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Home My WebLink AboutSummit Heights Westerly DrainageIr rw PW ik 01— SUMMIT HEIGHTS WESTERL Y DRAINA GE CITY OF FONTANA DRAINAGE STUDY September 2, 1999 Reference 126-964 ma", 41 'R C1 III -0-W Madole & Associates, Inc., of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 APPROI'1lSU'.��"�`—`.� M 1w 'bo r 1w 0, 5 0 ik y CONTENTS ❑ DISCUSSION ❑ Q 25 HYDROLOGY ❑ Q 100 HYDROLOGY (Not including areas north of Beech and Summit Avenues) ❑ Q 100 HYDROLOGY (Areas north of Beech and Summit Avenues Only) ❑ Q 100 HYDROLOGY (System on Beech Avenue Draining to Open Channel to the north) ❑ STREET FLOW CALCULATIONS ❑ CATCHBASIN CAPACITY CALCULATIONS ❑ HYDRAULICS ❑ Line A (San Sevaine Road through TRACT 15839 to Beech Avenue) ❑ Laterals I through 7 (San Sevaine Road south of Tract) ❑ Laterals A-1 through A46 (Tract 15839 and along Beech Avenue) ❑ Line B (Model Site) ❑ Laterals B-1 through B-3 ❑ Line D (San Sevaine Road from Blue Ridge to Summit Avenue) ❑ Laterals D-1 through D-4 ❑ Line C (Beech Avenue) ❑ Lateral CT -1 ❑ Freeboard Calculations — Summary Table ❑ REFERENCE MAPS AND PLANS ❑ Soils Map (from San Bernardio County "Hydrology Manual') ❑ CAL TRANS Design Plans — Highland Channel Plan/Profile ❑ CAL TRANS WSPG Run —Highland Channel ❑ Modified WSPG Run — Effect on Nghland Channel ❑ HYDROLOGYMAP ❑ See "San Sevaine Road, Storm Drain Improvement Plan'; dated 9-2-99 ❑ See "Summit Heights Tract 15839, Storm Drain Improvement Plans'; dated 9-2-99 ❑ See "Summit Heights Tract 15839-1, Storm Drain Improvement Plans'; dated 9-2-99 OM 2 L. 9 4 6 DISCUSSION General im This hydraulic study is for the Summit Heights planned development, located in the City of Fontana, San Bernardino County, California. Specifically, the study is for the storm drainage for P- Tracts 15839 and 15840, including San Sevaine Road (to the west and south). so Hydrology studies were developed for both the 25 -year and 100 -year storm events. The storm *` drain system for the tract is designed to handle the 25 -year event, and sized to ensure that flows for 6 the 100 -year event are maintained within the street right-of-way. Street flows for the 25 -year event will be sustained between the curbs throughout the site. The 100 -year study was also developed to provide flow values as required for the ultimate system outlet at Highland Channel. Hydraulic ,. calculations (WSPG) were revised for a portion of the channel to show the impact from the Summit Heights system. The revised water surface elevation is still maintained significantly below channel soffit. .0. An evaluation of the storm drainage system in San Sevaine Road is included herein. The !" connection to the Highland Channel will be made at the location of 60 -inch RCP previously im constructed by CALTRANS. Note that due to pipe flow and utility crossing concerns (San Sevaine Road and the utility right-of-way), the existing 60 -inch RCP could not be utilized and will have to be removed. Two sets of catch basins have been proposed just north of the intersection of the North Frontage Road and San Sevaine Road to accommodate the differential flow (Q100-Qpipe). Therefore, the last section of pipe has been designed to take Q100 flows. In addition, design flows from the undeveloped tracts south of the utility corridor and directly adjacent to the east of San Sevaine Road are assumed to enter the system via the future/proposed RCP in North Frontage Road .• (Q100). 0" Q 25 v. Q 100 As discussed above, the storm drainage system is designed for 25 -year flows, however catch basins have been sized to collect 100 -year flows in major sump locations. The intersection of Beech and ,,.• Summit Avenues constitutes one of these situations, therefore pipe flow for most of the drainage W system is slightly larger than the Q 25 Hydrology study depicts. *■ There is also a sump condition on Beech Avenue north of Summit Avenue and south of the on/off ramps for Interstate 15. One hundred -year flow for this small area is directed to the open channel that runs along the north side of the site. Note that this channel intersecpts drainage runoff from northern adjacent properties and continues west of the site under Interstate 15. 60 Differential flow (Q100 minus Q25) developed on the north side of Beech Avenue south of Summit 40 Avenue (approximately 500 feet south), in addition to the differential flow from Tract 15840 (PA - 4), is carried off-site down Beech Avenue. Note that a drainage study with corresponding storm drain design is currently under way for areas to the east of the subject site (by same), and these off- site flow will be included in calculations. it ii h to it L 0 8 0- 0" 4b Q 25 HYDROLOGY N -40 1P tiv 1m it Ir a. F A !rr pm 60 Pon ow ON bm E **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * Q 25 HYDROLOGY (SOIL GROUP B ADDED TO ANALYSIS) * ************************************************************************** FILE NAME: 15839Q25.DAT TIME/DATE OF STUDY: 10:54 8/ 6/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2200 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1187.00 ELEVATION DATA: UPSTREAM(FEET) = 1594.00 DOWNSTREAM(FEET) = 1573.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.666 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.259 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.30 .98 .10 32 11.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.70 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.70 5 s Yw op im r **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.67 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.259 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.20 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.41 EFFECTIVE AREA(ACRES) = 2.50 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ------------------------------ UPSTREAM ELEVATION(FEET) = 1573.90 DOWNSTREAM ELEVATION(FEET) = 1553.80 STREET LENGTH(FEET) = 751.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 45.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.50 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 14.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.98 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 8.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 4.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.69 I oft io pm 1w ow it pm 60 s*r irr v� eA• irr wr we ire pm Irl it W A it ON bm LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1938.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.98 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 10.17 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852 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 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.20 EFFECTIVE AREA(ACRES) = 6.60 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 16.36 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .50 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 17.60 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 7 pa it r ilr i^ be w.+ r i. r it r to r 60 r imo 0 ON No ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.49 EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 19.09 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .99 EFFECTIVE AREA(ACRES) = 8.10 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 20.08 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1547.80 DOWNSTREAM(FEET) = 1540.50 FLOW LENGTH(FEET) = 823.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.53 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.08 PIPE TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 16.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2761.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.39 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.658 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 8 r 0 d �j 0 iM j G N 7 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 20.08 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** --FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.39 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.658 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .92 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 20.97 **************************************************************************** --FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.39 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.658 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 11.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 21.68 EFFECTIVE AREA(ACRES) = 20.20 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .32 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 42.65 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1540.20 DOWNSTREAM(FEET) = 1535.00 FLOW LENGTH(FEET) = 210.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.52 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 9 PIPE-FLOW(CFS) = 42.65 PIPE TRAVEL TIME(MIN.) _ .26 Tc(MIN.) = 16.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 2971.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE T O MIN) = 16.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.633 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE. GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .68 EFFECTIVE AREA(ACRES) = 20.50 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .32 TOTAL AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) = 42.88 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TQ MIN) = 16.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.633 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 2.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.05 EFFECTIVE AREA(ACRES) = 22.60 AREA -AVERAGED Fm(INCH/HR) _ .33 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .33 TOTAL AREA(ACRES) = 22.60 PEAK FLOW RATE(CFS) = 46.94 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<< ELEVATION DATA: UPSTREAM(FEET) = 1535.30 DOWNSTREAM(FEET) = 1531.20 FLOW LENGTH(FEET) = 315.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.00 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.94 PIPE TRAVEL TIME(MIN.) _ .48 Tc(MIN.) = 17.13 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 3286.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 10 IMr Yr pm bw pm ow po it Irr it V pm rr Ur for e*l w s ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------- MAINLINE Tc(MIN) = 17.13 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.589 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 3.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 5.86 EFFECTIVE AREA(ACRES) = 25.70 AREA -AVERAGED Fm(INCH/HR) _ .34 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .35 TOTAL AREA(ACRES) = 25.70 PEAK FLOW RATE(CFS) = 51.90 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1531.20 DOWNSTREAM(FEET) = 1524.10 FLOW LENGTH(FEET) = 285.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.35 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.90 PIPE TRAVEL TIME(MIN.) _ .33 Tc(MIN.) = 17.46 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 3571.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.46 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.559 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 2.30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.29 EFFECTIVE AREA(ACRES) = 28.00 AREA -AVERAGED Fm(INCH/HR) _ .36 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .37 TOTAL AREA(ACRES) = 28.00 PEAK FLOW RATE(CFS) = 55.50 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------- ELEVATION DATA: UPSTREAM(FEET) = 1524.10 DOWNSTREAM(FEET) = 1517.20 11 +hr �r in Irr Ir. Irr OF - low 00 irr om s. ion on No op im ON im A im on to pm an FLOW LENGTH(FEET) = 275.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.55 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.50 PIPE TRAVEL TIME(MIN.) _ .32 Tc(MIN.) = 17.77 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 3846.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.77 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.532 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 3.90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 7.18 EFFECTIVE AREA(ACRES) = 31.90 AREA -AVERAGED Fm(INCH/HR) _ .37 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .38 TOTAL AREA(ACRES) = 31.90 PEAK FLOW RATE(CFS) = 61.99 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1517.20 DOWNSTREAM(FEET) = 1510.20 FLOW LENGTH(FEET) = 299.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.70 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.99 PIPE TRAVEL TIME(MIN.) _ .34 Tc(MIN.) = 18.11 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 4145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.11 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.503 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 4.50 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 12 OR 1r /w irr w om iir ..w for om V e* im AN IN oft ism r rrr hr am am !r go po im 11r1 iw SUBAREA AREA(ACRES) = 5.60 EFFECTIVE AREA(ACRES) = 37.50 AREA -AVERAGED Fp(INCH/HR) _ .97 TOTAL AREA(ACRES) = 37.50 SUBAREA RUNOFF(CFS) = 10.27 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Ap = .40 PEAK FLOW RATE(CFS) = 71.44 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.11 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.503 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 3.50 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 8.46 EFFECTIVE AREA(ACRES) = 42.10 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .41 TOTAL AREA(ACRES) = 42.10 PEAK FLOW RATE(CFS) = 79.90 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1510.20 DOWNSTREAM(FEET) = 1499.20 FLOW LENGTH(FEET) = 416.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.06 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.90 PIPE TRAVEL TIME(MIN.) _ .43 Tc(MIN.) = 18.54 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 4561.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.54 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.468 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 3.60 .75 .85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 5.94 EFFECTIVE AREA(ACRES) = 45.70 AREA -AVERAGED Fm(INCH/HR) _ .41 AREA -AVERAGED Fp(INCH/HR) _ .93 AREA -AVERAGED Ap = .45 TOTAL AREA(ACRES) = 45.70 PEAK FLOW RATE(CFS) = 84.50 13 pw w 0 A 6 WE 6 1� hw w. p" pw 0 w 'o 0 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.54 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.468 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B .20 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .43 EFFECTIVE AREA(ACRES) = 45.90 AREA -AVERAGED Fm(INCH/HR) _ .41 AREA -AVERAGED Fp(INCH/HR) _ .93 AREA -AVERAGED Ap = .44 TOTAL AREA(ACRES) = 45.90 PEAK FLOW RATE(CFS) = 84.93 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1499.20 DOWNSTREAM(FEET) = 1474.40 FLOW LENGTH(FEET) = 1201.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.98 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 84.93 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 19.88 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 5762.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.88 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.367 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 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 8.06 EFFECTIVE AREA(ACRES) = 50.60 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .93 AREA -AVERAGED Ap = .45 TOTAL AREA(ACRES) = 50.60 PEAK FLOW RATE(CFS) = 88.83 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- 14 6 pw t w w r Is 4m re im an lir »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.88 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.367 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 3.20 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 3.70 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) = 12.05 EFFECTIVE AREA(ACRES) = 57.50 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) = .92 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 57.50 PEAK FLOW RATE(CFS) = 100.88 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.88 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.367 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 2.90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.91 EFFECTIVE AREA(ACRES) = 60.40 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .92 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 60.40 PEAK FLOW RATE(CFS) = 105.78 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 13 ---------------------------------------------------------------------------- »»>CLEAR THE MAIN -STREAM MEMORY««< **************************************************************************** FLOW PROCESS FROM NODE 26.10 TO NODE 26.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 920.00 ELEVATION DATA: UPSTREAM(FEET) = 1520.90 DOWNSTREAM(FEET) = 1499.90 15 pm tit 4w ow Yr ro Yr rm wr s 6& .. 60 om imw i u a 0, 0 rm it Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.699 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.097 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 2.00 .98 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 3.20 .75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 12.54 Ap SCS Tc (DECIMAL) CN (MIN.) .84 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = .50 32 12.70 .50 56 12.70 12.54 **************************************************************************** FLOW PROCESS FROM NODE 26.20 TO NODE 26.00 IS CODE = 61 ---------- ----------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1499.90 DOWNSTREAM ELEVATION(FEET) = 1491.20 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.95 STREET FLOW TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 14.73 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.834 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .20 .98 .10 32 COMMERCIAL B .10 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _ .74 EFFECTIVE AREA(ACRES) = 5.50 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .84 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 12.54 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 26.10 TO NODE 26.00 = 1420.00 FEET. 16 pq ®6 ON ke po ow it w• 60 epm 6a rm ire 1rr r" Mer opm 'Irw err r ill Mr irr **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.73 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.834 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 6.20 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B .50 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 14.20 EFFECTIVE AREA(ACRES) = 12.20 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 12.20 PEAK FLOW RATE(CFS) = 26.25 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 --------------------------- ------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.73 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.834 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 .70 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 2.00 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 5.91 EFFECTIVE AREA(ACRES) = 14.90 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) = .89 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 32.16 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------- ELEVATION DATA: UPSTREAM(FEET) = 1482.40 DOWNSTREAM(FEET) = 1478.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.73 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.16 PIPE TRAVEL TIME(MIN.) = .30 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 26.10 TO NODE 27.00 = 1633.00 FEET. **************************************************************************** 17 !m ww Lr w ow am fim irr p. law pm bw FPO to FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.03 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED Fm(INCH/HR) = .44 AREA -AVERAGED Fp(INCH/HR) = .89 AREA -AVERAGED Ap = .49 EFFECTIVE STREAM AREA(ACRES) = 14.90 TOTAL STREAM AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 32.16 **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 27.20 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) = 1527.30 DOWNSTREAM(FEET) = 1512.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.397 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.873 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 5.30 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 11.38 Ap SCS Tc (DECIMAL) CN (MIN.) .98 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = .50 32 14.40 11.38 **************************************************************************** FLOW PROCESS FROM NODE 27.20 TO NODE 27.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1512.90 DOWNSTREAM ELEVATION(FEET) = 1478.20 STREET LENGTH(FEET) = 1340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.90 18 on t1 40 64 Oft err low ON ib 0-4 it )Irn Orr ib aw on Ib ON hr Am aw po 6► 00 W ow im ma to AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.09 STREET FLOW TRAVEL TIME(MIN.) = 4.75 Tc(MIN.) = 19.15 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.421 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .20 .98 .10 32 COMMERCIAL B .80 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .79 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.11 EFFECTIVE AREA(ACRES) = 6.30 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .44 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 11.38 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.27 FLOW VELOCITY(FEET/SEC.) = 4.64 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 27.00 = 2340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.15 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.421 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 1.40 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 3.