -.� ) ': 'i^ ,.fn 2 •t t •L C 7 , y rte,^:..--' .. .. ,.v c's t. ,� y. [` ur �.•t,c /�' 4 'i - tt•:F -.L�•• ' 'i+ Y' ',i'r •a,71 i 3 r.$` �. � .1. ,' 1J'' �`.1'.:: is ; - -•.i ( ,/.• r ='.i•: s,�_ ,2d �+ t, y V A ••�-t ,t• t r[ � .{� yy.[`U !. ,V ,' :4 •' _ t 1 is '•, , - "C i 4y{ • 1 t �• t b 'i'f � CF, + �:'_ � r rl ,1 - ' � •r��- :�r':i.• __��! ..::•. .OI s +r r l t .• u(. / ,.�},,.,,y��}5�..� _ "7� r} ! '1 " � %: c'!: ' 1 t . J.- :.1> • ' .Y'. t' •'•' t.i-i . .� +�. Y +l ..•t - � '� :1` C•'. �� fs C .2 • �•:i�-. ; u :i: � �',:t : _ _ 7 . •: cf ,•.1: �� r:.: '!:, 3'c"- !t�' _c.kr :w" ^aJ 1S' .���� ? � �f �' �� ^f- ty, r3-�''7:�1•�'�.� : :-Pa: t `X "t' - 'L r- t� cl,.�:.: i• i_4• • s •.. ., (t�� - : Cr J f ! i�tr_it'. f2' �' wS i 't"J2�. +, r -•4 ,• �� � J, ya .C� •r4 "t •+IL:-•" � � 1. t 1 t. - 11 . , -<S. 1fl ..,_3•: �f. l li. ' `'i -- i {j 1 �: rr L, � t ry. SFlry;�y�'r�c;Ur '"v � h t •C•`••�� ti ��� 2 �'' f - � � �Ii �,,��t1.r 'tit• J'�• � a:�._ .t.. t •) J : •r - - i r f t�; t,. (r •:} t,. --.tib. YJ3•r^-:_ v ..€ ,� r •.; � ,��py, Y�f L I 11 'F :'1, c t t t J. r i- 5a: • i t .C:1. •' r J � � ^'• .KJ+'A` , L�'li' a� +l _i ti t .1.,.,..-Vt. t.- {f f. C,, 1 i A• �.�.'` ra ^J t[x 's�. ,�- :�- -f• a (y� ,J y, �'`C �: , ;,,,:..;..:. � r �'1 t I ',-,t z R y tji;, {J 1 J' ':,S ^�, � •o .4 • ��� � � t GI : < t t• �.. t n 1 � , 1 l - 1 i..' 1 r , .r n ><.� ,-rt r � A.'_ .a•:i 'LF��i,� .J a t fa., 'u�t.� 2!�`•cr: t i. �,.i. .y} T � —' a • � , ��'' , ) ; .[ � � y_�c, •� �[:, •••at ,�>: t. — • t', : ���'�• : � fist ,: �Y i'� . `�' -� 1` � -� . � -♦S:'• :t- r - •:ti.j v -n. �.. ..i r.. ✓, .. iii ..+t!•IIS "Y •Y �i qyy L y p.. 1 .) VT • ''. f � � • M. • ZIL. rlllt,rn 1 ^i �' Y-> u' r I'''•:•;.•" - 1 All, mi t.f'��, �^tfr< ,n,4, �t ,S�.f43 •.� II f T . • t r: ^ ts 'e •'iF .r ' it - t. t' • 1, r ki 1 -N :,•?:%R�•gt �' F, �•`. '.fes.+'. r �� ,r 3 `th. .;rl,:. .� j:7} , i ..�:'` :��. NOR. �i fr• r 1 'f z 1 f t ar S F •c i1f • f 'f . � l L t.111, j r ra �' Cil - � ..r-�. •.,, t _r..•:.• _ _ 1 / ' r2.T r� _.� ' R'^`t,�i a. f9 { �1' •'l'i�''`f'' �..••,a• es •, ,', t ` Y,. a..:s •'r\ '�••4� ?�• y, i- KA.: r 3S, r •A-'-• +tt ,fS •a1 :%i: ..l .l' ` i t .r' `••�di � sj'- .F7 t`_:,+dl. t, `.. , s t, .•,., J i -0>'- a v. +ti•-•"-' LGF 1���`•,•^"�t''•�' � � 3' � .-t�.r .L.f t � J :• .r, ••..�. r ) )2+- _ ....... 'i'. � � � tit �+• ���— MAN [t r l�a.�� ` a�� •`xtilA" h�•• '�°� �j�=;.: -.S;"' . � , 3,r� F:..a•i• :,.: y:": • f t ,..':.+. • }_... J. • i� , ,t� t 1 • ^t�- .:. p :1- . f '�' fir .r' �4 r, .1;- S . r .-ti;.., T tY .•.t -,. 7c•,.����tt,,la rrarw, . �, t .,' t .'.l.