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 8.15 EFFECTIVE AREA(ACRES) = 10.80 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 19.47 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.15 RAINFALL INTENSITY(INCH/HR) = 2.42 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 10.80 TOTAL STREAM AREA(ACRES) = 10.80 19 R r 00 10 irr L A irr r•• it ON 6w IfW 40 r 1R 4" on kw go ON mo W PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.47 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.16 15.03 2.800 .89( .44) .49 14.9 26.10 2 19.47 19.15 2.421 .90( .42) .46 10.8 27.10 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 50.33 15.03 2.800 .89( .43) .48 23.4 26.10 2 46.48 19.15 2.421 .89( .43) .48 25.7 27.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.33 Tc(MIN.) = 15.03 EFFECTIVE AREA(ACRES) = 23.38 AREA -AVERAGED Fm(INCH/HR) _ .43 AREA -AVERAGED Fp(INCH/HR) _ .89 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 25.70 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 27.00 = 2340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1478.20 DOWNSTREAM(FEET) = 1474.40 FLOW LENGTH(FEET) = 331.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.54 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.33 PIPE TRAVEL TIME(MIN.) = .52 Tc(MIN.) = 15.55 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 21.00 = 2671.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 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 50.33 15.55 2.743 .89( .43) .48 23.4 26.10 2 46.48 19.68 2.381 .89( .43) .48 25.7 27.10 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 21.00 = 2671.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 105.78 19.88 2.367 .92( .42) .46 60.4 10.00 LONGEST FLOWPATH FROM NODE .00 TO NODE 21.00 = .00 FEET. 20 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 149.06 15.55 2.743 .91( .42) 2 151.97 19.68 2.381 .91( .42) 3 151.92 19.88 2.367 .91( .42) TOTAL AREA(ACRES) = 86.10 Ap Ae HEADWATER (ACRES) NODE .47 70.6 26.10 .46 85.5 27.10 .46 86.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 151.97 Tc(MIN.) = 19.680 EFFECTIVE AREA(ACRES) = 85.49 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 86.10 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 21.00 = 2671.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1474.40 DOWNSTREAM(FEET) = 1468.00 FLOW LENGTH(FEET) = 245.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.76 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 151.97 PIPE TRAVEL TIME(MIN.) _ .22 Tc(MIN.) = 19.90 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 29.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.366 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 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.65 EFFECTIVE AREA(ACRES) = 86.79 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 87.40 PEAK FLOW RATE(CFS) = 152.12 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 -------- ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 21 I" to Mr Ilr p+ 4r w low opm 1rr +o• Aw pm bw ON to taw OR 61 on fig on 10 op ow oft ow MAINLINE Tc(MIN) = 19.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.366 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.63 EFFECTIVE AREA(ACRES) = 87.59 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 88.20 PEAK FLOW RATE(CFS) = 153.76 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.90 RAINFALL INTENSITY(INCH/HR) = 2.37 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 87.59 TOTAL STREAM AREA(ACRES) = 88.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 153.76 **************************************************************************** FLOW PROCESS FROM NODE 25.10 TO NODE 25.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 920.00 ELEVATION DATA: UPSTREAM(FEET) = 1521.80 DOWNSTREAM(FEET) = 1500.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.675 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.101 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 .40 .98 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 2.70 .75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 7.57 Ap SCS Tc (DECIMAL) CN (MIN.) .78 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) _ .50 32 12.68 .50 56 12.68 7.57 **************************************************************************** FLOW PROCESS FROM NODE 25.20 TO NODE 25.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 22 po to ON as im bw ilr *ria rr► iw tow OWN %w *►. 60 ow 1rr Mr as IN OR lb ON iW 40 bm on to 1w »»>(STANDARD CURB SECTION USED) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1500.60 DOWNSTREAM ELEVATION(FEET) = 1495.20 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.59 STREET FLOW TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 14.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921 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 .30 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B .70 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.26 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 9.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.00 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 29.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1495.20 DOWNSTREAM ELEVATION(FEET) = 1480.80 STREET LENGTH(FEET) = 980.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.34 23 pa it an to 4w im pm it ON 6w ppa frr s. it 1rr iwr V w P" IYr tv iw ob ilo !w to ON W +r,r it STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 15.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.58 STREET FLOW TRAVEL TIME(MIN.) = 4.58 Tc(MIN.) = 18.59 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.464 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .01 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .01 SUBAREA RUNOFF(CFS) _ .02 EFFECTIVE AREA(ACRES) = 4.11 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) = 9.33 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 15.82 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 25.10 TO NODE 29.00 = 2200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.59 RAINFALL INTENSITY(INCH/HR) = 2.46 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 4.11 TOTAL STREAM AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.33 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 150.91 15.77 2.720 .91( .41) .45 72.7 26.10 1 153.76 19.90 2.366 .91( .42) .46 87.6 27.10 1 153.70 20.10 2.352 .91( .42) .46 88.2 10.00 2 9.33 18.59 2.464 .79( .39) .50 4.1 25.10 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 1 159.80 15.77 2.720 .91( .41) .46 76.2 26.10 2 162.64 19.90 2.366 .91( .41) .46 91.7 27.10 3 162.52 20.10 2.352 .91( .41) .46 92.3 10.00 24 1Mr e� ire it W Put `r r ire sm vw em rr po IIIM w ir+ �II it no Irr iw 4 162.18 18.59 2.464 .91( .41) .46 87.0 25.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 162.64 Tc(MIN.) = 19.90 EFFECTIVE AREA(ACRES) = 91.70 AREA -AVERAGED Fm(INCH/HR) _ .41 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 92.31 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 29.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.90 RAINFALL INTENSITY(INCH/HR) = 2.37 AREA -AVERAGED Fm(INCH/HR) = .41 AREA -AVERAGED Fp(INCH/HR) = .91 AREA -AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 91.70 TOTAL STREAM AREA(ACRES) = 92.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 162.64 **************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 355.00 ELEVATION DATA: UPSTREAM(FEET) = 1555.95 DOWNSTREAM(FEET) = 1554.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.016 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.804 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A .40 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.33 Ap SCS Tc (DECIMAL) CN (MIN.) .10 32 9.02 .98 TOTAL AREA(ACRES) = .40 PEAK FLOW RATE(CFS) = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1554.00 DOWNSTREAM ELEVATION(FEET) = 1534.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 25 pa to R ON Im pm bw am 60 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .29 HALFSTREET FLOOD WIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .88 STREET FLOW TRAVEL TIME(MIN.) = 5.00 Tc(MIN.) = 14.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.919 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 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.08 EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 8.65 FLOW VELOCITY(FEET/SEC.) = 3.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 23.10 = 1255.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.10 TO NODE 23.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1534.00 DOWNSTREAM ELEVATION(FEET) = 1509.90 STREET LENGTH(FEET) = 1133.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.65 STREET FLOW TRAVEL TIME(MIN.) = 4.82 Tc(MIN.) _ * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.445 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A .60 .98 26 7.48 18.84 Ap SCS (DECIMAL) CN .10 32 Yr pm e• frr it om vw Oft frr it it +sem e� po ib po imp i� 6w bw COMMERCIAL B .70 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.76 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .93 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 7.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 13.40 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 23.00 = 2388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.445 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .50 .98 .10 32 COMMERCIAL B .70 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.55 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 10.38 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.445 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 25.50 .98 .10 32 COMMERCIAL B 4.50 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 63.47 EFFECTIVE AREA(ACRES) = 34.90 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 34.90 PEAK FLOW RATE(CFS) = 73.85 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1501.90 DOWNSTREAM(FEET) = 1490.60 27 pa 40 so iw rrr Ar• pm frr P^ V pm iow oft ow om w om !rr irr P.m s OR im X11 it FLOW LENGTH(FEET) = 609.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.02 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.85 PIPE TRAVEL TIME(MIN.) _ .72 Tc(MIN.) = 19.56 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 24.00 = 2997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.56 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.390 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) = 35.50 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 35.50 PEAK FLOW RATE(CFS) = 73.85 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 24.00 TO NODE 29.00 IS CODE = 31 ---------- ----------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1490.60 DOWNSTREAM(FEET) = 1468.00 FLOW LENGTH(FEET) = 980.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.99 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.85 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 20.65 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 29.00 = 3977.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.65 RAINFALL INTENSITY(INCH/HR) = 2.31 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 35.50 TOTAL STREAM AREA(ACRES) = 35.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 73.85 28 ea to irr mom Yr 11rr e•• it r. Ir !r W pa ibw pm ru pm kv on Of pa 40 Aw 60 am im ** CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) Ap STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 2.720 (ACRES) NODE 1 159.80 15.77 2.720 .91( .41) .46 76.2 26.10 1 162.64 19.90 2.366 .91( .41) .46 91.7 27.10 1 162.52 20.10 2.352 .91( .41) .46 92.3 10.00 1 162.18 18.59 2.464 .91( .41) .46 87.0 25.10 2 73.85 20.65 2.314 .94( .09) .10 35.5 22.10 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 1 226.52 15.77 2.720 .91( .33) .36 103.3 26.10 2 233.17 18.59 2.464 .91( .33) .36 118.9 25.10 3 235.47 19.90 2.366 .91( .33) .36 125.9 27.10 4 235.62 20.10 2.352 .91( .33) .36 126.9 10.00 5 233.18 20.65 2.314 .91( .33) .36 127.8 22.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 235.62 Tc(MIN.) = 20.10 EFFECTIVE AREA(ACRES) = 126.86 AREA -AVERAGED Fm(INCH/HR) _ .33 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .36 TOTAL AREA(ACRES) = 127.81 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 29.00 = 3977.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 31 ---------- ----------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1468.00 DOWNSTREAM(FEET) = 1454.20 FLOW LENGTH(FEET) = 910.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 44.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.92 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 235.62 PIPE TRAVEL TIME(MIN.) _ .90 Tc(MIN.) = 20.99 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 30.00 = 4887.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.99 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.291 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.30 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.70 .75 .60 56 29 iy r. ir. iir pft pm NNW pw- #Aw om hr a�+ it w f� pa to O.• bw SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .88 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 14.27 EFFECTIVE AREA(ACRES) = 135.86 AREA -AVERAGED Fm(INCH/HR) _ .34 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .38 TOTAL AREA(ACRES) = 136.81 PEAK FLOW RATE(CFS) = 238.48 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1454.20 DOWNSTREAM(FEET) = 1430.30 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.14 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 238.48 PIPE TRAVEL TIME(MIN.) _ .45 Tc(MIN.) = 21.44 .LONGEST FLOWPATH FROM NODE 22.10 TO NODE 31.00 = 5537.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.44 RAINFALL INTENSITY(INCH/HR) = 2.26 AREA -AVERAGED Fm(INCH/HR) _ .34 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .38 EFFECTIVE STREAM AREA(ACRES) = 135.86 TOTAL STREAM AREA(ACRES) = 136.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 238.48 **************************************************************************** FLOW PROCESS FROM NODE 31.10 TO NODE 31.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00 ELEVATION DATA: UPSTREAM(FEET) = 1548.00 DOWNSTREAM(FEET) = 1524.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.308 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.152 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 10.10 .76 1.00 55 23.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 12.65 30 aw ib ilr a� it r r r tam opm ow Oft okm low am ku ma tw r irr am io 40 ib A ib mm lw po am am bw TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 12.65 **************************************************************************** FLOW PROCESS FROM NODE 31.20 TO NODE 31.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1524.00 DOWNSTREAM(FEET) = 1500.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 980.00 CHANNEL SLOPE _ .0245 CHANNEL FLOW THRU SUBAREA(CFS) = 12.65 FLOW VELOCITY(FEET/SEC) = 4.15 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.93 Tc(MIN.) = 27.24 LONGEST FLOWPATH FROM NODE 31.10 TO NODE 31.30 = 1960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.30 TO NODE 31.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 27.24 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.959 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 10.10 .76 1.00 55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 10.90 EFFECTIVE AREA(ACRES) = 20.20 AREA -AVERAGED Fm(INCH/HR) _ .76 AREA -AVERAGED Fp(INCH/HR) _ .76 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 21.81 **************************************************************************** FLOW PROCESS FROM NODE 31.30 TO NODE 31.40 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1500.00 DOWNSTREAM(FEET) = 1475.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 980.00 CHANNEL SLOPE _ .0255 CHANNEL FLOW THRU SUBAREA(CFS) = 21.81 FLOW VELOCITY(FEET/SEC) = 4.90 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 30.57 LONGEST FLOWPATH FROM NODE 31.10 TO NODE 31.40 = 2940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.40 TO NODE 31.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 30.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.828 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER 31 1!� po bw oft bw w Yw Yr %w bw f Yr iw ow ps 6w "CHAPARRAL,NARROWLEAF" A 10.10 .76 1.00 55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 9.71 EFFECTIVE AREA(ACRES) = 30.30 AREA -AVERAGED Fm(INCH/HR) _ .76 AREA -AVERAGED Fp(INCH/HR) _ .76 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.30 PEAK FLOW RATE(CFS) = 29.13 **************************************************************************** FLOW PROCESS FROM NODE 31.40 TO NODE 31.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1475.00 DOWNSTREAM(FEET) = 1430.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE _ .0476 CHANNEL FLOW THRU SUBAREA(CFS) = 29.13 FLOW VELOCITY(FEET/SEC) = 7.24 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 32.74 LONGEST FLOWPATH FROM NODE 31.10 TO NODE 31.00 = 3880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 32.74 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.755 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 9.70 .76 1.00 55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.70 SUBAREA RUNOFF(CFS) = 8.68 EFFECTIVE AREA(ACRES) = 40.00 AREA -AVERAGED Fm(INCH/HR) _ .76 AREA -AVERAGED Fp(INCH/HR) _ .76 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 35.81 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 32.74 RAINFALL INTENSITY(INCH/HR) = 1.75 AREA -AVERAGED Fm(INCH/HR) _ .76 AREA -AVERAGED Fp(INCH/HR) _ .76 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 40.00 TOTAL STREAM AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.81 ** CONFLUENCE DATA ** 32 ho irr r irr em• to r rr A Yir FM tw oft it pw iw Ali A 60 Iw to mm irr STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 231.05 17.12 2.589 .90( .35) .38 112.3 26.10 1 236.47 19.93 2.363 .90( .34) .38 127.9 25.10 1 238.38 21.24 2.275 .91( .34) .38 134.9 27.10 1 238.48 21.44 2.262 .91( .34) .38 135.9 10.00 1 235.99 22.00 2.228 .91( .34) .37 136.8 22.10 2 35.81 32.74 1.755 .76( .76) 1.00 40.0 31.10 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 1 265.49 17.12 2.589 .86( .41) .48 133.2 26.10 2 271.61 19.93 2.363 .86( .41) .48 152.3 25.10 3 273.77 21.24 2.275 .86( .41) .48 160.9 27.10 4 273.90 21.44 2.262 .86( .41) .48 162.1 10.00 5 271.49 22.00 2.228 .86( .41) .48 163.7 22.10 6 212.73 32.74 1.755 .84( .43) .52 176.8 31.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 273.90 Tc(MIN.) = 21.44 EFFECTIVE AREA(ACRES) = 162.06 AREA -AVERAGED Fm(INCH/HR) _ .41 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 176.81 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 31.00 = 5537.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1430.30 DOWNSTREAM(FEET) = 1429.50 FLOW LENGTH(FEET) = 480.00 MANNING'S N = .013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 273.90 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 22.48 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 32.00 = 6017.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.48 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fm(INCH/HR) _ .41 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .48 EFFECTIVE STREAM AREA(ACRES) = 162.06 TOTAL STREAM AREA(ACRES) = 176.81 33 M im 40 it pa kw oft it 1r Fm Ir r i.w opft irr oft r om ikw pm ir■ iYr Yr IIIA iW rr PEAK FLOW RATE(CFS) AT CONFLUENCE = 273.90 **************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1450.00 ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1456.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.614 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.736 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 6.70 .98 .60 32 15.61 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 6.00 .75 .60 56 15.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 25.32 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 25.32 **************************************************************************** FLOW PROCESS FROM NODE 32.20 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1429.50 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.22 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.32 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 16.70 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 32.00 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.628 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.80 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 13.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .83 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 19.80 SUBAREA RUNOFF(CFS) = 37.99 34 EFFECTIVE AREA(ACRES) = 32.50 AREA -AVERAGED Fm(INCH/HR) _ .51 AREA -AVERAGED Fp(INCH/HR) _ .84 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 32.50 PEAK FLOW RATE(CFS) = 62.07 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.70 RAINFALL INTENSITY(INCH/HR) = 2.63 AREA -AVERAGED Fm(INCH/HR) _ .51 AREA -AVERAGED Fp(INCH/HR) _ .84 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 32.50 TOTAL STREAM AREA(ACRES) = 32.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.07 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 265.49 18.16 2.499 .86( .41) .48 133.2 26.10 1 271.61 20.97 2.292 .86( .41) .48 152.3 25.10 1 273.77 22.28 2.211 .86( .41) .48 160.9 27.10 1 273.90 22.48 2.199 .86( .41) .48 162.1 10.00 1 271.49 23.03 2.167 .86( .41) .48 163.7 22.10 1 212.73 33.83 1.721 .84( .43) .52 176.8 31.10 2 62.07 16.70 2.628 .84( .51) .60 32.5 32.10 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 1 323.81 18.16 2.499 .85( .43) .50 165.7 26.10 2 323.88 20.97 2.292 .85( .43) .50 184.8 25.10 3 323.64 22.28 2.211 .85( .42) .50 193.4 27.10 4 323.43 22.48 2.199 .85( .42) .50 194.6 10.00 5 320.09 23.03 2.167 .85( .42) .50 196.2 22.10 6 248.28 33.83 1.721 .84( .45) .53 209.3 31.10 7 321.31 16.70 2.628 .85( .43) .50 155.1 32.