•a .f L �• '1 a tF: ^ 1,•Z �:"r• ��: t-. is +r: - it• f s ,1 t 4 aY i S •i ..r : k r •.z v *'� '1 t''\ r 76t•a 'if7^1i. t r I 1 ,,)t 1'.-a.s,r�!^i ', L;7<• ���t.�S, ''rsi:np 3(`rs', -'•yf �11f•�-, ti'-�_� n_•1!�yu.6Cr,-*trJ �y'7 ,Qi,� T 65 i�F l Irt }Iv �}�'jJy"1�I•.�i PSL i<r_<� n,xtC-..4':'jJ3, .V",{r��' df•b~»�' •'�J7+. 1� ���J1. LC , r'Td�.Pf•-' •C5� T1som2/+e�+•t. 'GL•af�i"�-'�••' 'if�'' '. J•i�3Yr•„,-j[.�arT"•l7 ' •��fil'':amt •5 `.{3 Sr '-�tGg'y,t'.�:%.i. ._a�=-..�>,1.��:.J,JJ`i�rr' �KRt-.. 1! - t `•fif.' . : t_ , b , J• tpR � �-�i tr� •y�,• t ri b't a ' 1`,.. i<•f, .re S'� J�_ C• rt•i,.•"+»�p.?t4fit.-M-•:rJ.'-� P•S Jr- CY -�rrt rCy,,�,•, �r� � �••�+..r..rdriLa d`v(tF "y.•o�0`- {'1y-Y".T-am.•i . �1{eT7 �:Xi v•„tF3 '•' _���t ), 1i -. � 1.,- .t- :,. .aJ,-.^,�,,;•;;�.y./?. :„..'. i- jT.t ST i ;J`. :.t :�G- 'tt li.,...+.. ''. ,-i� -_•Str i.. ,J �II - :tt• . ; ,�-'•.T\''-'�-:.rI•.a,i:;'•. •L• r:• •:,f 1:I'C (: • :s ..i:7`.'3t i..l.1• iIi•',.; .'��_� t -/;: "I; ]•.1• 1;.�•:,,, ' c, i i•.JA ; � rr Y .'aSr r< 7 J.: • -t Y' ••t w �. r�;�y .� 'gyp. LF' i.,, a :.^.' "�;`'� •s ate +�v .•;. •-i1r_ t _},rte. , I .:J' I .�J1 4< M � � , F1�= � '�c •r>.-.^ ' • Fr'�'IW •.. ,!'. c t ^1:. P'•t•.., .J, I k: :.1. r: �l '�. • N , 1 r : � S. f:Cat• �'A {Fps, sr(.n .;y y { r ,r � �' �;:' .,'.. �J. � I -t+"i -p � ^'� C• �`�` [. f i � • •j_.. �. '�Ia�• i ,.:;. JIYr � j:`_::":u.. �. .•„. �7' - � Si r - _ :i' . r t : t'. - ,, 1V 1 0..' : 4 _... . 7.. .f !ii '"� '. L:. a+• � •4 1 J f 1 - •.�'' ti .Y r� '•if. r• - 1 + + , • S' sic. • •'rc ,' r•f ' � t ti s , .t •per ,.a,rt� .. rr � w 'r - k ° • a•• ''•, 't_ =-x ter. �bi•o � a t l+ r�•.C• [' I ',Y.t �� J: if[''r •�'• •. J •'1[• J• J i" •� y� , ( - ,J :t' t ,,ff � -. • I � •r 4r qi . / R-~ •3 , '�. '•Ca a 1!Y' P , .i ^�">Slx „"'Cs� r, .�i'�•�% n•• r�,� r.- •,'>x• t' 35, .�. nt+,., .. �'� n [ t`• �.1 •.t.. �.',. R,�af^'7 S•J i- �f f l • (•G•• :t '"C`,'' • -r a • {' MRS 1 [ ' .t r 1 .(' -1'� - .� . tt,1 {;. . t •>';, [:aJ,F y ..1- itJ - 0 t F 7. :•i.���yy j a` vi► 1� f 1 i t a:,, c i J t ± J s• ^ ,.. t.:) l ri ;:;: ta,S • ,, i,`�r ,F•t�, . � . If-iij�i• •i i „�}, r9 v�• / C : S. 1. •' .: - '2:. J n . c ti i . f . , tlti, • � � •� : � .-Ji -1 "!. � J .r. 6 - •PJ, 1 �[...t�� tra w. r ,'t .i, 1 :�::•a:6.:f ,-{ a vc,:i (� ,r i d.'t ✓i 1),., r�•r, t t M14 --•�rl •Y 1•� - � J� -'C i .7:.. r t • 1 C Rf Y U:r tt 1 t pt � C. `K '•Lt' 'i r•r'.'.i • 'YI' S`•' si 3 S rS J.. l .,•Y 'I lr a• q �stl` '.,ri� • � ;'moi � � �:' •r , t. 3 [ { ♦ Rir • � Pis•- r .'�..ya2y��3, S. t -•i � r• J'•'•+3. ai7y• ..�• .:-„� +`• 1!, .� �}• 'F N �'^,- 1” •tt• T.