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 323.88 Tc(MIN.) = 20.97 EFFECTIVE AREA(ACRES) = 184.80 AREA -AVERAGED Fm(INCH/HR) _ .43 AREA -AVERAGED Fp(INCH/HR) _ .85 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 209.31 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 32.00 = 6017.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 209.31 TC(MIN.) = 20.97 EFFECTIVE AREA(ACRES) = 184.80 AREA -AVERAGED Fm(INCH/HR)= .43 AREA -AVERAGED Fp(INCH/HR) _ .85 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 323.88 m im �w pq b 1R ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 321.31 16.70 2.628 .85( .43) .50 155.1 32.10 2 323.81 18.16 2.499 .85( .43) .50 165.7 26.10 3 323.88 20.97 2.292 .85( .43) .50 184.8 25.10 4 323.64 22.28 2.211 .85( .42) .50 193.4 27.10 5 323.43 22.48 2.199 .85( .42) .50 194.6 10.00 6 320.09 23.03 2.167 .85( .42) .50 196.2 22.10 7 248.28 33.83 1.721 .84( .45) .53 209.3 31.10 END OF RATIONAL METHOD ANALYSIS 36 jw PM im b e Awl Irn rMl 60 Q 100 HYDROLOGY (Excluding areas north of Summit and Beech Avenues) M ON im is bm on 41 W 00 Im, MW bol RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * Q1O0 HYDROLOGY * (SOIL GROUP B ADDED) ************************************************************************** FILE NAME: 15839QOO.DAT TIME/DATE OF STUDY: 10:55 8/ 6/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1550.12 DOWNSTREAM(FEET) = 1543.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.884 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 .30 .98 .10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = .10 SUBAREA RUNOFF(CFS) = 1.83 38 TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.83 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 5.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.884 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 2.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 12.09 EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .45 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 13.92 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1535.30 DOWNSTREAM(FEET) = 1531.20 FLOW LENGTH(FEET) = 315.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.12 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.92 PIPE TRAVEL TIME(MIN.) _ .65 Tc(MIN.) = 5.65 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 16.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 5.65 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.400 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 3.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 16.49 EFFECTIVE AREA(ACRES) = 5.50 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 29.37 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- 39 Ir► Mr ire A hw fir 00 it OR Mi 00 ow IID to pm bw »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1531.20 DOWNSTREAM(FEET) = 1524.10 FLOW LENGTH(FEET) = 285.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.42 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.37 PIPE TRAVEL TIME(MIN.) = .38 Tc(MIN.) = 6.03 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 17.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.153 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 2.30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 11.73 EFFECTIVE AREA(ACRES) = 7.80 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 39.88 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1524.10 DOWNSTREAM(FEET) = 1517.20 FLOW LENGTH(FEET) = 275.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.46 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.88 PIPE TRAVEL TIME(MIN.) = .34 Tc(MIN.) = 6.37 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 18.00 = 1075.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------- ----------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.953 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 3.90 .98 .50 32 40 err Poll 1rr wr Ir 1rr 1p pa ilr V" go 40 taw Tol SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 19.18 EFFECTIVE AREA(ACRES) = 11.70 AREA -AVERAGED Fm(INCH/HR) _ .48 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 11.70 PEAK FLOW RATE(CFS) = 57.66 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1517.20 DOWNSTREAM(FEET) = 1510.20 FLOW LENGTH(FEET) = 299.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.17 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.66 PIPE TRAVEL TIME(MIN.) _ .35 Tc(MIN.) = 6.72 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 19.00 = 1374.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.764 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 4.50 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 26.71 EFFECTIVE AREA(ACRES) = 17.30 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 82.38 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.764 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 3.50 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .92 41 on to on irr on #Aw 6w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 21.96 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .95 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 21.90 PEAK FLOW RATE(CFS) = 104.34 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1510.20 DOWNSTREAM(FEET) = 1499.20 FLOW LENGTH(FEET) = 416.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.05 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 104.34 PIPE TRAVEL TIME(MIN.) _ .41 Tc(MIN.) = 7.13 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 20.00 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 7.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.565 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 3.60 .75 .85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 15.97 EFFECTIVE AREA(ACRES) = 25.50 AREA -AVERAGED Fm(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .54 TOTAL AREA(ACRES) = 25.50 PEAK FLOW RATE(CFS) = 116.37 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------= »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 7.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.565 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B .20 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .99 EFFECTIVE AREA(ACRES) = 25.70 AREA -AVERAGED Fm(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .54 TOTAL AREA(ACRES) = 25.70 PEAK FLOW RATE(CFS) = 117.36 **************************************************************************** 42 0 0-0 60 pa it FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1499.20 DOWNSTREAM(FEET) = 1474.40 FLOW LENGTH(FEET) = 1201.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.39 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 117.36 PIPE TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 8.35 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 21.00 = 2991.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.061 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 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 19.46 EFFECTIVE AREA(ACRES) = 30.40 AREA -AVERAGED Fm(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .53 TOTAL AREA(ACRES) = 30.40 PEAK FLOW RATE(CFS) = 125.16 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.061 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 3.20 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 3.70 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) = 28.78 EFFECTIVE AREA(ACRES) = 37.30 AREA -AVERAGED Fm(INCH/HR) _ .48 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .53 TOTAL AREA(ACRES) = 37.30 PEAK FLOW RATE(CFS) = 153.94 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 43 pm err ow 6 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.061 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 2.90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 11.94 EFFECTIVE AREA(ACRES) = 40.20 AREA -AVERAGED Fm(INCH/HR) _ .48 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .53 TOTAL AREA(ACRES) = 40.20 PEAK FLOW RATE(CFS) = 165.88 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 13 ---------------------------------------------------------------------------- »»>CLEAR THE MAIN -STREAM MEMORY««< **************************************************************************** FLOW PROCESS FROM NODE 26.10 TO NODE 26.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 920.00 ELEVATION DATA: UPSTREAM(FEET) = 1520.90 DOWNSTREAM(FEET) = 1499.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.699 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.935 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 "5-7 DWELLINGS/ACRE" A 2.00 .98 .50 32 12.70 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 3.20 .75 .50 56 12.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 16.46 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 16.46 **************************************************************************** FLOW PROCESS FROM NODE 26.20 TO NODE 26.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< 44 iwr ow Oft Mfr opm ow Itr it po irr po 60 po tho e�+ ir► it iw p" irr UPSTREAM ELEVATION(FEET) = 1499.90 DOWNSTREAM ELEVATION(FEET) = 1491.20 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 19.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.25 STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 14.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.619 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .20 .98 .10 32 COMMERCIAL B .10 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .95 EFFECTIVE AREA(ACRES) = 5.50 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .84 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 16.46 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 19.67 FLOW VELOCITY(FEET/SEC.) = 4.33 DEPTH*VELOCITY(FT*FT/SEC.) = 2.21 LONGEST FLOWPATH FROM NODE 26.10 TO NODE 26.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.619 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 6.20 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B .50 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 18.94 EFFECTIVE AREA(ACRES) = 12.20 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 12.20 PEAK FLOW RATE(CFS) = 34.87 45 r. Sir s� ikw fm Yw it it A t ikw on rwr so iw oft �1w Am am io A err **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.619 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 .70 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 2.00 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .81 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.81 EFFECTIVE AREA(ACRES) = 14.90 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) _ .89 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 42.69 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1482.40 DOWNSTREAM(FEET) = 1478.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.59 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.69 PIPE TRAVEL TIME(MIN.) _ .28 Tc(MIN.) = 14.88 LONGEST FLOWPATH FROM NODE 26.10 TO NODE 27.00 = 1633.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.88 RAINFALL INTENSITY(INCH/HR) = 3.58 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) _ .89 AREA -AVERAGED Ap = .49 EFFECTIVE STREAM AREA(ACRES) = 14.90 TOTAL STREAM AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.69 **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 27.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 46 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1527.30 DOWNSTREAM(FEET) = 1512.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.397 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.650 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 5.30 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 15.08 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) _ Ap SCS Tc (DECIMAL) CN (MIN.) .50 32 14.40 15.08 **************************************************************************** FLOW PROCESS FROM NODE 27.20 TO NODE 27.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1512.90 DOWNSTREAM ELEVATION(FEET) = 1487.10 STREET LENGTH(FEET) = 1340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 18.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.26 STREET FLOW TRAVEL TIME(MIN.) = 4.96 Tc(MIN.) = 19.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.056 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .20 .98 .10 32 COMMERCIAL B .80 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .79 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.68 EFFECTIVE AREA(ACRES) = 6.30 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .44 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 15.08 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .49 HALFSTREET FLOOD WIDTH(FEET) = 18.16 FLOW VELOCITY(FEET/SEC.) = 4.41 DEPTH*VELOCITY(FT*FT/SEC.) = 2.16 47 it 4w 1rr lrrr Ur s� rw om tw e" tjr hw ism w* irw Oft pw 1Yr irr OR 60 Mw w Or Aft rr LONGEST FLOWPATH FROM NODE 27.10 TO NODE 27.00 = 2340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ----------------------- ---------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.056 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 1.40 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 3.10 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 10.72 EFFECTIVE AREA(ACRES) = 10.80 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 25.65 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.36 RAINFALL INTENSITY(INCH/HR) = 3.06 AREA -AVERAGED Fm(INCH/HR) = .42 AREA -AVERAGED Fp(INCH/HR) = .90 AREA -AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 10.80 TOTAL STREAM AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.65 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 42.69 14.88 3.578 .89( .44) .49 14.9 26.10 2 25.65 19.36 3.056 .90( .42) .46 10.8 27.10 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 66.31 14.88 3.578 .89( .43) .48 23.2 26.10 2 61.24 19.36 3.056 .89( .43) .48 25.7 27.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.31 Tc(MIN.) = 14.88 EFFECTIVE AREA(ACRES) = 23.20 AREA -AVERAGED Fm(INCH/HR) _ .43 48 11r+ 1111 fAlW opft bw Oft Orr pm 1rr om ow ow 4w p" Yr oft w% um rm to 4" go Oil to on iM Am Iln ww ow AREA -AVERAGED Fp(INCH/HR) _ .89 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 25.70 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 27.00 = 2340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1478.20 DOWNSTREAM(FEET) = 1474.40 FLOW LENGTH(FEET) = 331.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.22 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.31 PIPE TRAVEL TIME(MIN.) _ .49 Tc(MIN.) = 15.37 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 21.00 = 2671.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 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 66.31 15.37 3.509 .89( .43) .48 23.2 26.10 2 61.24 19.85 3.010 .89( .43) .48 25.7 27.10 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 21.00 = 2671.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 165.88 8.35 5.061 .90( .48) .53 40.2 15.10 LONGEST FLOWPATH FROM NODE .00 TO NODE 21.00 = .00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 176.03 15.37 3.509 .90( .46) 2 152.90 19.85 3.010 .90( .46) 3 220.04 8.35 5.061 .90( .46) TOTAL AREA(ACRES) = 65.90 Ap Ae HEADWATER (ACRES) NODE .51 63.4 26.10 .51 65.9 27.10 .52 52.8 15.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 220.04 Tc(MIN.) = 8.349 EFFECTIVE AREA(ACRES) = 52.80 AREA -AVERAGED Fm(INCH/HR) _ .46 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .52 TOTAL AREA(ACRES) = 65.90 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 21.00 = 2671.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< 49 Ap to ar it e� #wr r. 1Mw w~ lbw Ir Ib 11ri AP• it to so fit OR to ii• 40 w Am r AM low **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1474.40 DOWNSTREAM(FEET) = 1468.00 FLOW LENGTH(FEET) = 245.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.52 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 220.04 PIPE TRAVEL TIME(MIN.) _ .20 Tc(MIN.) = 8.55 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 29.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.990 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 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 5.72 EFFECTIVE AREA(ACRES) = 54.10 AREA -AVERAGED Fm(INCH/HR) _ .46 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .51 TOTAL AREA(ACRES) = 67.20 PEAK FLOW RATE(CFS) = 220.76 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.990 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 3.52 EFFECTIVE AREA(ACRES) = 54.90 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 68.00 PEAK FLOW RATE(CFS) = 224.28 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 50 AR 46 op 40 p^ it arr w., ilr oft irr eft irr r■• w itr iur oft %w ww r rm to A� 4R w r CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.55 RAINFALL INTENSITY(INCH/HR) = 4.99 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .50 DEVELOPMENT TYPE/ EFFECTIVE STREAM AREA(ACRES) = 54.90 TOTAL STREAM AREA(ACRES) = 68.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 224.28 **************************************************************************** FLOW PROCESS FROM NODE 25.10 TO NODE 25.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 920.00 ELEVATION DATA: UPSTREAM(FEET) = 1521.80 DOWNSTREAM(FEET) = 1500.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.675 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.940 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 "5-7 DWELLINGS/ACRE" A .40 .98 .50 32 12.68 RESIDENTIAL "5-7 DWELLINGS/ACRE" B 2.70 .75 .50 56 12.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .78 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 9.91 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 9.91 **************************************************************************** FLOW PROCESS FROM NODE 25.20 TO NODE 25.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1500.60 DOWNSTREAM ELEVATION(FEET) = 1495.20 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.84 STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 13.91 51 1`r a� 1rr i1r r■• No oft Yr po am Yn+ `rr •r 404 60 on to ow am r * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.725 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 .30 .98 .50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" B .70 .75 .50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.99 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 12.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 16.99 FLOW VELOCITY(FEET/SEC.) = 4.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.00 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 29.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1495.20 DOWNSTREAM ELEVATION(FEET) = 1480.80 STREET LENGTH(FEET) = 980.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.82 STREET FLOW TRAVEL TIME(MIN.) = 4.31 Tc(MIN.) = 18.23 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.168 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .01 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .01 SUBAREA RUNOFF(CFS) _ .03 EFFECTIVE AREA(ACRES) = 4.11 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) = 12.29 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: 52 4" fir 00 err pow r� Irr 1rr it pm bw 0" err ir. s� it trw tr Yr pm to w ilr rr DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 17.62 FLOW VELOCITY(FEET/SEC.) = 3.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 25.10 TO NODE 29.00 = 2200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.23 RAINFALL INTENSITY(INCH/HR) = 3.17 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .79 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 4.11 TOTAL STREAM AREA(ACRES) = 4.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.29 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 178.82 15.58 1 155.68 20.07 1 224.28 8.55 2 12.29 18.23 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.481 .90( .45) 2.990 .90( .45) 4.990 .90( .45) 3.168 .79( .39) Ap Ae HEADWATER (ACRES) NODE .50 65.5 26.10 .50 68.0 27.10 .50 54.9 15.10 .50 4.1 25.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 233.83 8.55 4.990 .90( .45) 2 190.51 15.58 3.481 .89( .44) 3 167.18 20.07 2.990 .89( .44) 4 177.49 18.23 3.168 .89( .44) Ap Ae HEADWATER (ACRES) NODE .50 56.8 15.10 .50 69.0 26.10 .50 72.1 27.10 .50 71.1 25.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 233.83 Tc(MIN.) = 8.55 EFFECTIVE AREA(ACRES) = 56.83 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 72.11 LONGEST FLOWPATH FROM NODE 27.10 TO NODE 29.00 = 2916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.55 RAINFALL INTENSITY(INCH/HR) = 4.99 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) _ .90 53 No IN i* it p" it 1r bw ON 60 oft low pa 60 om irr •m uw r" be oft im OR im om illi Aid to ,ids art po iur AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 56.83 TOTAL STREAM AREA(ACRES) = 72.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 233.83 **************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 355.00 ELEVATION DATA: UPSTREAM(FEET) = 1555.95 DOWNSTREAM(FEET) = 1554.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.016 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.833 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 .40 .98 .10 32 9.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) _ .40 PEAK FLOW RATE(CFS) = 1.70 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1554.00 DOWNSTREAM ELEVATION(FEET) = 1534.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 7.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .98 STREET FLOW TRAVEL TIME(MIN.) = 4.80 Tc(MIN.) = 13.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.740 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 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.56 54 ON IN pa it Yrr 1r 11r oft low aw Yr o* it pa imo t.► to oft io pa ON fm pft wr EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 7.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.76 FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 23.10 = 1255.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.10 TO NODE 23.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1534.00 DOWNSTREAM ELEVATION(FEET) = 1509.90 STREET LENGTH(FEET) = 1133.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 14.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.87 STREET FLOW TRAVEL TIME(MIN.) = 4.55 Tc(MIN.) = 18.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.153 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .60 .98 .10 32 COMMERCIAL B .70 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.59 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .93 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 10.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 14.92 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 23.00 = 2388.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.153 55 40 II it #rr Yr iow !* 6w irr low am 1r om it am W so w 40 im 40 im op apw vw SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .50 .98 .10 32 COMMERCIAL B .70 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.31 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .91 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 13.50 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.153 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 25.50 .98 .10 32 COMMERCIAL B 4.50 .75 .10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 82.59 EFFECTIVE AREA(ACRES) = 34.90 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 34.90 PEAK FLOW RATE(CFS) = 96.10 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------- ELEVATION DATA: UPSTREAM(FEET) = 1501.90 DOWNSTREAM(FEET) = 1490.60 FLOW LENGTH(FEET) = 609.00 MANNING`S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.90 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.10 PIPE TRAVEL TIME(MIN.) _ .68 Tc(MIN.) = 19.05 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 24.00 = 2997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.085 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98. 56 om 4w pm Yrw opm it oft err pa 1r pa Yrr pw fr pm Ur r" •r mm Yn oft low om imw 4m ow MR 40 40 of 40 be so Ore pa r SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 35.50 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 35.50 PEAK FLOW RATE(CFS) = 96.10 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 29.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1490.60 DOWNSTREAM(FEET) = 1468.00 FLOW LENGTH(FEET) = 980.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.92 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.10 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 20.08 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 29.00 = 3977.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.08 RAINFALL INTENSITY(INCH/HR) = 2.99 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 35.50 TOTAL STREAM AREA(ACRES) = 35.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.10 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 4.990 (ACRES) NODE 1 233.83 8.55 4.990 .90( .45) .50 56.8 15.10 1 190.51 15.58 3.481 .89( .44) .50 69.0 26.10 1 167.18 20.07 2.990 .89( .44) .50 72.1 27.10 1 177.49 18.23 3.168 .89( .44) .50 71.1 25.10 2 96.10 20.08 2.989 .94( .09) .10 35.5 22.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 303.01 8.55 4.990 .90( .37) 2 277.74 15.58 3.481 .90( .34) 3 270.11 18.23 3.168 .90( .33) 4 263.27 20.07 2.990 .90( .33) 57 Ap Ae HEADWATER (ACRES) NODE .42 71.9 15.10 .38 96.6 26.10 .37 103.3 25.10 .37 107.6 27.10 40 im om 1w AM V am 419 OR iw w• imo opm Llw pm trr r opm irr am w 40 0 40 MlA A� as.• it 5 263.24 20.08 2.989 .90( .33) .37 107.6 22.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 303.01 Tc(MIN.) = 8.55 EFFECTIVE AREA(ACRES) = 71.94 AREA -AVERAGED Fm(INCH/HR) _ .37 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .42 TOTAL AREA(ACRES) = 107.61 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 29.00 = 3977.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1468.00 DOWNSTREAM(FEET) = 1454.20 FLOW LENGTH(FEET) = 910.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.14 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 303.01 PIPE TRAVEL TIME(MIN.) _ .84 Tc(MIN.) = 9.38 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 30.00 = 4887.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.718 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.30 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.70 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .88 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 33.93 EFFECTIVE AREA(ACRES) = 80.94 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .44 TOTAL AREA(ACRES) = 116.61 PEAK FLOW RATE(CFS) = 315.20 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------ - ELEVATION DATA: UPSTREAM(FEET) = 1454.20 DOWNSTREAM(FEET) = 1430.30 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.36 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 315.20 PIPE TRAVEL TIME(MIN.) _ .43 Tc(MIN.) = 9.81 58 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 31.00 = 5537.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.81 RAINFALL INTENSITY(INCH/HR) = 4.59 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .90 AREA -AVERAGED Ap = .44 EFFECTIVE STREAM AREA(ACRES) = 80.94 TOTAL STREAM AREA(ACRES) = 116.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 315.20 **************************************************************************** FLOW PROCESS FROM NODE 31.10 TO NODE 31.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00 ELEVATION DATA: UPSTREAM(FEET) = 1548.00 DOWNSTREAM(FEET) = 1524.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.308 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.734 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 10.10 .76 1.00 55 23.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 17.94 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 17.94 **************************************************************************** FLOW PROCESS FROM NODE 31.20 TO NODE 31.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ----------------------------------- 1500.00 ELEVATION DATA: UPSTREAM(FEET) = 1524.00 DOWNSTREAM(FEET) _ - CHANNEL LENGTH THRU SUBAREA(FEET) = 980.00 CHANNEL SLOPE _ .0245 CHANNEL FLOW THRU SUBAREA(CFS) = 17.94 FLOW VELOCITY(FEET/SEC) = 4.55 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 26.89 LONGEST FLOWPATH FROM NODE 31.10 TO NODE 31.30 = 1960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.30 TO NODE 31.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 59 Ali pm io om it iu pw IN 0 - go im MAINLINE Tc(MIN) = 26.89 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.509 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 10.10 .76 1.00 55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 15.89 EFFECTIVE AREA(ACRES) = 20.20 AREA -AVERAGED Fm(INCH/HR) _ .76 AREA -AVERAGED Fp(INCH/HR) _ .76 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 31.79 **************************************************************************** FLOW PROCESS FROM NODE 31.30 TO NODE 31.40 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1500.00 DOWNSTREAM(FEET) = 1475.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 980.00 CHANNEL SLOPE _ .0255 CHANNEL FLOW THRU SUBAREA(CFS) = 31.79 FLOW VELOCITY(FEET/SEC) = 5.44 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 29.90 LONGEST FLOWPATH FROM NODE 31.10 TO NODE 31.40 = 2940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.40 TO NODE 31.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 29.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.354 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 10.10 .76 1.00 55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 14.49 EFFECTIVE AREA(ACRES) = 30.30 AREA -AVERAGED Fm(INCH/HR) _ .76 AREA -AVERAGED Fp(INCH/HR) _ .76 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.30 PEAK FLOW RATE(CFS) = 43.47 **************************************************************************** FLOW PROCESS FROM NODE 31.40 TO NODE 31.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1475.00 DOWNSTREAM(FEET) = 1430.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE _ .0476 CHANNEL FLOW THRU SUBAREA(CFS) = 43.47 FLOW VELOCITY(FEET/SEC) = 8.11 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 31.83 LONGEST FLOWPATH FROM NODE 31.10 TO NODE 31.00 = 3880.00 FEET. 60 tw► lu Lo •• Yr in am im OF - ism a, pw it irr p" f w 0 N **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Fp(Fm) MAINLINE Tc(MIN) = 31.83 STREAM * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.267 Tc SUBAREA LOSS RATE DATA(AMC II): Fp(Fm) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER (MIN.) "CHAPARRAL,NARROWLEAF" A 9.70 .76 1.00 55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .76 (ACRES) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 1 SUBAREA AREA(ACRES) = 9.70 SUBAREA RUNOFF(CFS) = 13.16 9.81 EFFECTIVE AREA(ACRES) = 40.00 AREA -AVERAGED Fm(INCH/HR) _ .76 AREA -AVERAGED Fp(INCH/HR) _ .76 AREA -AVERAGED Ap = 1.00 80.9 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 54.26 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 31.83 RAINFALL INTENSITY(INCH/HR) = 2.27 AREA -AVERAGED Fm(INCH/HR) _ .76 AREA -AVERAGED Fp(INCH/HR) _ .76 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 40.00 TOTAL STREAM AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.26 ** CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) Ap STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 4.594 (ACRES) NODE 1 315.20 9.81 4.594 .90( .39) .44 80.9 15.10 1 286.17 16.85 3.320 .90( .36) .40 105.6 26.10 1 276.07 19.52 3.040 .90( .35) .39 112.3 25.10 1 269.88 21.37 2.880 .90( .34) .38 116.6 27.10 1 269.85 21.38 2.879 .90( .34) .38 116.6 22.10 2 54.26 31.83 2.267 .76( .76) 1.00 40.0 31.10 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 1 357.74 9.81 4.594 .86( .44) .51 93.3 15.10 2 334.98 16.85 3.320 .85( .43) .50 126.7 26.10 3 326.41 19.52 3.040 .85( .42) .50 136.8 25.10 4 321.11 21.37 2.880 .84( .42) .50 143.5 27.10 5 321.08 21.38 2.879 .84( .42) .50 143.5 .22.10 61 PR 6 0 fi L iwr w�. bw rw Ir pm d iw on 60 im to on IN d 6 259.01 31.83 2.267 .83( .45) .54 156.6 31.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 357.74 Tc(MIN.) = 9.81 EFFECTIVE AREA(ACRES) = 93.27 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .51 TOTAL AREA(ACRES) = 156.61 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 31.00 = 5537.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1430.30 DOWNSTREAM(FEET) = 1429.50 FLOW LENGTH(FEET) = 480.00 MANNING'S N = .013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 77.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.23 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 357.74 PIPE TRAVEL TIME(MIN.) _ .97 Tc(MIN.) = 10.78 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 32.00 = 6017.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH/HR) = 4.34 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .51 EFFECTIVE STREAM AREA(ACRES) = 93.27 TOTAL STREAM AREA(ACRES) = 156.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 357.74 **************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1450.00 ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1456.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.614 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.476 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 6.70 .98 .60 32 15.61 RESIDENTIAL 62 owl +r pm it AR. ,Joe a. of ib On hr "3-4 DWELLINGS/ACRE" B 6.00 .75 .60 56 15.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 33.78 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 33.78 **************************************************************************** FLOW PROCESS FROM NODE 32.20 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1429.50 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.79 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.78 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 16.66 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 32.00 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.66 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.344 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.80 .98 .60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 13.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .83 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 19.80 SUBAREA RUNOFF(CFS) = 50.76 EFFECTIVE AREA(ACRES) = 32.50 AREA -AVERAGED Fm(INCH/HR) _ .51 AREA -AVERAGED Fp(INCH/HR) _ .84 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 32.50 PEAK FLOW RATE(CFS) = 83.03 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.66 RAINFALL INTENSITY(INCH/HR) = 3.34 AREA -AVERAGED Fm(INCH/HR) = .51 AREA -AVERAGED Fp(INCH/HR) = .84 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 32.50 TOTAL STREAM AREA(ACRES) = 32.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.03 63 0 me m 71 pm 40 sm Yr oft bw iw. r 46 4m Aw r oft R bw ow to Lwj ["'7 ** CONFLUENCE DATA ** Q Tc Intensity NUMBER (CFS) (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 4 388.29 (ACRES) NODE 1 357.74 10.78 4.341 .86( .44) .51 93.3 15.10 1 334.98 17.83 3.210 .85( .43) .50 126.7 26.10 1 326.41 20.51 2.951 .85( .42) .50 136.8 25.10 1 321.11 22.36 2.802 .84( .42) .50 143.5 27.10 1 321.08 22.37 2.802 .84( .42) .50 143.5 22.10 1 259.01 32.87 2.224 .83( .45) .54 156.6 31.10 2 83.03 16.66 3.344 .84( .51) .60 32.5 32.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 430.37 10.78 4.341 2 414.09 17.83 3.210 3 397.95 20.51 2.951 4 388.29 22.36 2.802 5 388.25 22.37 2.802 6 309.28 32.87 2.224 7 421.81 16.66 3.344 Fp(Fm) Ap Ae HEADWATER (INCH/HR) EFFECTIVE AREA(ACRES) = (ACRES) NODE .86( .45) .53 114.3 15.10 .85( .44) .52 159.2 26.10 .85( .44) .52 169.3 25.10 .84( .44) .52 176.0 27.10 .84( .44) .52 176.0 22.10 .83( .46) .55 189.1 31.10 .85( .45) .52 153.7 32.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 430.37 Tc(MIN.) = 10.78 EFFECTIVE AREA(ACRES) = 114.32 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .53 TOTAL AREA(ACRES) = 189.11 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 32.00 = 6017.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 189.11 TC(MIN.) = 10.78 EFFECTIVE AREA(ACRES) = 114.32 AREA -AVERAGED Fm(INCH/HR)= .45 AREA -AVERAGED Fp(INCH/HR) _ .86 AREA -AVERAGED Ap = .53 PEAK FLOW RATE(CFS) = 430.37 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 430.37 10.78 4.341 .86( .45) .53 114.3 15.10 2 421.81 16.66 3.344 .85( .45) .52 153.7 32.10 3 414.09 17.83 3.210 .85( .44) .52 159.2 26.10 4 397.95 20.51 2.951 .85( .44) .52 169.3 25.10 5 388.29 22.36 2.802 .84( .44) .52 176.0 27.10 6 388.25 22.37 2.802 .84( .44) .52 176.0 22.10 7 309.28 32.87 2.224 .83( .46) .55 189.1 31.10 END OF RATIONAL METHOD ANALYSIS 64 an 60 Ip" ac MW im 011, be on V.. tow 4" IN w Mr go jw Oft to OR err V pw OM Ow Q 100 HYDROLOGY (Areas north of Summit and Beech Avenues Only) 65 I" Am tot a% to ON its ems• +Ys OW fir s 6W A!* P" bw **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * Q100 HYDROLOGY * (NODES 10-14 ONLY => Q100-25 OFFSITE DOWN BEECH AVE.) ************************************************************************** FILE NAME: 15839-00.DAT TIME/DATE OF STUDY: 8:43 8/ 6/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL' USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1187.00 ELEVATION DATA: UPSTREAM(FEET) = 1594.00 DOWNSTREAM(FEET) = 1573.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.666 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.141 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 1.30 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.73 Ap SCS Tc (DECIMAL) CN (MIN.) .10 32 11.67 .98 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 66 4.73 F No **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.141 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.20 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.37 EFFECTIVE AREA(ACRES) = 2.50 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 9.10 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1573.90 DOWNSTREAM ELEVATION(FEET) = 1553.80 STREET LENGTH(FEET) = 751.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 45.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.50 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 14.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.92 STREET FLOW TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 14.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 2.56 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 10.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 14.75 FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.94 67 N r 0 r LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1938.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 2.56 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA -(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 13.10 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 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 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 7.99 EFFECTIVE AREA(ACRES) = 6.60 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 21.10 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .50 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 1.60 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 22.69 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 68 to ps kn oft 6* A't pa it fir► P'• it Ib w• #Ar it LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 25.96 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.414 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.19 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 27.16 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------ MAINLINE Tc(MIN) = 16.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.414 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 11.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 29.23 EFFECTIVE AREA(ACRES) = 20.20 AREA -AVERAGED Fm(INCH/HR) _ .31 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .32 TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 56.39 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.20 TC(MIN.) = 16.10 EFFECTIVE AREA(ACRES) = 20.20 AREA -AVERAGED Fm(INCH/HR)= .31 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .32 PEAK FLOW RATE(CFS) = 56.39 END OF RATIONAL METHOD ANALYSIS 70 O 100 HYDROLOGY System on Beech Avenue Draining to Open Channel To the North 71 op 66 iw 1tir irr ilr irr 'Irr bw !A 41W Oft 60 H I on bw fm to it **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * Q100 - AREA NORTH OF CMM'L (DUE TO LP) ON BEECH/SUMMIT * DRAINS TO EXISTING OPEN CHANNEL ALONG NORTH BOUNDARY OF DEVELOPMENT ************************************************************************** FILE NAME: 15839CAL.DAT TIME/DATE OF STUDY: 10:32 7/31/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 ELEVATION DATA: UPSTREAM(FEET) = 1564.30 DOWNSTREAM(FEET) = 1554.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.064 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.168 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 .80 .10 52 8.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.58 72 0- 4 irr fi irr fi low om irr it ww tw oft its 4w W 40 im i■ r" l� qtr TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.58 **************************************************************************** FLOW PROCESS FROM NODE 13.10 TO NODE 13.10 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.168 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 3.66 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .10 TOTAL AREA.(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 8.24 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.80 TC(MIN.) = 8.06 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR)= .08 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 8.24 END OF RATIONAL METHOD ANALYSIS 73 00 bw PIN 4w low P" ,pft 1. PM .. to am a. p" On tkw o. .m IN 0. 1w .w OM tw STREET FLOW CALCULATIONS 74 0 0 rR ow o• fw PM ftm OM bm PM bw 0 OM it A iso OM it 4m iir AM iM F No ow pm ir■ ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * STREET FLOW - (Qtotal - Qpipe) * SAN SEVAINE N/O N. FRONTAGE RD - 1ST COLLECTION POINT (LATS 3 & 4) ************************************************************************** TIME/DATE OF STUDY: 10:50 8/26/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 12.00 9.76 3 12.17 9.09 4 13.50 9.29 5 34.00 9.70 SUBCHANNEL SLOPE(FEET/FEET) _ .021000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 25.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.93 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.220 SUBCHANNEL FROUDE NUMBER = 1.943 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 21.98 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .22 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 34.00 9.70 2 54.50 9.29 3 55.83 9.09 4 56.00 9.76 5 68.00 10.00 SUBCHANNEL SLOPE(FEET/FEET) _ .021000 75 p* wo oft i1w pm r ooft bw "m iw ow wo p" No to r fw am ow No aw ibw am wo oft ow INN om r SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 25.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.93 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.220 SUBCHANNEL FROUDE NUMBER = 1.943 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 21.98 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .22 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 51.