•� d " :. 4. ��r � y_. � •f ,if - n' .may :nl• .t �i [ .'f:. '1�7� ('i�•' '{�•• .•Y •.1• f ^t 3 �r� '7rf . "meq 'iYi'- rv,[ - .f` r .•7 ..i .}. .-.1'. �/?• ��� •'t[,' "�r Z 7 -'�!' `! �. .�� S•' y ,J•'. �,�I� i:t �•v= . c);',.•. _tt:'� ( I i - t Ly , , =r�:�. �..:%, . i • !.i • .�.•., 4s �� > '4: .'L i' "A t f .� `��^�, �J4- � � , • � .( ! v h =irs4 �f ilk• 1 'F- _�,w ••r`�' .u.i , yF .71. �`•;,;y:,t } :1: , ; ,,t.•:7 :t: f';>>� .r 'r .f..( .c,? J S• .rte � .�{ - Ni t .% Il� '�, L ^ - _ �( 1 J. .tl' ,L- �• :h=�1 'f ��;.. n•Uiiu l'' '��q�tr f 1 J 4 _ �^ r%S h• j:. _ - _ '( Y •C w , "i= J 1 JJi �y t 7 �•r y • f •lw t/jY� } L• � Y' J ( 1 r 7 ' k •. l• 4'i•' ;a...' S f`f t jj>J li t �j. i J.-1 ,t r _ r r t ••1� 1�r�a i Z+ri• }• F '.rry ,•1 „ t Y 1 ,,kyr ' �5. ,�• t,• a•.• �• •, h •'1 � . SS A , �.' fir' • � • �t> • , t - •r � ` tr y T +•tet' tt0, 4 is J � � � S 5fc t� .,,, i-' i:n: �:' f: YI t .iFf 7�[ � •d?� ,,.. rrj((,j � .e'n•: � •K i•• Vµ rCL �•• : ! — i t — 1 •� f f � ( J a r'I ,•tt f. i -`'J '�. :J., N M.} 1'�'; , ji ,.},.,-. ,tr.(''•i,:t+''. �. '. h�[It•. � ? } Vii..• .'••1 �.. : i' - tr`�7'r`'t J:. �>�. dr a'Z'tY' � • i .• +i-• `� t�' "�. ti . r i.-, L . • 'c ' ,: Il.d i to � : �cJ" aU' 'a.a » a ..,F.Y'•' - l . l J 1 . i - .i i l • -�-}}S`yd r�k���• ( 'I••• -w ,ifa •ef `� �'` i 2 �'a. n � ''f''i' ;ar; 1 .,{- � t ,.1:. / - rl.,. - '., F� .� J . _,V t�Qri. Q _ •h� ' I'• am .,-„ 7I?�(t;!^ t }. � ����V I� s�rsvS4n��.-�r4,m ��� Y..i .', - - t •... f J. t p,G g r "/r -.c cv -- u.. Z ' ,.o.•eC� D ••t'J fes__ Y�RyS�' }�\ � ��,, � _.l- s •.a'x� r�ftJr•l:r�' `�`i�' ' .,t���s[iai� •''_�,��.�';✓•�d,.,as`�i�xrtf�''{uy `�-_ � :c a`�•a,�'.sawaS>�r_:aa;�s•-«.�..>,�'1r�>::• _ � >• — � - - :+a*�+`my�t�"h`r --z r �n - t'.a7, . ec•-•m•J. :YSs "'';roC;• "- 1r-•;•- 3 i .. -i ._._<..__...r_...'.....-..r..-c�:t_�`.._._... .__�:.,. L...>_ _._._.___.1•._: :. f:SW:t:.s-'''�k•,•uJ*L1+-t:'4•ii+:l`t�l1Jn�'i`••s_G•.railaa+•'-iayii!E'.G'f3:P.u.••l'�iZIiLpc:.,Y`.,s.GT.r�ILt^ti.-_�"�. ••m, ._.. :_«S,av}ss'av "�'sleaameea..J'�:�•nww+nia•/- '�'.^• •!:••K,tletltJriS..tM __ '•tr. wi.aeZ�J:,z,xr }a s gl•L,'� 'i i+Z.---.- rA l7 S L%^�ME7i-RUTIMA^ a.C..+��,'z't�•a.'Jia`o�'•sY'1.�.�.z^,CuJJhr>r..___.SFf..F.�`.sn;'1:,..r... .. ...-,..�i..._._..::s. ,..._. _•. ._ .... , •1 N --. _...-_ ___-_.___---___-__ - __ —.._____. _ .._...-rs..�...�...,...�•-...--._ed,�.�.r�Jmr�•e.r.-=:..wca�t'n2e. u[cys:r. �sfarlvs�laot�vt:r3mY:*rsr�?_rsaray.:rslw.a•a.>,oa�.•.wr .-a•-::.�r.,r.."^r.�.c ... t _ ,-.. `., ., Jt. ... ... ... ...... .... 3'�_ .. ,.. ..._ -. .. :t _ .,. �lj': •'� ___:__.___._.__-..___. W—M_