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 51.45 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.70 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * STREET FLOW (Qtotal - Qpipe) * SAN SEVAINE N/O N. FRONTAGE RD - 2ND COLLECTION POINT (LATS 1 & 2) ************************************************************************** TIME/DATE OF STUDY: 10:51 8/26/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 12.00 9.76 3 12.17 9.09 4 13.50 9.29 5 34.00 9.70 SUBCHANNEL SLOPE(FEET/FEET) _ .021000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 9.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.34 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.103 SUBCHANNEL FROUDE NUMBER = 1.827 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 14.95 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .16 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 34.00 9.70 76 0 pm 4r am kv om bw ow No OPOR to PON it 4.e r it +rr AM to to ass mo w on so o• up 2 54.50 9.29 3 55.83 9.09 4 56.00 9.76 5 68.00 10.00 SUBCHANNEL SLOPE(FEET/FEET) _ .021000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 9.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.34 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.103 SUBCHANNEL FROUDE NUMBER = 1.827 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 14.95 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .16 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 19.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 19.22 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.56 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * STREET FLOW (Qtotal - Qpipe) * COLLECTION POINT SIO UTILITY CORRIDOR ON SAN SEVAINE (LATS 5 & 6) ************************************************************************** TIME/DATE OF STUDY: 10:52 8/26/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 12.00 9.76 3 12.17 9.09 4 13.50 9.29 5 34.00 9.70 SUBCHANNEL SLOPE(FEET/FEET) _ .021000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 49.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.66 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 6.431 SUBCHANNEL FROUDE NUMBER = 2.048 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 25.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .31 77 0 w" r w+ ow w" aw pa mw 0- "w on OPM fAw y m im h No am mm ww ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 34.00 9.70 2 54.50 9.29 3 55.83 9.09 4 56.00 9.76 5 68.00 10.00 SUBCHANNEL SLOPE(FEET/FEET) _ .021000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 49.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.66 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 6.431 SUBCHANNEL FROUDE NUMBER = 2.048 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 25.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .31 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 95.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 98.50 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.82 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * STREET FLOW * FUTURE CB (LAT D-1) - DEPTH = 9.44-9.09 = 0.35 FT ************************************************************************** TIME/DATE OF STUDY: 11:43 8/26/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 12.00 9.76 3 12.17 9.09 4 13.50 9.29 5 34.00 9.70 SUBCHANNEL SLOPE(FEET/FEET) _ .022000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 • •.• ..SUBCHANNEL•FLOW(CFS) = 2.9 SUBCHANNEL FLOW AREA(SQUARE FEET) _ .91 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.142 78 w rr pft 40 ws bw awe r •f wr own Yn uw Am vm of ■r 40 s1 40 60 410 to pa r SUBCHANNEL FROUDE NUMBER = 1.733 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 8.92 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .10 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 2.70 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 2.86 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.44 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * STREET FLOW * CB # 5 (LAT D-2) - DEPTH = 9.40-9.09 = 0.31 FT ************************************************************************** TIME/DATE OF STUDY: 11:44 8/26/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 12.00 9.76 3 12.17 9.09 4 13.50 9.29 5 34.00 9.70 SUBCHANNEL SLOPE(FEET/FEET) _ .022000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ........................................................................... SUBCHANNEL FLOW(CFS) = 1.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 59 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.794 SUBCHANNEL FROUDE NUMBER = 1.679 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 6.91 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .09 -------------------------------------------------------------------------- -------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1.66 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.40 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 79 E mo it pm mw om 1rr pm err om wo AM w. p— Yr oft w am iw 10 NP is m r d pm r ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS — WESTERLY DRAINAGE * STREET FLOW * CB # 6 (LAT D-3) — DEPTH = 9.53-9.09 = 0.44 FT ************************************************************************** TIME/DATE OF STUDY: 11:42 8/26/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 12.00 9.76 3 12.17 9.09 4 13.50 9.29 5 34.00 9.70 SUBCHANNEL SLOPE(FEET/FEET) = .016100 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 6.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.92 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.371 SUBCHANNEL FROUDE NUMBER = 1.573 SUBCHANNEL FLOW TOP—WIDTH(FEET) = 13.44 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .14 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 6.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 6.46 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.53 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ************************** DESCRIPTION OF STUDY ******************•******** * SUMMIT HEIGHTS — WESTERLY DRAINAGE * STREET FLOW * FUTURE CB (LAT D-4) — DEPTH = 9.52-9.09=0.43 ************************************************************************** TIME/DATE OF STUDY: 11:47 8/26/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 12.00 9.76 80 3 12.17 9.09 4 13.50 9.29 5 46.00 9.94 SUBCHANNEL SLOPE(FEET/FEET) _ .013200 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 5.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.78 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.985 SUBCHANNEL FROUDE NUMBER = 1.416 SUBCHANNEL FLOW TOP—WIDTH(FEET) = 12.94 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .14 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 5.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 5.33 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.52 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 81 0 aw ■= hr an rn ■. am pm WN p- in, P— Yr A bw PM W on 60 FM km pm PM bm ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS — WESTERLY DRAINAGE * CRAZY HORSE * CB # 20 ************************************************************************** TIME/DATE OF STUDY: 15:12 8/11/1999 -------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.00 2 7.00 9.86 3 7.17 9.36 4 8.50 9.56 5 27.00 9.93 SUBCHANNEL SLOPE(FEET/FEET) = .025000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 7.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.79 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.118 SUBCHANNEL FROUDE NUMBER = 1.952 SUBCHANNEL FLOW TOP—WIDTH(FEET) = 12.98 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .14 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 6.80 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 7.38 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.79 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 82 pa am p. iw A. iw CATCH BASIN CAPACITY CALCULATIONS 83 E Yr err +r. MW aw on ,Yir 4" bo oft 40 10 E 4" to ru it PM bw HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:26 8/26/1999 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * CATCH BASIN SIZING * FUTURE CB (LAT D-1) ************************************************************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.70 GUTTER FLOWDEPTH(FEET) _ .35 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 7.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 8.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.5 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * CATCH BASIN SIZING * CB # 5 (LAT D-2) ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. 84 PM to an Aw PM ft O. jM on No wq 4• b an bw fi IN 0 F 0 0/, aw STREETFLOW(CFS) = 1.60 GUTTER FLOWDEPTH(FEET) _ .31 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 5.40 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.6 5.5 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * CATCH BASIN SIZING * CB # 6 (LAT D-3) ************************************************************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.40 GUTTER FLOWDEPTH(FEET) _ .44 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 15.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.4 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * CATCH BASIN SIZING * FUTURE CB (LAT D-4) ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.20 GUTTER FLOWDEPTH(FEET) _ .43 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 12.00 85 '0 0 a ON 10 on 4W !w do d1 on we ON ire VW irr thw On bo P+ w ew ow N on im No w PW w No ow »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 12.6 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 17:14 8/26/1999 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * NIS BLUE RIDGE * CB # 1 (LAT A-1) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 14.20 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.39 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * SIS BLUE RIDGE * CB # 2 (LAT A-2) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- 86 OW 60 A" w e• PM AV FM lAr im Ok it err on 60 R OW bw A 6w M.r Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 8.10 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.78 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * SIS GLACIER * CB # 10 (LAT A-4) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) _ .40 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) _ .24 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * NIS GLACIER * CB # 11 (LAT A-3) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.90 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .58 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.33 87 P" to :IMN iw pe ow Poo iw iw Aft tw iw iwr v'`rn Ova iw 0"+ i� ow M" 1w Pon err ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS — WESTERLY DRAINAGE * SIS GRIZZLY WAY * CB # 12 (LAT A-6) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 8.50 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .42 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.12 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS — WESTERLY DRAINAGE * NIS GRIZZLY * CB # 13 (LAT A-5) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.90 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .66 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.96 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS — WESTERLY DRAINAGE * CRAZY HORSE N/0 GRIZZLY * CB # 20 (LAT A-7) ************************************************************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- 88 0 1 R u I� L M 9 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.80 GUTTER FLOWDEPTH(FEET) _ .42 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 11.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.6 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.9 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * FLYING ARROW AT CRAZY HORSE * CB # 14 (LAT A-8) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 7.20 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .64 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.56 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * TOPAZ COURT AT CRAZY HORSE * CB # 15 (LAT A-9) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.30 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .48 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.19 89 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * AMETHYST WAY AT CRAZY HORSE * CB # 16 (LAT A-10) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.90 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .61 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.01 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * SIS OPAL COURT * CB # 17 (LAT A-12) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) _ .70 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .19 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.74 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * NIS OPAL COURT * CB # 18 (LAT A-11) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- •3 0, 0 ma •w w■ aw N aft am P PM w Pw aw r aw OM U. O•• 6w OM 41w P" 60 E 0 M ow e Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.10 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.42 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * BEECH AT SAPPHIRE * CB # 19 (LAT A-13) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) _ .90 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) _ .39 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * SIS SAPPHIRE E/0 BEECH (PA -4) * CB # 21 (LAT A-15) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 10.80 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .45 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 11.59 91 N AM `w P" iwr OM wr No .. 4w ppok too fm w A wr pa 10 E H 5 P& 1w o. bw ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * NIS SAPPHIRE E/0 BEECH (PA -4) * CB # 22 (LAT A-14) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 12.30 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.27 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * E/S BEECH SIO SUMMIT * CB # 23 (LAT A-16) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 8.50 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.64 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * NIS SUMMIT E/0 BEECH * CB # 24 (END OF LINE A) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- 92 PM i1r PM ir. OM 1rr 0" 6W PM am w. rr Oft 60 MM 5 am No ow ow urNf Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 16.10 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.90 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:57 8/26/1999 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * CATCH BASIN SIZING * CB # 3 (LAT B-1) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 12.10 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.15 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * CATCH BASIN SIZING * CB # 4 (LAT B-2) 93 rr ON Ur rw "w On +nr 0 pw irr ir. 4M twr fi bw ON it 0 0 r P" 1rr ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 19.60 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 11.58 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * CATCH BASIN SIZING * CB # 9 (LAT B-3) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.90 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.49 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * CATCH BASIN SIZING * CB # 8 (END OF LINE B) ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 27.40 94 40 to P" 6W OM Orr Oft it oft w r■ to am Orr OM Orr PM illy R to P P ON 40 BASIN OPENING(FEET) _ .67 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 16.18 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 FAX 948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:29 9/ 2/1999 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * BEECH SYSTEM (N/O SUMMIT, SIO I-15 RAMPS) * CT-1 ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.60 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.97 ************************** DESCRIPTION OF STUDY ************************** * SUMMIT HEIGHTS - WESTERLY DRAINAGE * BEECH SYSTEM (N/O SUMMIT, SIO I-15 RAMPS) * CT-2 ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- 95 No X11 Oft a.• hw on wo A 4r am mom it am bw OM it bw •ft to fie• ra rft am ,•ft irr e� it 1r 40 1111 pa wr w. Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.60 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.54 96 an ow $M w r s., i.. am bw o. to E I HYDRAULIC CALCULATIONS 97 A I t I t# t I I I [ I t 1[) r) I) r - l r) r) t)[ I r l t I E I a I FILE: a.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 9- 1-1999 Time: 6:55:56 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 3.000 CD 3 4 1 2.000 CD 4 4 1 4.500 CD 5 4 1 4.000 CD 6 4 1 1.500 CD 7 4 1 5.500 CD 8 4 1 5.000 CD 9 4 1 3.500 CD 10 3 0 .000 6.500 5.500 .000 .000 .00 CD 11 4 1 6.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) HEADING LINE NO 3 IS - LINE A W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1427.700 10 1431.500 ELEMENT NO 2 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1010.000 1427.740 11 .013 .000 .000 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1042.430 1427.860 11 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1084.240 1428.030 11 .013 100.551 -23.824 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1198.160 1428.470 11 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1207.660 1429.510 7 5 0 .013 72.700 .000 1430.260 .000 45.000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1258.860 1429.620 7 98 RADIUS ANGLE .000 .000 N RADIUS ANGLE ANG PT MAN H 013 .000 .000 .000 0 I I f 1 [ 1 [ 1 t 1 [ 1 f i [ l t 1 t' [ i t i r 1 f) C l [ 1 [ 1 f 1 9 1 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1264.360 1429.630 7 3 0 .013 9.600 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1270.370 1429.640 7 .013 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1275.870 1429.650 7 3 0 .013 9.600 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1299.860 1429.700 7 .013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1305.360 1429.710 7 3 0 .013 15.900 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1311.370 1429.730 7 .013 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1316.870 1429.740 7 3 0 .013 15.900 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 1599.970 1430.340 7 .013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1605.470 1430.350 7 3 0 .013 22.000 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 1611.480 1430.370 7 .013 ELEMENT NO 18 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1616.980 1430.380 7 3 0 .013 22.000 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING 99 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1431.370 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1431.400 .000 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1431.460 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1431.490 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1432.100 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1432.130 .000 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 4 I t t 1 a 1 a t a 1 9 1 1 1 l) i l t) t i t l[ l( 1 1 1 1 l t l a I ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1782.250 1430.730 7 .013 .000 .000 .000 0 ELEMENT NO 20 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1787.750 1431.260 8 .013 .000 .000 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2172.250 1451.460 8 .013 .000 .000 .000 0 ELEMENT NO 22 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 2177.750 1451.730 8 .013 .000 .000 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2341.000 1454.260 8 .013 .000 .000 .000 0 ELEMENT NO 24 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2347.750 1454.360 8 6 0 .013 2.900 .000 1456.130 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2712.250 1460.000 8 .013 .000 .000 .000 0 ELEMENT NO 26 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 2717.750 1460.080 8 .013 .000 .000 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3229.440 1468.000 8 .013 .000 .000 .000 0 ELEMENT NO 28 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 3234.940 1468.050 8 .013 .000 .000 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3259.960 1468.560 8 .013 45.006 31.852 .000 0 ELEMENT NO 30 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3265.460 1468.680 8 2 0 .013 92.800 .000 1469.620 .000 -45.000 .000 RADIUS ANGLE 44.999 7.003 W S P G W PAGE NO 5 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 31 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3305.640 1469.500 8 .013 44.991 51.169 .000 0 ELEMENT NO 32 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3310.640 1469.600 8 6 0 .013 3.900 .000 1471.350 .000 45.000 .000 RADIUS ANGLE 100 I I [ I r II rl r I FA ►" I f. 1 F I U..I r I r 1 f 7 f 1 [ I r.. I r i t I U'l ELEMENT NO 33 IS A REACH 55.722 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 U/S DATA STATION INVERT SECT N .000 .000 RADIUS 3314.130 1469.670 8 .013 -48.550 ELEMENT NO 34 IS A JUNCTION MAN H .000 .000 .000 0 RADIUS ANGLE U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 ANG PT MAN H .000 .000 .000 3317.130 1469.740 8 6 0 .013 13.800 ELEMENT NO 35 IS A REACH U/S DATA STATION INVERT SECT N 3390.600 1471.240 8 .013 ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N 3461.310 1472.690 8 .013 ELEMENT NO 37 IS A REACH U/S DATA STATION INVERT SECT N 3466.280 1472.790 8 .013 ELEMENT NO 38 IS A REACH U/S DATA STATION INVERT SECT N 3488.390 1473.250 8 .013 ELEMENT NO 39 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 3493.220 1475.050 2 1 0 .013 58.600 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 40 IS A REACH U/S DATA STATION INVERT SECT N 3536.980 1475.790 2 .013 ELEMENT NO 41 IS A REACH U/S DATA STATION INVERT SECT N 3967.210 1483.040 2 .013 ELEMENT NO 42 IS A TRANSITION U/S DATA STATION INVERT SECT N 3972.710 1483.140 2 .013 ELEMENT NO 43 IS A REACH U/S DATA STATION INVERT SECT N 4200.670 1487.540 2 .013 ELEMENT NO 44 IS A REACH U/S DATA STATION INVERT SECT N 4367.040 1490.770 2 .013 ELEMENT NO 45 IS A TRANSITION U/S DATA STATION INVERT SECT N 4372.540 1490.900 2 .013 ELEMENT NO 46 IS A REACH U/S DATA STATION INVERT SECT N 4694.150 1498.890 2 .013 101 .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1471.450 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.003 -90.025 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 44.992 28.156 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1475.500 .000 -45.000 .000 RADIUS ANGLE 45.021 6.147 PAGE NO 6 RADIUS ANGLE ANG PT MAN H 44.996 55.722 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 269.025 -48.550 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 f I r'I a I a I a I r I F i [ I [ I [ I r I 11 E I [ A [ 1 [ 1 t I& I E I ELEMENT NO 47 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 4695.650 1498.930 2 6 0 .013 5.000 ELEMENT NO 48 IS A REACH U/S DATA STATION INVERT SECT N 4732.040 1499.840 2 .013 ELEMENT NO 49 IS A TRANSITION U/S DATA STATION INVERT SECT N 4737.540 1499.970 2 .013 ELEMENT NO 50 IS A REACH U/S DATA STATION INVERT SECT N 5086.850 1508.990 2 .013 ELEMENT NO 51 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 5088.350 1509.030 2 1 0 .013 13.000 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 52 IS A REACH U/S DATA STATION INVERT SECT N 5132.040 1510.150 2 .013 ELEMENT NO 53 IS A TRANSITION U/S DATA STATION INVERT SECT N 5137.540 1510.290 2 .013 ELEMENT NO 54 IS A REACH U/S DATA STATION INVERT SECT N 5174.020 1511.190 2 .013 ELEMENT NO 55 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 5175.520 1511.230 2 6 0 .013 4.900 ELEMENT NO 56 IS A REACH U/S DATA STATION INVERT SECT N 5387.850 1516.450 2 .013 ELEMENT NO 57 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 5389.350 1516.490 2 6 0 .013 6.500 ELEMENT NO 58 IS A REACH U/S DATA STATION INVERT SECT N 5532.040 1520.000 2 .013 ELEMENT NO 59 IS A TRANSITION U/S DATA STATION INVERT SECT N 5537.540 1520.130 2 .013 102 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1499.660 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1509.260 .000 -45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 7 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1511.960 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1517.220 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 I l [ 1 9 1 a'1 [ 1 t 1 [ l f 1 1 t C 1 r i I l F 1 [ 1 r i [ i 1 -1 f l t 1 ELEMENT NO 60 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5662.850 1523.270 2 .013 .000 .000 .000 0 ELEMENT NO 61 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5664.350 1523.300 2 6 0 .013 3.600 .000 1524.030 .000 -45.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 8 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 62 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5932.040 1529.990 2 .013 .000 .000 .000 0 ELEMENT NO 63 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 5937.540 1530.130 2 .013 .000 .000 ELEMENT NO 64 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5947.850 1530.410 2 .013 .000 .000 .000 0 ELEMENT NO 65 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5949.350 1530.460 2 6 0 .013 5.000 .000 1531.180 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 66 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6141.590 1535.670 2 .013 .000 .000 .000 0 ELEMENT NO 67 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6159.850 1536.170 2 .013 89.999 11.625 .000 0 ELEMENT NO 68 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6161.350 1536.210 2 6 0 .013 4.000 .000 1536.940 .000 -28.400 .000 RADIUS ANGLE 89.993 .955 ELEMENT NO 69 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6206.530 1537.440 2 .013 90.001 28.762 .000 0 ELEMENT NO 70 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6208.030 1537.480 2 6 0 .013 .200 .000 1538.210 .000 43.300 .000 RADIUS ANGLE 89.993 .955 W S P G W PAGE NO 9 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 71 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6277.490 1539.360 2 .013 90.014 44.213 .000 0 ELEMENT NO 72 IS A TRANSITION 103 [ i t i ff I r I I t i E t t,I !°i r,4I r I * 1 [ 1 r 1 [, l C i F 1 t 1 f, I f I U/S DATA STATION INVERT SECT N 6282.990 1539.490 2 .013 ELEMENT NO 73 IS A REACH U/S DATA STATION INVERT SECT N 6283.960 1539.510 2 .013 ELEMENT NO 74 IS A REACH U/S DATA STATION INVERT SECT N 6354.660 1540.800 2 .013 ELEMENT NO 75 IS A REACH U/S DATA STATION INVERT SECT N 6431.740 1542.220 2 .013 ELEMENT NO 76 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6433.240 1542.240 2 6 0 .013 .900 ELEMENT NO 77 IS A REACH RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS U/S DATA STATION INVERT SECT -90.018 N 0 RADIUS ANGLE ANG PT MAN H .000 .000 6462.660 1542.780 2 PHI 3 PHI 4 .013 .000 1542.980 ELEMENT NO 78 IS A REACH .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 U/S DATA STATION INVERT SECT ANG PT N 44.953 -24.510 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6481.890 1543.130 2 .000 .013 ANGLE ELEMENT NO 79 IS A JUNCTION RADIUS ANGLE ANG PT MAN H 45.000 -63.573 .000 0 PAGE NO U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6483.390 1543.160 2 3 0 .013 21.700 ELEMENT NO 80 IS A REACH U/S DATA STATION INVERT SECT N 6533.320 1544.080 2 .013 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 81 IS A TRANSITION U/S DATA STATION INVERT SECT N 6537.320 1544.670 1 .013 ELEMENT NO 82 IS A REACH U/S DATA STATION INVERT SECT N 6932.790 1545.840 1 .013 ELEMENT NO 83 IS A TRANSITION U/S DATA STATION INVERT SECT N 6936.790 1546.350 3 .013 ELEMENT NO 84 IS A REACH U/S DATA STATION INVERT SECT N 7012.520 1546.580 3 .013 ELEMENT NO 85 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 7015.520 1546.590 3 3 0 .013 10.100 104 RADIUS ANGLE 90.011 3.501 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 -90.018 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1542.980 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 44.953 -24.510 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1543.610 .000 50.900 .000 RADIUS ANGLE 44.997 -1.910 RADIUS ANGLE ANG PT MAN H 45.000 -63.573 .000 0 PAGE NO 10 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1546.590 .000 45.000 .000 RADIUS ANGLE .000 .000 F 1[ 1 r' 1 f 1 t I 9 1 t,I t# f r 3 f 1 r i I I f i f I t r i r. l r i ELEMENT NO 86 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7100.850 1546.840 3 .013 .000 .000 .000 0 ELEMENT NO 87 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 7104.850 1546.850 3 .013 .000 .000 ELEMENT NO 88 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7140.200 1546.960 3 .013 45.009 45.000 .000 0 ELEMENT NO 89 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 7227.620 1547.210 3 .013 .000 .000 .000 0 ELEMENT NO 90 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 7227.620 1547.210 3 1547.210 105 [ 1 t 1 1 1 q t, If I f- I* I C i r I rr 3 [ I I I f I 4 1 t _1 1 1 1 1 4 1 9 1 FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A 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.E1.1 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 ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR IType Ch I I I I I 1000.000 I I 1427.700 5.713 1433.413 430.40 13.70 2.91 1436.33 I .00 I 5.75 5.50 I 6.500 I I 5.500 .00 I 0 .0 TRANS SIR .0040 .0063 .06 5.71 1.01 .013 .00 .00 BOX 1010.000 I I 1427.740 I 5.506 -I- I 1433.246 -I- I 430.40 -I- 14.36 -I- I 3.20 -I- I 1436.45 -I- I .00 I 5.51 4.68 I 6.500 I I .000 .00 I 1 .0 -I- 19.461 -I- .0037 .0062 .12 -I- 5.51 -I- 1.00 -I- 6.50 -I- .013 -I- .00 .00 1- PIPE 1029.461 I I 1427.812 I 5.845 I 1433.657 -I- I 430.40 13.69 -I- I 2.91 I 1436.57 I .00 I 5.51 3.91 I 6.500 I I .000 .00 I 1 .0 -I- 12.969 -I- .0037 -I- -I- -I- .0059 -I- .08 -I- 5.85 -I- .85 -I- 6.50 -I- .013 -I- .00 .00 I- PIPE 1042.430 I I 1427.860 I 5.937 I 1433.797 I 430.40 13.54 I 2.85 I 1436.64 I .21 I 5.51 3.66 I 6.500 I I .000 .00 I 1 .0 -I- 41.810 -I- .0041 -I- -I- -I- -I- -I- .0058 -I- .24 -I- 6.14 -I- .81 -I- 6.50 -I- .013 -I- .00 .00 1- PIPE 1084.240 I I 1428.030 I 6.118 I 1434.148 I 430.40 13.29 I 2.74 I 1436.89 I .00 I 5.51 3.06 I 6.500 I I .000 .00 I 1 .0 -I- 109.734 -I- .0039 -I- -I- I -I- -I- -I- .0062 -I- .68 -I- 6.12 -I- .72 -I- 6.50 -I- .013 -I- .00 .00 1- PIPE 1193.974 I I 1428.454 I 6.500 1434.954 I 430.40 12.97 I 2.61 I 1437.57 I .00 I 5.51 .00 I 6.500 I I .000 .00 I 1 .0 -I- 4.186 -I- .0039 -I- -I- -I- -I- -I- .0066 -I- .03 -I- 6.50 -I- .00 -I- 6.50 -I- .013 -I- .00 .00 1- PIPE 1198.160 -I- I I 1428.470 -I- I 6.512 -I- I 1434.982 -I- I 430.40 -I- 12.97 -I- I 2.61 -I- I 1437.59 I .00 5.51 I .00 I 6.500 I I .000 .00 I 1 .0 JUNCT STR .1095 .0085 -I- .08 -I- 6.51 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1207.660 -I- I I 1429.510 I 5.429 -I- I 1434.939 -I- I 357.70 -I- 15.09 -I- I 3.54 -I- I 1438.48 I .00 5.05 I 1.24 I 5.500 I I .000 .00 I 1 .0 6.316 -I- .0021 I I I I I .0106 I -I- .07 -I- 5.43 -I- .61 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 1213.976 -I- 1429.524 -I- 5.500 -I- 1435.024 -I- 357.70 -I- 15.06 -I- 3.52 -I- I 14.38.54 I .00 5.05 I .00 I 5.500 I .000 I .00 I 1 C 44.884 .0021 .0111 -I- .50 -I- 5.50 -I- .00 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 106 FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A 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 (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- 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 (Type Ch I I I I I 1258.860 I I 1429.620 5.913 1435.533 357.70 15.06 3.52 1439.05 .00 I 5.05 I .00 I I 5.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0018 -I- -I- -I- -I- -I- .0110 -I- .06 -I- 5.91 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1264.360 I I 1429.630 I 6.309 I 1435.939 I 348.10 -I- 14.65 -I- I 3.33 -I- I 1439.27 -I- .00 I 5.01 I .00 I I 5.500 I .000 .00 I 1 .0 -I- 6.010 -I- .0017 -I- -I- .0107 .06 -I- 6.31 -I- .00 5.50 -I- -I- .013 -I- .00 .00 1- PIPE 1270.370 I I 1429.640 I 6.364 I 1436.004 I 348.10 14.65 I 3.33 I 1439.34 .00 I 5.01 I .00 I I 5.500 I .000 .00 I 1 .0 JUNCT STR .0018 .0105 .06 6.36 .00 .013 .00 .00 PIPE 1275.870 I I 1429.650 I 6.747 I 1436.397 I 338.50 14.25 I 3.15 I 1439.55 .00 I 4.97 I .00 I I 5.500 I .000 .00 I 1 .0 -I- 23.990 -I- .0021 -I- -I- -I- -I- -I- .0102 -I- .24 -I- 6.75 -I- .00 5.50 -I- -I- .013 -I- .00 .00 1- PIPE 1299.860 I I 1429.700 I 6.941 I 1436.641 I 338.50 14.25 I 3.15 I 1439.79 .00 I 4.97 I .00 I 5.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0018 -I- -I- -I- -I- -I- .0097 -I- .05 -I- 6.94 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1305.360 I I 1429.710 I 7.488 I 1437.198 I 322.60 13.58 I 2.86 I 1440.06 .00 I 4.89 I .00 I 5.500 I I .000 .00 I 1 .0 -I- 6.010 -I- .0033 -I- -I- -I- -I- -I- .0092 -I- .06 -I- 7.49 -I- .00 5.50 -I- -I- .013 -I- .00 .00 1- PIPE 1311.370 I I 1429.730 I 7.523 I 1437.253 I 322.60 13.58 I 2.86 I 1440.12 .00 I 4.89 I .00 I 5.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0018 -I- -I- -I- -I- -I- .0088 -I- .05 -I- 7.52 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1316.870 I I 1429.740 I 8.038 I 1437.778 I 306.70 12.91 I 2.59 I 1440.37 .00 I 4.81 I .00 I 5.500 I I .000 .00 I 1 .0 -I- 283.100 -I- .0021 -I- -I- -I- -I- -I- .0083 -I- 2.36 -I- 8.04 -I- .00 5.50 -I- -I- .013 -I- .00 .00 1- PIPE 1599.970 -I- I I 1430.340 -I- I 9.799 -I- I 1440.139 -I- I 306.70 -I- 12.91 -I- I 2.59 -I- I 1442.73 .00 I 4.81 I .00 I 5.500 I I .000 .00 I 1 .0 JUNCT STR .0018 .0078 -I- .04 -I- 9.80 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 107 [ 1 t 1 t 1 t 1 9 1 f l t i f I t 1 f l f 1 4 i f I[) I I t I t 1 If I i FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A 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 -I- Elev I -I- (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope I I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- N1Norm -I- Dp -I- I "N" -I- I X -Fall) -I ZR IType Ch I I I I I 1605.470 -I- 1430.350 -I- 10.405 -I- 1440.755 -I- 284.70 -I- 11.98 -I- I 2.23 -I- I 1442.99 -I- .00 I I 4.67 .00 I 5.500 I I .000 .00 I 1 .0 6.010 .0033 .0072 .04 -I- 10.41 -I- .00 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 1611.480 -I- I I 1430.370 -I- I 10.429 -I- I 1440.799 -I- I 284.70 -I- 11.98 -I- I 2.23 -I- I 1443.03 -I- .00 I I 4.67 .00 I 5.500 I I .000 .00 I 1 .0 JUNCT STR .0018 I I I .0067 .04 -I- 10.43 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1616.980 -I- 1430.380 -I- 10.975 -I- I 1441.355 -I- I 262.70 -I- 11.06 I 1.90 I 1443.25 .00 I I 4.51 .00 I 5.500 I I .000 .00 I 1 .0 165.270 .0021 I -I- -I- .0061 -I- 1.01 -I- 10.98 -I- .00 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 1782.250 I I 1430.730 I 11.637 1442.367 I 262.70 11.06 I 1.90 I 1444.27 .00 I I 4.51 .00 I 5.500 I I .000 .00 I 1 .0 TRANS STR .0964 I .0081 .04 11.64 .00 .013 .00 .00 PIPE 1787.750 -I- I 1431.260 -I- I 10.447 -I- I 1441.707 -I- I 262.70 -I- 13.38 I 2.78 I 1444.49 .00 I I 4.50 .00 I 5.000 I I .000 .00 I 1 .0 31.257 .0525 -I- -I- .0102 -I- .32 -I- 10.45 -I- .00 -I- 2.32 -I- .013 -I- .00 .00 1- PIPE 1819.007 I I 1432.902 I 9.118 I 1442.020 I 262.70 13.38 I 2.78 I 1444.80 .00 I I 4.50 .00 I 5.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1819.007 -I- I I 1432.902 -I- I 2.401 -I- I 1435.303 -I- I 262.70 28.18 I 12.33 I 1447.63 .00 I 4.50 I 5.00 I 5.000 I I .000 .00 I 1 .0 99.698 .0525 I I I I -I- I -I- -I- .0447 -I- 4.46 -I- 2.40 -I- 3.64 -I- 2.32 -I- .013 -I- .00 .00 1- PIPE 1918.705 1438.140 2.464 1440.604 262.70 27.25 I 11.53 I 1452.14 .00 I 4.50 I 5.00 I 5.000 I I .000 .00 I 1 .0 77.296 .0525 I I I I I .0402 3.11 2.46 3.46 2.32 .013 .00 .00 PIPE 1996.001 -I- 1442.201 -I- 2.558 -I- 1444.759 -I- 262.70 -I- 25.99 -I- I 10.48 -I- I 14.55.24 .00 I 4.50 I 5.00 I 5.000 I I .000 .00 I 1 .0 49.886 .0525 .0354 -I- 1.77 -I- 2.56 -I- 3.22 -I- 2.32 -I- .013 -I- .00 .00 1- PIPE 108 [ i t i t 1 9 1 f 1 f 1 [ 1 C 1 [ 1 f l f 1 f 1 f 1 [ L f 1 t 1 # 1r l f I FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 4 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A 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 ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Ave) -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I I 2045.887 -I- 1444.821 -I- 2.657 -I- 1447.479 -I- 262.70 -I- 24.78 -I- I 9.53 -I- I 1457.01 .00 I 4.50 I 4.99 I 5.000 I I .000 .00 I 1 .0 35.787 .0525 I .0312 -I- 1.12 -I- 2.66 -I- 3.00 2.32 -I- -I- .013 -I- .00 .00 1- PIPE 2081.674 -I- I 1446.702 -I- I 2.761 -I- I 1449.463 -I- I 262.70 -I- 23.62 -I- I 8.67 -I- I 1458.13 .00 I 4.50 I 4.97 I 5.000 I I .000 .00 I 1 .0 27.164 .0525 I I .0276 -I- .75 -I- 2.76 -I- 2.78 2.32 -I- -I- .013 -I- .00 .00 1- PIPE 2108.838 I 1448.129 2.871 I 1450.999 I 262.70 22.52 I 7.88 I 1458.88 .00 I 4.50 I 4.94 I 5.000 I I .000 .00 I 1 .0 -I- 21.313 -I- .0525 -I- -I- -I- -I- -I- .0244 -I- .52 -I- 2.87 -I- 2.58 2.32 -I- -I- .013 -I- .00 .00 1- PIPE 2130.151 I 1449.248 I I 2.986 I 1452.234 I 262.70 21.48 I 7.16 I 1459.40 .00 I 4.50 I 4.90 I 5.000 I I .000 .00 I 1 .0 -I- 17.063 -I- .0525 -I- -I- -I- -I- -I- .0216 -I- .37 -I- 2.99 -I- 2.40 2.32 -I- -I- .013 -I- .00 .00 1- PIPE 2147.214 I 1450.145 I I 3.109 I 1453.253 I 262.70 20.48 I 6.51 I 1459.76 .00 I 4.50 I 4.65 I 5.000 I I .000 .00 I 1 .0 -I- 13.815 -I- .0525 I -I- I -I- -I- -I- -I- .0191 -I- .26 -I- 3.11 -I- 2.22 2.32 -I- -I- .013 -I- .00 .00 1- PIPE 2161.029 -I- 1450.870 -I- I 3.239 I 1454.109 I 262.70 19.52 I 5.92 I 1460.03 .00 I 4.50 I 4.78 I 5.000 I I .000 .00 I 1 .0 11.221 .0525 I -I- -I- -I- -I- -I- .0170 -I- .19 -I- 3.24 -I- 2.05 2.32 -I- -I- .013 -I- .00 .00 1- PIPE 2172.250 1451.460 I I 3.377 I 1454.837 I 262.70 18.61 I 5.38 I 1460.22 .00 I 4.50 I 4.68 I 5.000 I I .000 .00 I 1 .0 TRANS STR .0491 I I I I .0156 .09 3.38 1.89 .013 .00 .00 PIPE 2177.750 -I- 1451.730 -I- 3.443 -I- 1455.173 -I- I 262.70 -I- 18.22 I 5.15 I 1460.33 .00 I 4.50 I 4.63 I 5.000 I I .000 .00 I 1 .0 163.250 .0155 I I I I -I- -I- .0149 -I- 2.43 -I- 3.44 -I- 1.82 3.41 -I- -I- .013 -I- .00 .00 1- PIPE 2341.000 -I- 1454.260 -I- 3.486 -I- 1457.746 -I- I 262.70 -I- 17.97 -I- I 5.02 -I- I 1462.76 .00 I 4.50 I 4.59 I 5.000 I I .000 .00 I 1 .0 JUNCT STIR .0146 .0151 -I- .10 -I- 3.49 -I- 1.78 -I- -I- .013 -I- .00 .00 I- PIPE 109 f f f 1 I f E I f 1 C f f i [ i r i r l f i f 1 f 1 f 1 f i f i f I f i f I FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 5 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ 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 (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X-Fall1 -I ZR (Type Ch I 2347.750 I 1454.360 I 3.390 I 1457.750 I 259.80 18.33 I 5.22 I 1462.97 .00 I 4.48 I 4.67 I 5.000 I I .000 .00 I 1 .0 -I- 364.500 -I- .0155 -I- -I- -I- -I- -I- .0153 -I- 5.59 -I- 3.39 -I- 1.86 3.39 -I- -I- .013 -I- .00 .00 1- PIPE I 2712.250 I 1460.000 I 3.409 I 1463.409 I 259.80 18.22 I 5.15 I 1468.56 .00 I 4.48 I 4.66 I 5.000 I I .000 .00 I 1 .0 TRANS STR .0145 .0152 .08 3.41 1.83 .013 .00 .00 PIPE I 2717.750 I 1460.080 I 3.407 I 1463.487 I 259.80 18.23 I 5.16 I 1468.65 .00 I 4.48 I 4.66 I 5.000 I I .000 .00 I 1 .0 -I- 102.025 -I- .0155 -I- -I- -I- -I- -I- .0152 -I- 1.55 -I- 3.41 -I- 1.84 3.39 -I- -I- .013 -I- .00 .00 1- PIPE I 2819.775 I 1461.659 I 3.419 I 1465.078 I 259.80 18.16 I 5.12 I 1470.20 .00 I 4.48 I 4.65 I 5.000 I I .000 .00 I 1 .0 -I- 263.702 -I- .0155 -I- -I- -I- -I- -I- .0143 -I- 3.77 -I- 3.42 -I- 1.82 3.39 -I- -I- .013 -I- .00 .00 1- PIPE I 3083.477 I 1465.741 I 3.571 I 1469.312 I 259.80 17.31 I 4.65 I 1473.97 .00 I 4.48 I 4.52 I 5.000 I I .000 .00 I 1 .0 95.312 .0155 .0128 1.22 3.57 1.67 3.39 .013 .00 .00 PIPE I 3178.789 I 1467.216 I 3.737 I 1470.953 I 259.80 16.51 I 4.23 I 1475.18 .00 I 4.48 I 4.35 I 5.000 I I .000 .00 I 1 C -I- 50.651 -I- .0155 -I- -I- -I- -I- -I- .0115 -I- .58 -I- 3.74 -I- 1.53 3.39 -I- -I- .013 -I- .00 .00 1- PIPE I 3229.440 I 1468.000 I 3.918 I 1471.918 I 259.80 15.74 3.85 I I 1475.76 .00 I 4.48 I 4.12 I 5.000 I I .000 .00 I 1 C TRANS STR .0091 .0109 .06 3.92 1.39 .013 .00 .00 PIPE I 3234.940 -I- I 1468.050 -I- I 3.899 -I- I 1471.949 -I- I 259.80 -I- 15.81 -I- 3.88 I I 1475.83 .71 I 4.48 I 4.14 I 5.000 I .000 I .00 I 1 C 9.486 .0204 -I- .0107 -I- .10 -I- 4.61 -I- 1.40 3.08 -I- -I- .013 -I- .00 .00 1- PIPE I 3244.426 -I- I 1468.243 -I- I 4.007 -I- I 1472.250 -I- I 259.80 15.40 3.68 I I 1475.93 .65 I 4.48 I 3.99 I 5.000 I .000 I .00 I 1 C 11.373 .0204 -I- -I- -I- .0099 -I- .11 -I- 4.66 -I- 1.32 3.08 -I- -I- .013 -I- .00 .00 1- PIPE 110 t 1 f t f 3 [ r l [ l I t l f l t l I lir l FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 6 For: Madole 6 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A I Invert I Depth I Water 1 Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth Station I -I- Elev I -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev I Depth I Width IDia.-FTIor I.D.I ZL 1Prs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I :'N" -I- I X -Fall) -I ZR (Type Ch I I I I I I 3255.798 1468.475 4.223 -I- 1472.698 -I- 259.80 -I- 14.69 -I- 3.35 -I- I 1476.05 .54 I 4.48 I 3.62 I 5.000 I I .000 .00 I 1 .0 -I- 4.162 -I- .0204 .0091 -I- .04 -I- 4.76 -I- 1.17 3.08 -I- -I- .013 -I- .00 .00 1- PIPE I 3259.960 I 1468.560 -I- I 4.482 -I- I 1473.042 -I- I 259.80 -I- 14.00 -I- I 3.04 -I- I 1476.09 -I- .41 I 4.48 I 3.05 I 5.000 I I .000 .00 I 1 .0 -I- JUNCT STR .0218 .0065 .04 -I- 4.89 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE I 3265.460 1468.680 I I 6.601 I 1475.281 I 167.00 8.51 I 1.12 I 1476.40 .00 I 3.70 I .00 I 5.000 I I .000 .00 I 1 .0 -I- 40.180 -I- .0204 -I- -I- -I- -I- -I- .0041 -I- .17 -I- .00 -I- .00 2.35 -I- -I- .013 -I- .00 .00 1- PIPE I 3305.640 1469.500 I I 6.116 I 1475.616 I 167.00 8.51 I 1.12 I 1476.74 .00 I 3.70 I .00 I 5.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0200 -I- -I- -I- -I- -I- .0040 -I- .02 -I- 6.12 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 3310.640 1469.600 I I 6.130 -I- I 1475.730 -I- I 163.10 8.31 I 1.07 I 1476.80 .00 I 3.66 I .00 I 5.000 I I .000 .00 t 1 .0 -I- 3.490 -I- .0201 -I- -I- -I- .0039 -I- .01 -I- 6.13 -I- .00 2.33 -I- -I- .013 -I- .00 .00 1- PIPE 3314.130 I 1469.670 I I 6.074 I 1475.744 I 163.10 8.31 I 1.07 I 1476.82 .00 I 3.66 I .00 I 5.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0233 -I- -I- -I- -I- -I- .0036 -I- .01 -I- 6.07 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 3317.130 I 1469.740 I I 6.241 -I- I 1475.981 I 149.30 7.60 I .90 I 1476.88 .00 I 3.50 I .00 I 5.000 I I .000 .00 I 1 .0 -I- 51.742 -I- .0204 I -I- I -I- -I- -I- .0033 -I- .17 -I- 6.24 -I- .00 2.20 -I- -I- .013 -I- .00 .00 1- PIPE 3368.872 I 1470.796 I 5.354 1476.150 I 149.30 7.60 .90 I I 1477.05 .00 I 3.50 I .00 I 5.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 3368.872 -I- I 1470.796 -I- I I 2.189 -I- I 1472.986 -I- I 149.30 -I- 18.06 -I- 5.06 -I- I I 1478.05 .00 I 3.50 I 4.96 I 5.000 I I .000 .00 I 1 .0 21.728 .0204 .0209 -I- .45 -I- 2.19 -I- 2.46 2.20 -I- -I- .013 -I- .00 .00 1- PIPE 111 t I f I f I I I I 1€ i f-1 i 1 i 1 i i I 1 OR, f f#€ 1: 1 f I f i t? f i FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 7 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ 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 (£T) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- 1 -I- 1 -I- 1 -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) -I ZR (Type Ch I I I I I I I I I 3390.600 I 1471.240 I 2.188 I 1473.428 I 149.30 18.07 -I- 5.07 -I- 1478.50 -I- 1.12 -I- 3.50 -I- 4.96 -I- 5.000 -I- .000 -I- .00 1 .0 -I- 70.710 -I- .0205 -I- -I- -I- .0210 1.49 3.31 2.47 2.20 .013 .00 .00 1- PIPE I 3461.310 I 1472.690 I 2.181 I 1474.871 I 149.30 18.15 I 5.12 -I- I 1479.99 -I- .00 -I- I 3.50 -I- I 4.96 -I- I I 5.000 I .000 .00 I 1 .0 -I- 4.970 -I- .0201 -I- -I- -I- -I- .0212 .11 2.18 2.48 2.21 -I- .013 -I- .00 .00 1- PIPE I 3466.280 I 1472.790 I 2.179 I 1474.969 I 149.30 18.17 I 5.12 I 1480.09 1.13 I 3.50 I 4.96 I I 5.000 I .000 .00 I 1 .0 -I- 22.110 -I- .0208 -I- -I- -I- -I- -I- .0212 -I- .47 -I- 3.31 -I- 2.49 -I- 2.19 -I- .013 -I- .00 .00 I- PIPE I 3488.390 I 1473.250 I 2.177 I 1475.427 I 149.30 18.19 5.14 I I 1480.56 1.13 I 3.50 I 4.96 I I 5.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .3727 -I- -I- -I- -I- -I- .0191 -I- .09 -I- 3.31 -I- 2.49 -I- -I- .013 -I- .00 .00 I- PIPE I 3493.220 I 1475.050 I 2.610 I 1477.660 I 90.70 13.89 3.00 I I 1480.66 .27 I 2.85 I 2.02 I I 3.000 I .000 .00 I 1 .0 -I- 43.760 -I- .0169 -I- -I- -I- -I- -I- .0169 -I- .74 -I- 2.88 -I- 1.36 -I- 2.60 -I- .013 -I- .00 .00 1- PIPE I 3536.980 I 1475.790 I 2.612 I 1478.402 I 90.70 13.88 2.99 I I 1481.40 .00 I 2.85 I 2.01 I I 3.000 I .000 .00 I 1 .0 -I- 97.479 -I- .0169 -I- -I- -I- -I- -I- .0169 -I- 1.64 -I- 2.61 -I- 1.36 -I- 2.61 -I- .013 -I- .00 .00 1- PIPE I 3634.459 I 1477.433 I 2.612 I 1480.045 I 90.70 13.88 2.99 I I 1483.04 .00 I 2.85 I 2.01 I I 3.000 .000 I .00 I 1 .0 -I- 211.842 -I- .0169 -I- -I- -I- -I- -I- .0172 -I- 3.64 -I- 2.61 -I- 1.36 2.61 -I- -I- .013 -I- .00 .00 1- PIPE I 3846.300 I 1481.003 I 2.539 1483.542 I I 90.70 14.21 3.14 I 1486.68 I .00 I 2.85 I 2.16 I I 3.000 .000 I .00 I 1 .0 -I- 120.910 -I- .0169 -I- -I- -i- -I- -I- .0184 -I- 2.22 -I- 2.54 -I- 1.46 2.61 -I- -I- .013 -I- .00 .00 1- PIPE I 3967.210 1483.040 I I 2.409 1485.449 I I 90.70 14.91 3.45 I 1488.90 I .00 I 2.85 I 2.39 I 3.000 I .000 I .00 I 1 C TRANS SIR .0182 .0193 .11 2.41 1.65 .013 .00 .00 PIPE 112 FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 8 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase 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- L/Elem ICh -I- 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-Fall1 -I ZR (Type Ch I I I I 3972.710 I 1483.140 I 2.403 1485.543 -I- 90.70 -I- 14.94 -I- I 3.47 1489.01 .06 I I 2.85 2.39 I 3.000 I I .000 .00 I 1 .0 -I- 4.958 -I- .0193 -I- -I- .0193 -I- .10 -I- 2.47 -I- 1.65 -I- 2.40 -I- .013 -I- .00 .00 1- PIPE I 3977.668 I 1483.236 I 2.403 I 1485.639 -I- I 90.70 -I- 14.94 -I- I 3.47 -I- I 1489.11 -I- .06 I I 2.85 2.39 I 3.000 I I .000 .00 I 1 .0 -I- 223.002 -I- .0193 -I- .0199 4.44 -I- 2.47 -I- 1.65 -I- 2.40 -I- .013 -I- .00 .00 1- PIPE I 4200.670 I 1487.540 I 2.331 I 1489.871 I 90.70 15.39 I 3.68 I 1493.55 .00 I I 2.85 2.50 i 3.000 I I .000 .00 I 1 .0 -I- 93.667 -I- .0194 -I- -I- -I- -I- -I- .0214 -I- 2.00 -I- 2.33 -I- 1.77 2.40 -I- -I- .013 -I- .00 .00 I- PIPE I 4294.336 1469.359 I I 2.253 I 1491.612 I 90.70 15.93 I 3.94 I 1495.55 .00 I 2.85 I 2.59 I 3.000 I I .000 .00 I 1 .0 -I- 72.704 -I- .0194 -I- -I- -I- -I- -I- .0235 -I- 1.71 -I- 2.25 -I- 1.89 2.40 -I- -I- .013 -I- .00 .00 1- PIPE I 4367.040 1490.770 I I 2.153 I 1492.923 I 90.70 16.70 I 4.33 I 1497.26 .00 I 2.85 I 2.70 I 3.000 I I .000 .00 I 1 .0 TRANS STR .0236 .0248 .14 2.15 2.08 .013 .00 .00 PIPE I 4372.540 1490.900 I I 2.150 I 1493.050 I 90.70 16.73 I 4.35 I 1497.40 .00 I 2.85 I 2.70 I 3.000 I I .000 .00 I 1 .0 -I- 18.749 -I- .0248 -I- -I- -I- -I- -I- .0248 -I- .47 -I- 2.15 -I- 2.08 2.15 -I- -I- .013 -I- .00 .00 1- PIPE I 4391.289 1491.366 I I 2.150 -I- I 1493.516 -I- I 90.70 -I- 16.73 -I- I 4.35 I 1497.86 .00 I 2.85 I 2.70 I 3.000 I I .000 .00 I 1 .0 -I- 228.346 -I- .0248 -I- .0237 -I- 5.41 -I- 2.15 -I- 2.08 2.15 -I- -I- .013 -I- .00 .00 1- PIPE I 4619.635 1497.039 I I 2.237 -I- I 1499.276 -I- I 90.70 -I- 16.05 -I- 4.00 I I 1503.27 .00 I 2.85 I 2.61 I 3.000 I I .000 .00 I 1 .0 -I- 74.515 -I- .0248 I -I- .0214 -I- 1.60 -I- 2.24 -I- 1.92 2.15 -I- -I- .013 -I- .00 .00 1- PIPE I 4694.150 -I- 1498.890 -I- I I 2.345 -I- 1501.235 -I- I 90.70 -I- 15.30 -I- 3.64 I I 1504.87 .00 I 2.85 I 2.48 I 3.000 I I .000 .00 I 1 C JUNCT STR .0267 -I- .0228 -I- .03 -I- 2.35 -I- 1.74 -I- -I- .013 -I- .00 .00 I- PIPE 113 f) t 1 Ir i I I f•I V-11 f I t 1 C I a 1 9 1 9 1 9 1 #! t I a i It I !) I I FILE: a.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 9 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wt1 INo Wth Station I Elev I -I- (FT) 1 -I- Elev I -I- (CFS) I -I- (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem 1Ch Slope I I I I -I- -I- SF Avel -I- HF ISE -I- -I- DpthlFroude N1Norm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch aaatraatrlrrrrrrrrrlrrrrrrrrlrarrrrrralrrrrrrrrrrrtrtrrlatttaatltarrrrrrrltatraarlrrrrrtrrtrttttarlrrrrrrrlrtrttrrlrrrra I I I I I I Itraaart 4695.650 1498.930 2.047 1500.977 85.70 16.68 4.32 I 1505.30 I .00 2.82 I 2.79 I 3.000 I I .000 .00 I 1 .0 36.390 .0250 .0253 .92 2.05 2.17 2.05 .013 .00 .00 PIPE 4732.040 I I 1499.840 I 2.044 I 1501.684 I 85.70 16.71 4.33 I I 1506.22 I .00 2.82 I 2.80 I 3.000 I I .000 .00 I 1 .0 TRANS STR .0236 I I I .0254 .14 2.04 2.17 .013 .00 .00 PIPE 4737.540 -I- I 1499.970 -I- 2.040 -I- 1502.010 -I- I 85.70 -I- 16.75 -I- 4.35 -I- I I 1506.36 I .00 2.82 I 2.80 I 3.000 I I .000 .00 I 1 .0 109.053 .0258 .0251 -I- 2.74 -I- 2.04 -I- 2.18 -i- 2.03 -I- .013 -I- .00 .00 1- PIPE 4846.593 I I 1502.786 I 2.061 I 1504.847 I 85.70 16.56 4.26 I I 1509.10 I .00 2.82 I 2.78 I 3.000 I I .000 .00 I 1 .0 -I- 123.131 -I- .0258 -I- I -I- I -I- -I- -I- .0234 -I- 2.88 -I- 2.06 -I- 2.14 -I- 2.03 -I- .013 -I- .00 .00 I- PIPE i 4969.724 I 1505.965 I 2.153 1508.118 I 85.70 15.79 3.87 I I 1511.99 I .00 2.82 I 2.70 I 3.000 I I .000 .00 I 1 .0 -I- 51.642 -I- .0258 -I- I I -I- I -I- -I- -I- .0209 -I- 1.08 -I- 2.15 -I- 1.96 -I- 2.03 -I- .013 -I- .00 .00 1- PIPE 5021.366 I 1507.299 -I- 2.253 -I- 1509.552 I 85.70 15.05 3.52 I I 1513.07 I .00 2.82 I 2.59 I 3.000 I I .000 .00 I 1 .0 -I- 29.933 .0258 -I- -I- -I- -I- .0188 -I- .56 -I- 2.25 -I- 1.79 -I- 2.03 -I- .013 -I- .00 .00 1- PIPE 5051.298 -I- I 1508.072 -I- I I 2.363 -I- I 1510.435 -I- I 85.70 -I- 14.35 3.20 I I 1513.63 I .00 2.82 I 2.45 I 3.000 I I .000 .00 I 1 .0 18.988 .0258 -I- -I- .0170 -I- .32 -I- 2.36 -I- 1.62 -I- 2.03 -I- .013 -I- .00 .00 1- PIPE 5070.287 -I- I 1508.562 -I- I I 2.486 -I- I 1511.046 -I- I 85.70 -I- 13.68 -I- 2.91 -I- I I 1513.96 I .00 2.82 I 2.26 I 3.000 I I .000 .00 I 1 .0 11.714 .0258 I I I I I .0156 -I- .18 -I- 2.49 -I- 1.45 -I- 2.03 -I- .013 -I- .00 .00 1- PIPE 5082.001 -I- 1508.865 -I- 2.630 -I- 1511.495 -I- 85.70 -I- 13.05 2.64 I I 1514.14 I .00 2.82 I 1.97 I 3.000 I I .000 .00 I 1 C 4.849 .0258 -I- -I- .0146 -I- .07 -I- 2.63 -I- 1.26 -I- 2.03 -I- .013 -I- .00 .00 1- PIPE 114 f) If i f 1 f 3 IfI f i f i E I f 1 f 3 t I € 3 f! t 1 f 3 f! f I! f !f FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 10 For: Madcle & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A 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 (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width 1Dia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- -I- DpthlFroude NINorm Dp -I- -I- I "N" -I- 1 X -Fall) -I ZR (Type Ch I I I I I I I I 5086.850 I 1508.990 I 2.817 I 1511.807 85.70 -I- 12.44 -I- 2.40 -I- 1514.21 -I- .00 -I- 2.82 -I- 1.44 3.000 -I- -I- I .000 -i- .00 I 1 .0 -I- JUNCT STR -I- .0267 -I- -I- .0131 .02 2.82 1.00 .013 .00 .00 I- PIPE I 5088.350 I 1509.030 I 4.103 I 1513.134 I 72.70 10.28 I 1.64 I 1514.78 I .00 2.69 I .00 I 3.000 I I .000 .00 I 1 .0 -I- 40.143 -I- .0256 -I- -I- -I- -I- -I- .0119 -I- .48 -I- 4.10 -I- .00 1.82 -I- -I- .013 -I- .00 .00 I- PIPE I 5128.493 I 1510.059 I 3.551 I 1513.610 I 72.70 10.28 I 1.64 I 1515.25 I .00 2.69 I .00 I 3.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP I 5128.493 I 1510.059 I 1.961 I 1512.020 I 72.70 14.85 I 3.42 I 1515.44 I .00 2.69 I 2.85 I 3.000 I I .000 .00 I 1 .0 -I- 3.547 -I- .0256 -I- -I- -I- -I- -I- .0204 -I- .07 -I- 1.96 -I- 2.00 1.82 -I- -I- .013 -I- .00 .00 1- PIPE I 5132.040 I 1510.150 I 1.967 I 1512.117 I 72.70 14.80 I 3.40 I 1515.52 I .00 2.69 I 2.85 I 3.000 I I .000 .00 I 1 .0 TRANS STR .0255 .0202 .11 1.97 1.99 .013 .00 .00 PIPE I 5137.540 I 1510.290 I 1.975 I 1512.265 I 72.70 14.73 3.37 I I 1515.64 I .00 2.69 I 2.85 I 3.000 I I .000 .00 I 1 .0 -I- 36.480 -I- .0247 -I- -I- -I- -I- -I- .0190 -I- .69 -I- 1.97 -I- 1.97 1.84 -I- -I- .013 -I- .00 .00 1- PIPE 5174.020 I I 1511.190 I 2.054 I 1513.244 I 72.70 14.10 3.09 I I 1516.33 I .00 2.69 I 2.79 I 3.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0267 -I- -I- -I- -I- -I- .0209 -I- .03 -I- 2.05 -I- 1.83 -I- -I- .013 -I- .00 .00 I- PIPE 5175.520 I I 1511.230 I 1.777 1513.006 I I 67.80 15.55 3.76 I I 1516.76 I .00 2.63 I 2.95 I 3.000 I I .000 .00 I 1 .0 -I- 16.147 -I- .0246 -I- -I- -I- I -I- -I- .0238 -I- .38 -I- 1.78 -I- 2.25 1.76 -I- -I- .013 -I- .00 .00 1- PIPE 5191.667 I I 1511.627 I 1.180 1513.406 I 67.80 -I- 15.52 3.74 I I 1517.15 I .00 2.63 I 2.95 I 3.000 I I .000 .00 I 1 C -I- 119.385 -I- .0246 -I- -I- -I- -I- .0223 -I- 2.67 -I- 1.78 -I- 2.25 1.76 -I- -I- .013 -I- .00 .00 1- PIPE 115 FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 11 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A 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 (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- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I I I I I I I I 5311.053 I 1514.562 I 1.852 1516.414 67.80 14.80 3.40 -I- 1519.81 -I- .00 -I- 2.63 2.92 3.000 -I- .000 .00 1 .0 -I- 48.461 -I- .0246 -I- -I- -I- -I- .0198 .96 1.85 -I- 2.08 1.76 -I- .013 -I- .00 .00 1- PIPE I 5359.514 I 1515.753 I 1.930 I 1517.683 I 67.80 -I- 14.11 I 3.09 -I- I 1520.77 -I- I .00 -I- I 2.63 -I- 2.87 I 3.000 -I- -I- I I .000 -I- .00 I 1 .0 -I- 28.336 -I- .0246 -I- -I- -I- .0176 .50 1.93 1.92 1.76 .013 .00 .00 1- PIPE I 5387.850 I 1516.450 I 2.012 I 1518.462 I 67.80 13.45 I 2.81 I 1521.27 I .00 I 2.63 2.82 I 3.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0267 -I- -I- -I- -I- -I- .0205 -I- .03 -I- 2.01 -I- 1.77 -I- -I- .013 -I- .00 .00 I- PIPE I 5389.350 I 1516.490 I 1.653 I 1518.143 I 61.30 15.35 I 3.66 I 1521.80 I .00 I 2.52 2.98 I 3.000 I I .000 .00 I 1 .0 -I- 142.690 -I- .0246 -I- -I- -I- -I- -I- .0241 -I- 3.43 -I- 1.65 -I- 2.34 1.65 -I- -I- .013 -I- .00 .00 1- PIPE I 5532.040 I 1520.000 I 1.671 I 1521.671 I 61.30 15.15 I 3.56 I 1525.24 I .00 I 2.52 2.98 I 3.000 I I .000 .00 I 1 .0 -I- TRANS STR -I- .0236 -I- -I- -I- -I- -I- .0237 -I- .13 -I- 1.67 -I- 2.29 -I- -I- .013 -I- .00 .00 I - PIPE I 5537.540 1520.130 I 1.670 I I 1521.800 I 61.30 15.16 I 3.57 I 1525.37 I .00 2.52 I 2.98 I 3.000 I I .000 .00 I 1 .0 -I- 69.479 -I- .0251 -I- -I- -I- -I- -I- .0229 -I- 1.59 -I- 1.67 -I- 2.29 1.64 -I- -I- .013 -I- .00 .00 1- PIPE I 5607.019 1521.871 I 1.708 I I 1523.578 I 61.30 14.75 I 3.38 I 1526.96 I .00 2.52 I 2.97 I 3.000 I I .000 .00 I 1 .0 -I- 55.831 -i- .0251 -I- -I- -I- -I- -I- .0208 -I- 1.16 -I- 1.71 -I- 2.20 1.64 -I- -I- .013 -I- .00 .00 1- PIPE I 5662.850 1523.270 I 1.776 I I 1525.046 I 61.30 14.07 3.07 I I 1528.12 I .00 2.52 I 2.95 I 3.000 I .000 I .00 I 1 .0 -I- JUNCT STR -I- .0200 -I- -I- -I- -I- -I- .0222 -I- .03 -I- 1.78 -I- 2.04 -I- -I- .013 -I- .00 .00 I- PIPE I 5664.350 1523.300 I 1.583 I I 1524.883 I 57.70 15.25 3.61 -I- I I 1528.50 I .00 2.46 I 3.00 I 3.000 I .000 I .00 I 1 .0 -I- 19.339 -I- .0250 -I- -I- -I- -I- .0250 -I- .48 -I- 1.58 -I- 2.39 1.58 -I- -I- .013 -I- .00 .00 1- PIPE 116 f i C I f it t I f i f 3 f I i I f I f l f I f I z I i I f l I l f I[ I I I FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 12 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I -I- Elev I -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE -I- -I- DpthlFroude NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I I I 5683.689 -I- 1523.783 -I- 1.583 -I- 1525.366 -I- 57.70 -I- 15.25 -I- 3.61 -I- I 1528.98 -I- I .00 2.46 I 3.00 I 3.000 I I .000 .00 I 1 .0 180.963 .0250 .0239 4.32 -I- 1.58 -I- 2.39 -I- 1.58 -I- .013 -I- .00 .00 1- PIPE I 5864.652 -I- I 1528.306 -I- I 1.629 -I- i 1529.935 -I- I 57.70 -I- 14.72 -I- I 3.36 -I- I 1533.30 -I- I .00 -I- 2.46 -I- I 2.99 I 3.000 I I .000 .00 I 1 .0 67.388 .0250 .0214 1.44 1.63 2.26 -I- 1.58 -I- .013 -I- .00 .00 1- PIPE I 5932.040 I 1529.990 I 1.693 I 1531.683 I 57.70 14.03 I 3.06 I 1534.74 I .00 2.46 I 2.98 I 3.000 I I .000 .00 I 1 .0 TRANS STR .0255 .0199 .11 1.69 2.10 .013 .00 .00 PIPE I 5937.540 -I- I 1530.130 -I- I 1.701 -I- I 1531.831 -I- I 57.70 -I- 13.96 -I- I 3.02 -I- I 1534.85 I .00 2.46 I 2.97 I 3.000 I I .000 .00 I 1 .0 10.310 .0272 .0193 -I- .20 -I- 1.70 -I- 2.09 -I- 1.54 -I- .013 -I- .00 .00 1- PIPE I 5947.850 I 1530.410 I 1.726 I 1532.136 I 57.70 13.71 I 2.92 I 1535.05 I .00 2.46 I 2.97 I 3.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0333 -I- -I- -I- -I- -I- .0227 -I- .03 -I- 1.73 -I- 2.03 -I- -I- .013 -I- .00 .00 I- PIPE I 5949.350 I 1530.460 I 1.475 I 1531.935 I 52.70 15.24 I 3.61 I 1535.54 I .00 2.36 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 56.810 -I- .0271 -I- I -I- -I- -I- -I- .0261 -I- 1.49 -I- 1.47 -I- 2.50 -I- 1.46 -I- .013 -I- .00 .00 1- PIPE I 6006.160 I 1532.000 1.485 I 1533.485 I 52.70 15.10 I 3.54 I 1537.03 I .00 2.36 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 94.495 -I- .0271 I -I- I -I- -I- -I- -I- .0243 -I- 2.30 -I- 1.49 -I- 2.47 -I- 1.46 -I- .013 -I- .00 .00 1- PIPE I 6100.655 -I- 1534.561 -I- 1.542 -I- I 1536.103 -I- I 52.70 -I- 14.40 I 3.22 I 1539.32 I .00 2.36 I 3.00 I 3.000 I I .000 .00 I 1 .0 40.935 I .0271 I I I I -I- -I- .0214 -I- .88 -I- 1.54 -I- 2.30 -I- 1.46 -I- .013 -I- .00 .00 1- PIPE 6141.590 -I- 1535.670 -I- 1.601 -I- 1537.271 -I- 52.70 -I- 13.73 -I- I 2.93 -I- I 1540.20 I .19 2.36 I 2.99 I 3.000 I I .000 .00 I 1 .0 18.260 .0274 .0192 -I- .35 -I- 1.80 -I- 2.14 -I- 1.46 -I- .013 -I- .00 .00 1- PIPE 117 f l f) f i 11 E 1 f i t i O f i t i f1i f 11 f I t; ( l I! t I t 1 f 1 FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 13 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev 1 (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- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch 6159.850 I I 1536.170 I 1.646 I 1537.816 I 52.70 13.27 I 2.73 I 1540.55 .18 I 2.36 I 2.99 I 3.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0266 -I- -I- -I- -I- -I- .0215 -I- .03 -I- 1.83 -I- 2.03 -I- -I- .013 -I- .00 .00 I- PIPE 6161.350 I I 1536.210 I 1.438 I 1537.648 I 48.70 14.54 I 3.28 I 1540.93 .22 I 2.27 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 45.180 -I- .0272 -I- -I- -I- -I- -I- .0236 -I- 1.07 -I- 1.66 -I- 2.42 -I- 1.40 -I- .013 -I- .00 .00 1- PIPE 6206.530 I I 1537.440 I 1.473 I 1538.913 I 48.70 14.10 I 3.09 I 1542.00 .21 I 2.27 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0267 -I- -I- -I- -I- -I- .0228 -I- .03 -I- 1.68 -I- 2.31 -I- -I- .013 -I- .00 .00 I- PIPE 6208.030 I I 1537.480 I 1.463 I 1538.943 I 48.50 14.16 I 3.12 I 1542.06 .21 I 2.27 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 5.974 -I- .0271 -I- -I- -I- -I- -I- .0229 -I- .14 -I- 1.67 -I- 2.34 -I- 1.40 -I- .013 -I- .00 .00 1- PIPE 6214.004 I I 1537.642 I 1.468 I 1539.110 I 48.50 14.10 I 3.09 I 1542.20 .21 I 2.27 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 39.603 -I- .0271 -I- -I- -I- -I- -I- .0214 -I- .85 -I- 1.67 -I- 2.32 -I- 1.40 -I- .013 -I- .00 .00 1- PIPE 6253.607 I I 1538.714 I 1.524 I 1540.238 I 48.50 13.45 I 2.81 I 1543.04 .19 I 2.27 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 23.883 -I- .0271 -I- -I- -I- -I- -I- .0188 -I- .45 -I- 1.71 -I- 2.16 -I- 1.40 -I- .013 -I- .00 .00 1- PIPE 6277.490 I I 1539.360 1.583 I I 1540.943 I 48.50 12.82 I 2.55 I 1543.49 .17 I 2.27 I 3.00 I 3.000 I I .000 .00 I 1 .0 TRANS STR .0236 .0175 .10 1.75 2.01 .013 .00 .00 PIPE 6282.990 -I- I 1539.490 -I- I 1.592 -I- I I 1541.082 -I- I 48.50 -I- 12.72 -I- I 2.51 -I- I 1543.60 .00 I 2.27 I 2.99 I 3.000 I I .000 .00 I 1 .0 .970 .0206 I I I .0173 -I- .02 -I- 1.59 -I- 1.99 -I- 1.51 -I- .013 -I- .00 .00 1- PIPE 6283.960 -I- 1539.510 -I- 1.593 -I- I 1541.103 -I- I 48.50 12.72 I 2.51 I 1543.61 .33 I 2.27 I 2.99 I 3.000 I .000 I .00 I 1 .0 70.700 .0182 -I- -I- -I- .0166 -I- 1.17 -I- 1.93 -I- 1.99 -I- 1.57 -I- .013 -I- .00 .00 1- PIPE 118 f 1 f i i I t i f I f I I l[ I f I f 3 f I Q I f D[!!) t l f I FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 14 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ 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 (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR (Type Ch I 6354.660 1540.800 I I 1.636 I 1542.436 I 48.50 12.31 I 2.35 I 1544.79 .00 I 2.27 I 2.99 I 3.000 I I .000 .00 I 1 .0 -I- 28.304 -I- .0184 -I- -I- -I- -I- -I- .0153 -I- .43 -I- 1.64 -I- 1.89 1.56 -I- -I- .013 -I- .00 .00 1- PIPE I 6382.964 1541.321 I I 1.672 I 1542.993 I 48.50 11.98 -I- I 2.23 -I- I 1545.22 -I- .00 I 2.27 I 2.98 I 3.000 I I .000 .00 I 1 .0 -I- 30.178 -I- .0184 -I- -I- -I- .0139 .42 -I- 1.67 -I- 1.81 1.56 -I- -I- .013 -I- .00 .00 1- PIPE I 6413.142 1541.877 I I 1.738 I 1543.616 I 48.50 11.42 I 2.03 I 1545.64 .00 I 2.27 I 2.96 I 3.000 I I .000 .00 I 1 .0 -I- 18.598 -I- .0184 -I- -I- -I- -I- -I- .0123 -I- .23 -I- 1.74 -I- 1.68 1.56 -I- -I- .013 -I- .00 .00 1- PIPE I 6431.740 1542.220 I I 1.809 I 1544.029 I 48.50 10.89 I 1.84 I 1545.87 .00 I 2.27 I 2.94 I 3.000 I I .000 .00 I 1 .0 JUNCT STR .0133 .0122 .02 1.81 1.56 .013 .00 .00 PIPE I 6433.240 1542.240 I I 1.723 I 1543.963 I 47.60 11.33 I 1.99 I 1545.96 .00 I 2.25 I 2.97 I 3.000 I I .000 .00 I 1 .0 -I- 17.000 -I- .0184 -I- -I- -I- -I- -I- .0122 -I- .21 -I- 1.72 -I- 1.68 1.55 -I- -I- .013 -I- .00 .00 1- PIPE I 6450.240 1542.552 I I 1.787 I 1544.339 I 47.60 10.85 I 1.83 I 1546.16 .00 I 2.25 I 2.94 I 3.000 I I .000 .00 I 1 .0 -I- 12.420 -I- .0184 -I- -I- -I- -I- -I- .0109 -I- .14 -I- 1.79 -I- 1.57 1.55 -I- -I- .013 -I- .00 .00 1- PIPE I 6462.660 1542.780 I I 1.860 I 1544.640 I 47.60 10.34 I 1.66 I 1546.30 .22 I 2.25 I 2.91 I 3.000 I I .000 .00 I 1 .0 -I- 3.777 -I- .0182 -I- -I- -I- -I- -I- .0100 -I- .04 -I- 2.07 -I- 1.45 1.55 -I- -I- .013 -I- .00 .00 1- PIPE I 6466.438 1542.849 I I 1.890 -I- I 1544.738 -I- I 47.60 -I- 10.15 -I- I 1.60 -I- I 1546.34 .21 I 2.25 I 2.90 I 3.000 I I .000 .00 I 1 .0 -I- 7.303 -I- .0182 .0092 -I- .07 -I- 2.10 -I- 1.41 1.55 -I- -I- .013 -I- .00 .00 1- PIPE I 6473.741 -I- 1542.982 -I- I I 1.969 -I- I 1544.951 -I- I 47.60 -I- 9.68 -I- I 1.45 -I- I 1546.40 .18 I 2.25 I 2.85 I 3.000 I .000 I .00 I 1 .0 4.699 .0182 .0082 -I- .04 -I- 2.15 -I- 1.30 1.55 -I- -I- .013 -I- .00 .00 1- PIPE 119 F i 119 1 9I 1I 91 t 1 t I f I I I f l f i! I t) r) # I I I t I I 1 FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 15 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ A ++++++++ 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.1 Elev I Depth I Width IDia.-FTlor 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 Dp -I- -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I 6478.439 -I- I 1543.067 -I- 2.054 -I- 1545.122 -I- 47.60 -I- 9.23 -I- I 1.32 -I- I 1546.44 -I- .16 I 2.25 I 2.79 I 3.000 I I .000 .00 I 1 .0 2.608 .0182 .0073 .02 -I- 2.22 -I- 1.20 1.55 -I- -I- .013 -I- .00 .00 1- PIPE 6481.048 -I- I I 1543.115 -I- I 2.146 -I- I 1545.261 -I- I 47.60 -I- 8.80 -I- I 1.20 -I- I 1546.46 -I- .14 -I- I 2.25 I 2.71 I 3.000 I I .000 .00 I 1 .0 .842 .0182 .0065 .01 2.29 -I- 1.10 1.55 -I- -I- .013 -I- .00 .00 1- PIPE 6481.890 I I 1543.130 -I- I 2.247 -I- I 1545.376 -I- I 47.60 -I- 8.38 -I- I 1.09 -I- I 1546.47 .13 I 2.25 I 2.60 I 3.000 I I .000 .00 I 1 .0 -I- JUNCT STR .0200 .0038 -I- .01 -I- 2.37 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 6483.390 I I 1543.160 I 3.244 -I- I 1546.404 -I- I 25.90 -I- 3.66 I .21 I 1546.61 .00 I 1.64 I .00 I 3.000 I I .000 .00 I 1 .0 -I- 15.568 -I- .0184 -I- -I- .0015 -I- .02 -I- .00 -I- .00 1.10 -I- -I- .013 -I- .00 .00 1- PIPE 6498.958 I I 1543.447 I 3.000 I 1546.447 I 25.90 3.66 I .21 I 1546.66 3.00 I 1.64 I .00 I 3.000 I I .000 .00 I 1 .0 -I- 15.053 -I- .0184 -I- I -I- I -I- -I- -I- .0014 -I- .02 -I- 3.00 -I- .00 1.10 -I- -I- .013 -I- .00 .00 1- PIPE 6514.011 I I 1543.724 2.722 1546.446 I 25.90 3.84 I .23 I 1546.68 .02 I 1.64 I 1.74 I 3.000 I I .000 .00 I 1 .0 -I- 8.123 -I- .0184 -I- -I- -I- -I- -I- .0014 -I- .01 -I- 2.74 -I- .34 1.10 -I- -I- .013 -I- .00 .00 1- PIPE 6522.134 -I- I I 1543.874 -I- I 2.560 -I- I 1546.434 -I- I 25.90 4.03 I .25 I 1546.69 .02 I 1.64 I 2.12 I 3.000 I I .000 .00 I 1 .0 6.377 .0184 I I I I -I- I -I- -I- .0015 I -I- .01 -I- 2.58 -I- .41 1.10 -I- -I- .013 -I- .00 .00 1- PIPE 6528.512 -I- 1543.991 -I- 2.427 -I- 1546.419 -I- 25.90 -I- 4.23 -I- .28 I 1546.70 .03 I 1.64 I 2.36 I 3.000 I I .000 .00 I 1 .0 3.012 .0184 I I I I I -I- .0016 -I- .00 -I- 2.46 -I- .46 1.10 -I- -I- .013 -I- .00 .00 1- PIPE 6531.523 1544.047 2.362 1546.409 25.90 4.34 I .29 I 1546.70 .03 I 1.64 I 2.46 I 3.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 120 I [ 1 f 1 9 1 f i r I f 'I C) [ I [ I f I f I I t I t) f I t i t I f I t I FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 16 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 'Gime: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) ***#*k#k**k##k***************k****************#kk#kk#**#kk#k#*k##k*k**#k*****************k***********#k#*#*kk#kkk#*###*#*# LINE A ******** 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- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch *##******I*******k#I**#**************I********#Ikk##k#*I**k*k*kkk##k****I***************I********I*******I**#kkk*Ik*k#k I***k##k 6531.523 I I 1544.047 I 1.109 I 1545.156 I 25.90 10.91 I 1.85 I 1547.00 I .24 1.64 I 2.90 I 3.000 I I .000 .00 I 1 .0 -I- 1.796 -I- .0184 -I- -I- -I- -I- -I- .0178 -I- .03 -I- 1.35 -I- 2.12 -I- 1.10 -I- .013 -I- .00 .00 1- PIPE 6533.320 I I 1544.080 I 1.109 I 1545.189 I 25.90 10.91 I 1.85 I 1547.04 I .00 1.64 I 2.90 I 3.000 I I .000 .00 I 1 .0 TRANS STR .1475 .0118 .05 1.11 2.12 .013 .00 .00 PIPE 6537.320 I I 1544.670 I 1.735 I 1546.405 I 25.90 7.13 I .79 I 1547.19 I .00 1.73 I 2.30 I 2.500 I I .000 .00 I 1 .0 -I- 2.518 -I- .0030 -I- -I- -I- -I- -I- .0055 -I- .01 -I- 1.73 -I- 1.00 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE 6539.837 I I 1544.677 I 1.813 I 1546.490 I 25.90 6.79 I .72 I 1547.21 I .00 1.73 I 2.23 I 2.500 I I .000 .00 I 1 .0 -I- 10.107 -I- .0030 -I- -I- -I- -I- -I- .0049 -I- .05 -I- 1.81 -I- .92 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE 6549.945 I I 1544.707 I 1.898 I 1546.605 I 25.90 6.48 I .65 I 1547.26 I .00 1.73 I 2.14 I 2.500 I I .000 .00 I 1 .0 -I- 23.541 -I- .0030 -I- -I- -I- -I- -I- .0044 -I- .10 -I- 1.90 -I- .83 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE 6573.486 I I 1544.777 I 1.992 I 1546.769 I 25.90 6.18 I .59 I 1547.36 I .00 1.73 I 2.01 I 2.500 I I .000 .00 I 1 .0 -I- 49.375 -I- .0030 -I- -I- -I- -I- -I- .0040 -I- .20 -I- 1.99 -I- .75 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE 6622.860 I I 1544.923 I 2.098 I 1547.021 I 25.90 5.89 I .54 I 1547.56 I .00 1.73 I 1.84 I 2.500 I I .000 .00 I 1 .0 -I- 104.911 -I- .0030 -I- -I- -I- -I- -I- .0037 -I- .39 -I- 2.10 -I- .67 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE 6727.771 -I- I I 1545.234 -I- I 2.224 -I- I 1547.457 -I- I 25.90 -I- 5.61 -I- I .49 -I- I 1547.95 -I- I .00 1.73 I 1.57 I 2.500 I I .000 .00 I 1 .0 183.652 .0030 I I I I I .0035 I .64 -I- 2.22 -I- .58 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE 6911.423 1545.777 2.361 1548.137 25.90 5.39 .45 I 1548.59 I .00 1.73 I 1.15 I 2.500 I I .000 .00 I 1 C HYDRAULIC JUMP 121 - - - FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 17 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I -I- Elev I -I- (FT) I -I- Elev I -I- (CES) I -I- (FPS) -I- Head I -I- Grd.E1.1 -I- Elev -I- I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I 6911.423 I 1545.777 1.246 1547.023 25.90 10.60 I 1.74 I 1548.77 .00 I 1.73 I 2.50 I 2.500 I I .000 .00 I 1 .0 -I- 3.469 -I- .0030 -I- -I- -I- -I- -I- .0165 -I- .06 -I- 1.25 -I- 1.89 2.50 -I- -I- .013 -I- .00 .00 1- PIPE I 6914.893 I 1545.787 I 1.231 I 1547.018 I 25.90 10.76 I 1.80 I 1548.82 .00 I 1.73 I 2.50 I 2.500 I I .000 .00 I 1 .0 -I- 9.009 -I- .0030 -I- -I- -I- -I- -I- .0179 -I- .16 -I- 1.23 -I- 1.93 2.50 -I- -I- .013 -I- .00 .00 1- PIPE I 6923.902 I 1545.814 I 1.187 I 1547.000 I 25.90 11.28 I 1.98 I 1548.98 .00 I 1.73 I 2.50 I 2.500 I I .000 .00 I 1 .0 -I- 8.888 -I- .0030 -I- -I- -I- -I- -I- .0204 -I- .18 -I- 1.19 -I- 2.07 2.50 -I- -I- .013 -I- .00 .00 1- PIPE I 6932.790 I 1545.840 I 1.144 I 1546.984 I 25.90 11.83 I 2.17 I 1549.16 .00 I 1.73 I 2.49 I 2.500 I I .000 .00 I 1 .0 TRANS STR .1275 .0167 .07 1.14 2.22 .013 .00 .00 PIPE I 6936.790 I 1546.350 I 1.784 I 1548.134 I 25.90 8.75 I 1.19 I 1549.32 .00 I 1.78 I 1.24 I 2.000 I I .000 .00 I 1 .0 -I- 3.803 -I- .0030 -I- -I- -I- -I- -I- .0115 -I- .04 -I- 1.78 -I- 1.00 2.00 -I- -I- .013 -I- .00 .00 1- PIPE I 6940.593 1546.362 I I 1.925 I 1548.286 I 25.90 8.35 I 1.08 I 1549.37 .00 I 1.78 I .76 I 2.000 I I .000 .00 I 1 .0 -I- 5.545 -I- .0030 -I- -I- -I- -I- -I- .0119 -I- .07 -I- 1.92 -I- .73 2.00 -I- -I- .013 -I- .00 .00 1- PIPE I 6946.138 1546.378 I I 2.000 I 1548.378 I 25.90 8.24 I 1.06 I 1549.43 .00 I 1.78 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 66.382 -I- .0030 -I- -I- -I- -I- -I- .0127 -I- .84 -I- 2.00 -I- .00 2.00 -I- -I- .013 -I- .00 .00 1- PIPE I 7012.520 -I- 1546.580 -I- I I 2.669 -I- I 1549.249 -I- I 25.90 8.24 I 1.06 I 1550.30 .00 I 1.78 I .00 i 2.000 I I .000 .00 I 1 C JUNCT STR I .0033 I I I -I- -I- -I- .0090 -I- .03 -I- 2.67 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 7015.520 -I- 1546.590 -I- 3.784 -I- 1550.374 I 15.80 5.03 I .39 I 1550.77 .00 I 1.43 I .00 I 2.000 I I .000 .00 I 1 C 85.330 .0029 -I- -I- -I- -I- .0049 -I- .42 -I- 3.78 -I- .00 2.00 -I- -I- .013 -I- .00 .00 1- PIPE 122 FILE: a.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 18 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 8:55:59 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL (Q 100 into Channel) LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station -I- I Elev I -I- (FT) I Elev I -I- -I- (CFS) I (FPS) -I- Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I -I- I -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" -I- I X-Fa111 -I ZR (Type Ch I I I I I 7100.850 1546.840 3.950 1550.790 15.80 5.03 I .39 I 1551.18 .00 I 1.43 I .00 I 2.000 I i .000 .00 I 1 .0 TRANS STR .0025 I I I I I .0049 .02 3.95 .00 .013 .00 .00 PIPE 7104.850 -I- 1546.850 -I- 3.960 1550.810 -I- -I- 15.80 5.03 -I- -I- I .39 I 1551.20 .00 I 1.43 I .00 I 2.000 I I .000 .00 I 1 .0 35.350 .0031 I I I I I -I- .0049 -I- .17 -I- .00 .00 -I- -I- 2.00 -I- .013 -I- .00 .00 1- PIPE 7140.200 -I- 1546.960 -I- 4.078 1551.038 -I- -I- 15.80 5.03 -I- -I- I .39 I 1551.43 .00 I 1.43 I .00 I 2.000 I I .000 .00 I 1 .0 87.420 .0029 I I I I I -I- .0049 -I- .43 -I- 4.08 .00 -I- -I- 2.00 -I- .013 -I- .00 .00 1- PIPE 7227.620 -I- 1547.210 -I- 4.254 1551.464 -I- -I- 15.80 5.03 -I- -I- I .39 -I- I 1551.86 -I- .00 -I- I 1.43 I .00 -I- -I- I 2.000 -I- I I .000 -I- .00 I 1 .0 I- 123 rr r �r �r r rr rr rr r® r ® rr rr �r w FILE: sum-1.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 9- 1-1999 Time: 9:41: 3 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM HIGHLAND CHANNEL HEADING LINE NO 3 IS - LATERAL 1_ 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 104.240 1431.390 1 1436.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 107.000 1431.890 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 122.880 1434.760 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 122.880 1434.760 1 1434.760 124 ® ® ® mon an mm = m mm FILE: sum-1.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:41: 4 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL 1 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev -I- I (FT) I Elev I -I- -I- (CES) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthiFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Falls -I ZR (Type Ch I I I I I 104.240 -I- 1431.390 -I- 5.010 1436.400 -I- -I- 9.60 -I- 3.06 -I- I .14 -I- I 1436.55 .00 I 1.11 I .00 I 2.000 I I .000 .00 I 1 .0 2.760 .1812 I I I I I .0018 -I- .00 -I- 5.01 -I- .00 -I- .43 -I- .013 -I- .00 .00 1- PIPE 107.000 -I- 1431.890 -I- 4.515 1436.405 -I- -I- 9.60 -I- 3.06 -I- I .14 I 1436.55 .00 I 1.11 I .00 I 2.000 I I .000 .00 I 1 .0 14.056 .1807 I I I I I -I- .0018 -I- .03 -I- 4.51 -I- .00 -I- .43 -I- .013 -I- .00 .00 1- PIPE 121.056 -I- 1434.430 -I- 2.000 1436.430 -I- -I- 9.60 -I- 3.06 -I- I .14 I 1436.58 .00 I 1.11 I .00 I I 2.000 I .000 .00 I 1 .0 .949 .1807 I I I I I -I- .0017 -I- .00 -I- 2.00 -I- .00 -I- .43 -I- .013 -I- .00 .00 1- PIPE 122.005 -I- 1434.602 -I- 1.815 1436.416 -I- -I- 9.60 -I- 3.20 -I- I .16 I 1436.58 .00 I 1.11 I 1.16 I I 2.000 I .000 .00 t 1 .0 .512 .1807 I I I I I -I- .0016 -I- .00 -I- 1.81 -I- .35 -I- .43 -I- .013 -I- .00 .00 1- PIPE 122.517 -I- 1434.694 -I- 1.707 1436.401 -I- -I- 9.60 -I- 3.36 -I- I .18 I 1436.58 .00 I 1.11 I 1.41 I I 2.000 I .000 .00 I 1 .0 .363 .1807 I I I I I -I- .0018 -I- .00 -I- 1.71 -I- .42 -I- .43 -I- .013 -I- .00 .00 1- PIPE 122.880 -I- 1434.760 -I- 1.627 1436.387 -I- -I- 9.60 -I- 3.51 -I- I .19 -I- I 1436.58 -I- .00 -I- I 1.11 -I- I 1.56 -I- I I 2.000 -I- I .000 -I- .00 i 1 I- .0 125 [ i f i t l 9 1 E t 91 f 1 f I f 1 t 1 E 1 f l f I [ 1 [ 1 t 1 [ 1 t 1 t 1 FILE: sum-2.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 9- 1-1999 Time: 9:41:19 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM HIGHLAND CHANNEL HEADING LINE NO 3 IS - LATERAL A-2_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 104.240 1431.360 1 1435.940 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 107.000 1431.630 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 139.330 1434.780 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 139.330 1434.780 1 1434.780 126 C l j ! 1[ l t l C l i) [ i t 1 i 1 t 1 t 1 t 1 E 1 FILE: sum-2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:41:21 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-2 I Invert I Depth I Water I Q 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.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -f- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I I I 104.240 -I- 1431.360 -I- 4.580 1435.940 -I- -I- 9.60 -I- 3.06 -I- .14 -I- I 1436.08 .00 I 1.11 I .00 I 2.000 I I .000 .00 I 1 .0 2.760 .0978 .0018 -I- .00 -I- 4.58 -I- .00 -I- .50 -I- .013 -I- .00 .00 1- PIPE 107.000 -I- I I 1431.630 -I- I I 4.315 1435.945 -I- -I- I 9.60 -I- 3.06 -I- I .14 -I- I 1436.09 -I- .00 I 1.11 I .00 I 2.000 I I .000 .00 I 1 .0 24.206 .0974 I I .0018 .04 -I- 4.31 -I- .00 -I- .50 -I- .013 -I- .00 .00 1- PIPE 131.206 -I- I 1433.989 -I- I 2.000 1435.989 -I- -I- I 9.60 -I- 3.06 -I- I .14 I 1436.13 .00 I 1.11 I .00 I 2.000 I I .000 .00 I 1 .0 1.774 .0974 -I- .0017 -I- .00 -I- 2.00 -I- .00 -I- .50 -I- .013 -I- .00 .00 I- PIPE 132.980 -I- 1434.161 -I- 1.815 1435.976 -I- -I- 9.60 -I- 3.20 -I- .16 -I- 1436.14 .00 1.11 1.16 2.000 .000 .00 1 .0 .958 .0974 I I I .0016 -I- .00 -I- 1.81 -I- .35 -I- .50 -I- .013 -I- .00 .00 1- PIPE 133.938 -I- 1434.255 -I- I 1.707 1435.962 -I- -t- I 9.60 -I- 3.36 -I- I .18 I 1436.14 .00 I 1.11 I 1.41 I 2.000 I I .000 .00 I 1 .0 .745 .0974 I I I I -I- .0018 -I- .00 -I- 1.71 -I- .42 -I- .50 -I- .013 -I- .00 .00 1- PIPE 134.683 -I- 1434.327 -I- 1.618 1435.945 -I- -I- I 9.60 -I- 3.53 -I- I .19 -I- I 1436.14 .00 I 1.11 I 1.57 I 2.000 I I .000 .00 I 1 .0 .613 .0974 I I I I I .0019 -I- .00 -I- 1.62 -I- .47 -I- .50 -I- .013 -I- .00 .00 1- PIPE 135.295 -I- 1434.387 -I- 1.540 1435.927 -I- -I- 9.60 -I- 3.70 -I- I .21 -I- I 1436.14 .00 I 1.11 I 1.68 I 2.000 I I .000 .00 I 1 .0 .015 .0974 I I I I I .0020 I -I- .00 -I- 1.54 -I- .52 -I- .50 -I- .013 -I- .00 .00 1- PIPE 135.311 1434.388 1.540 1435.929 9.60 3.70 .21 I 1436.14 .00 I 1.11 I 1.68 I 2.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 135.311 -I- I I 1434.388 -I- I I .766 1435.154 -I- -I- I 9.60 -I- 8.67 -I- I 1.17 -I- I 1436.32 .00 I 1.11 I 1.94 I 2.000 I I .000 .00 I 1 .0 .538 .0974 .0175 -I- .01 -I- .77 -I- 2.03 -I- .50 -I- .013 -I- .00 .00 1- PIPE 127 f 1 r 1 I ff`I E` I F-1 r l [_1 F i r._ I [ - l r 1 r 1 V7 Ir'] r l t r 1 9 1 FILE: sum-2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:41:21 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ I Invert I Depth 1 Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 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- L/Elem 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) -I ZR (Type Ch I I I I I I I I I I 135.849 I 1434.441 I .794 I 1435.234 9.60 -I- 8.27 -I- 1.06 -I- 1436.30 -I- .00 -I- 1.11 -i- 1.96 -I- 2.000 -I- .000 -I- .00 1 .0 -I- .823 -I- .0974 -I- -I- .0153 .01 .79 1.89 .50 .013 .00 .00 1- PIPE I 136.672 I 1434.521 I .823 I 1435.344 I 9.60 -I- 7.88 -I- I .96 -I- I 1436.31 -I- I .00 -I- 1.11 -I- I 1.97 -I- I 2.000 -I- I I .000 -I- .00 I 1 .0 -I- .686 -I- .0974 -I- -I- .0134 .01 .82 1.77 .50 .013 .00 .00 1- PIPE I 137.357 I 1434.588 I .853 I 1435.440 I 9.60 7.52 I .88 I 1436.32 -I- I .00 1.11 -I- I 1.98 I 2.000 I I .000 .00 I 1 .0 -I- .563 -I- .0974 -I- -I- -I- -I- -I- .0118 .01 -I- .85 1.65 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 137.921 I 1434.643 I .884 I 1435.527 I 9.60 7.17 I .80 I 1436.32 I .00 1.11 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- .456 -I- .0974 -I- -I- -I- -I- -I- .0104 -I- .00 -I- .88 -I- 1.54 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 138.376 1434.687 I I .917 I 1435.604 I 9.60 6.83 I .72 I 1436.33 I .00 1.11 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- .357 -I- .0974 -I- -I- -I- -I- -I- .0091 -I- .00 -I- .92 -I- 1.43 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 138.733 1434.722 I I .951 I 1435.673 I 9.60 6.51 I .66 I 1436.33 I .00 1.11 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- .267 -I- .0974 -I- -I- -I- -I- -I- .0080 -I- .00 -I- .95 -I- 1.34 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 139.000 1434.748 I .987 I I 1435.735 I 9.60 6.21 I .60 I 1436.33 I .00 1.11 I 2.00 I 2.000 I I .000 .00 I 1 C -I- .185 -I- .0974 -I- -I- -I- -I- -I- .0071 -I- .00 -I- .99 -I- 1.24 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 139.186 1434.766 I 1.025 I I 1435.791 I 9.60 5.92 .54 I I 1436.34 I .00 1.11 I 2.00 I 2.000 I I .000 .00 I 1 C -I- .109 -I- .0974 -I- -I- -I- -I- -I- .0062 -I- .00 -I- 1.03 -I- 1.16 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 139.294 1434.776 I 1.065 I I 1435.841 I 9.60 5.65 .50 I I 1436.34 I .00 1.11 I 2.00 I 2.000 I I .000 .00 I 1 C -I- .036 -I- .0974 -I- -I- -I- -I- -I- .0055 -I- .00 -I- 1.06 -I- 1.08 -I- .50 -I- .013 -I- .00 .00 1- PIPE 128 f i i 1 i"�i ir i w i f*i it - i I I F t [ 1 11 [ 1 11 U`i f i I' 1 I' 1 f ) 1 FILE: sum-2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:41:21 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-2 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- L/Elem ICh Slope I -I- -I- -I- I I I -I- -I- SF Avel -I- -I- -I- -I- -I- -I- HF ISE DpthlFroude NINorm Dp I ;'N" I X -Fall) -I ZR IType Ch I I 139.330 1434.780 -I- -I- I I I 1.107 1435.887 9.60 -l- -I- -I- 5.38 -I- I .45 -I- I I I I I I 1436.34 .00 1.11 1.99 2.000 .000 -I- -I- -I- -I- -I- -I- .00 I 1 .0 I- 129 [ 1 f E I r I F'I r I ff'A T I VI r I u i r I i I f - l u I t I 0 1 9 1 U I FILE: sum-3.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 9- 1-1999 Time: 9:41:29 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM HIGHLAND CHANNEL HEADING LINE NO 3 IS - LATERAL A-3_ 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 104.240 1431.480 1 1437.780 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 107.000 1431.940 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 122.880 1434.620 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 122.880 1434.620 1 1434.620 130 t I [ I I"I [ 1 9 1 r_ I i i f I f I f I u 1 r-1 I I r T I C 1 I I t I I I I i FILE: sum-3.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:41:30 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-3 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase 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 ISE -I- -I- DpthlFroude NINorm -I- Dp -I- I "N" -I- I X-Fa111 ZR -I (Type Ch I I I I I I I I I I 104.240 I I 1431.480 I 6.300 1437.780 15.90 5.06 -I- .40 -I- 1438.18 -I- .00 1.44 -I- -I- .00 -I- 2.000 -I- .000 -I- .00 1 .0 -I- 2.760 -I- .1667 -I- -I- -I- .0049 .01 6.30 .00 .56 .013 .00 .00 1- PIPE 107.000 I I 1431.940 I I I 5.854 1437.794 15.90 -I- 5.06 -I- I .40 -I- I 1438.19 -I- I .00 1.44 -I- -I- I .00 -I- I 2.000 -I- I I .000 -I- .00 I 1 .0 1- -I- 15.880 -I- .1688 -I- -I- .0049 .08 5.85 .00 .56 .013 .00 .00 PIPE 122.880 -I- I I 1434.620 -I- I I I 3.252 1437.872 15.90 -I- -I- -I- 5.06 -I- I .40 -I- I 1438.27 -I- I .00 1.44 -I- -I- I .00 -I- I 2.000 -I- I I .000 -I- .00 I 1 .0 I- 131 r i k I I I f ",1 9 1 r I i .t v .;1 I x f.-1 11 F 1 1.._ 1 4 1 1 1 1 1 t 1 a! I I FILE: sum-4.WSW W S P G W - EDIT LISTING - Version 12.7 1 Date: 9- 1-1999 Time: 9:41:38 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM HIGHLAND CHANNEL HEADING LINE NO 3 IS - -9W LATERAL —A -4— W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 104.240 1431.450 1 1437.200 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 107.000 1431.780 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 139.330 1435.620 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 139.330 1435.620 1 1435.620 132 [ 1 - 1 If I f 1 f' 4 r I t 1 I t r I r-- 1 f t f I !.. I t 1 t 1 t I f 1 If 1 t 1 FILE: sum-4.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:41:39 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A -4 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- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I I I I 104.240 I I 1431.450 5.750 1437.200 15.90 5.06 .40 1437.60 .00 I 1.44 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 2.760 -I- .1196 -I- -I- -I- -I- -I- .0049 -I- .01 -I- 5.75 -I- .00 -I- .61 -I- .013 -I- .00 .00 1- PIPE 107.000 I I 1431.780 I I 5.434 1437.214 I 15.90 5.06 I .40 -I- I 1437.61 .00 I 1.44 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 30.163 -I- .1188 -I- -I- -I- -I- .0049 -I- .15 -I- 5.43 -I- .00 -I- .61 -I- .013 -I- .00 .00 1- PIPE 137.163 I I 1435.363 I I 2.000 1437.363 I 15.90 5.06 I .40 I 1437.76 .00 I 1.44 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 1.266 -I- .1188 -I- -I- -I- -I- -I- .0046 -I- .01 -I- 2.00 -I- .00 -I- .61 -I- .013 -I- .00 .00 1- PIPE 138.429 I I 1435.513 I I 1.815 1437.328 I 15.90 5.31 I .44 I 1437.77 .00 I 1.44 I 1.16 I 2.000 I I .000 .00 I 1 .0 -I- .559 -I- .1188 -I- -I- -I- -I- -I- .0045 -I- .00 -I- 1.81 -i- .58 -I- .61 -I- .013 -I- .00 .00 1- PIPE 138.989 I I 1435.579 I I 1.707 1437.286 I 15.90 5.57 I .48 I 1437.77 .00 I 1.44 I 1.41 I 2.000 I I .000 .00 I 1 .0 -I- .341 -I- .1188 -I- -I- -I- -i- -I- .0048 -I- .00 -I- 1.71 -I- .69 -I- .61 -I- .013 -I- .00 .00 1- PIPE 139.330 -I- I I 1435.620 -I- I I 1.623 1437.243 -I- -I- I 15.90 -I- 5.82 -I- I .53 -I- I 1437.77 -I- .00 -I- I 1.44 -I- I 1.56 -I- I 2.000 -I- I I .000 -I- .00 I 1 C I- 133 [ l[ 1 [ I f I #'I r,i FILE: sum-5.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 9- 1-1999 Time: 9:41:51 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM HIGHLAND CHANNEL HEADING LINE NO 3 IS - LATERAL _A-5_ 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 103.890 1432.130 1 1441.360 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 107.890 1433.330 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 122.830 1438.090 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 122.830 1438.090 1 1438.090 134 f I k l f i f I [aI [ I If i t1[ l f 1 f t f 1 II VI It ? t 3 f t t I t I FILE: sum-5.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:41:53 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-5 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station -I- I Elev -I- I (FT) I Elev I -I- -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.E1.1 -I- Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X-Fa111 ZR -I (Type Ch 103.890 -I- 1432.130 -I- 9.230 1441.360 -I- -I- 22.00 -I- 7.00 -I- .76 -I- 1442.12 -I- .00 1.68 .00 2.000 .000 .00 1 .0 4.000 .3000 .0095 .04 -I- 9.23 -I- .00 -I- .57 -I- .013 -I- .00 .00 1- PIPE 107.890 -I- I 1433.330 -I- I I I 8.068 1441.398 -I- -I- I 22.00 -I- 7.00 -I- I .76 -I- I 1442.16 -I- .00 I 1.68 I .00 I 2.000 i I .000 .00 I 1 .0 14.940 .3186 I .0095 .14 -I- 8.07 -I- .00 -I- .56 -I- .013 -I- .00 .00 1- PIPE 122.830 -I- I 1438.090 -I- I I 3.449 1441.539 -I- -I- I 22.00 -I- 7.00 -I- I .76 -I- I 1442.30 -I- .00 -I- I 1.68 -I- I .00 -I- I 2.000 -I- I I .000 -I- .00 I 1 .0 I- 135 11 t t I I * t f r r 1 t 1 t 1 t.1 t i t t t 1# I# t[ t 1 t t 1 t 1 i 1 FILE: sum-6.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 9- 1-1999 Time: 9:48:49 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM HIGHLAND CHANNEL HEADING LINE NO 3 IS - LATERAL —A -6— 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 103.890 1433.230 1 1440.760 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 116.240 1436.810 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 139.380 1441.100 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 139.380 1441.100 1 1441.100 136 I 1 [ 1 f I If 1 f t f 1 f 1 # i 11 t 1 1 1 1 1 f 1 f 1 f 1 t". 1 t 1 f 1 t 1 FILE: sum-6.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:48:50 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-6 I Invert I Depth I Water 1 Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station 1 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 ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X-Fa11I -I ZR (Type Ch I I I I I I I I I 103.890 I 1433.230 I 7.530 I 1440.760 I 22.00 7.00 -I- .76 -I- 1441.52 -I- .00 -I- 1.68 -I- .00 2.000 -I- -I- .000 -I- .00 1 .0 1- -I- 12.350 -I- .2899 -I- -I- -I- .0095 .12 7.53 .00 .58 .013 I .00 I I .00 PIPE I I 116.240 I 1436.810 I 4.067 I 1440.877 I 22.00 7.00 -I- I .76 -I- I 1441.64 -I- .00 -I- I I 1.68 -I- .00 2.000 -I- -I- .000 -I- .00 1 .0 1- -I- 4.093 -I- .1854 -I- -I- -I- .0095 .04 4.07 .00 .65 .013 .00 .00 PIPE I 120.333 I 1437.569 I 3.346 I 1440.915 I 22.00 7.00 I .76 I 1441.68 .00 I I 1.68 .00 I 2.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP I 120.333 I 1437.569 I .854 I 1438.423 I 22.00 17.19 I 4.59 I 1443.01 .00 I 1.68 I 1.98 I 2.000 I I .000 .00 I 1 .0 -I- 1.336 -I- .1854 -I- -I- -I- -I- -I- .0637 -I- .09 -I- .85 -I- 3.77 .65 -I- -I- .013 -I- .00 .00 1- PIPE I 121.669 I 1437.816 I .869 I 1438.686 I 22.00 16.79 I 4.38 I 1443.06 .00 I 1.68 I 1.98 I 2.000 I I .000 .00 I 1 .0 -I- 2.870 -I- .1854 -I- -I- -I- -I- -I- .0579 -I- .17 -I- .87 -I- 3.64 .65 -I- -I- .013 -I- .00 .00 1- PIPE I 124.540 1438.349 I I .901 I 1439.250 I 22.00 16.01 I 3.98 I 1443.23 .00 I 1.68 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- 2.441 -I- .1854 -I- -I- -I- -I- -I- .0509 -I- .12 -I- .90 -I- 3.40 .65 -I- -I- .013 -I- .00 .00 1- PIPE 126.980 I 1438.801 I I .935 I 1439.736 I 22.00 15.27 3.62 I I 1443.35 .00 I 1.68 I 2.00 I 2.000 I .000 I .00 I 1 .0 -I- 2.090 -I- .1854 -I- -I- -I- -I- -I- .0448 -I- .09 -I- .94 -I- 3.17 .65 -I- -I- .013 -I- .00 .00 1- PIPE 129.070 I 1439.188 I I .970 1440.159 I I 22.00 14.56 3.29 I I 1443.45 .00 I 1.68 I 2.00 I 2.000 I .000 I .00 I 1 C -I- 1.796 -I- .1854 -I- -I- -I- -I- -I- .0394 -I- .07 -I- .97 -I- 2.95 .65 -I- -I- .013 -I- .00 .00 1- PIPE 130.866 I 1439.521 I I 1.007 1440.529 I I 22.00 13.88 2.99 I I 14.43.52 .00 I 1.68 I 2.00 I 2.000 I .000 I .00 I 1 C -I- 1.548 -I- .1854 -I- -I- -I- -I- -I- .0347 -I- .05 -I- 1.01 -I- 2.75 .65 -I- -I- .013 -I- .00 .00 1- PIPE 137 t I [ 1 r l f I f 1 9 1 9 1 1 1 t 1 4 1 1 1 f 1 # ,I t i >t I I 1 f i[ i I I FILE: sum-6.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:48:50 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-6 I Invert 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.E1.1 Elev I Depth I Width -I- IDia.-FTIor -I- I.D.I -I- ZL -I IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- -I- DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I 132.414 I 1439.808 I 1.046 I 1440.854 I 22.00 13.23 -I- 2.72 -I- 1443.57 -I- .00 -I- 1.68 -I- 2.00 -I- 2.000 -I- .000 -I- .00 1 .0 1- -I- 1.335 -I- .1854 -I- -I- -I- .0306 .04 1.05 I 2.56 I .65 .013 I I .00 I .00 PIPE I I 133.748 I 1440.056 I 1.087 I 1441.142 I 22.00 12.62 -I- I 2.47 -I- I 1443.61 -I- .00 -I- 1.68 -I- 1.99 -I- 2.000 -I- .000 -I- .00 1 .0 1- -I- 1.148 -I- .1854 -I- -I- -I- .0270 .03 1.09 2.38 .65 .013 I .00 I I .00 PIPE I I 134.897 I 1440.269 I 1.129 I 1441.398 I 22.00 12.03 I 2.25 I 1443.65 I .00 -I- 1.68 -I- I 1.98 -I- 2.000 -I- .000 -I- .00 1 .0 1- -I- .985 -I- .1854 -I- -I- -I- -I- -I- .0239 -I- .02 1.13 2.21 .65 .013 .00 I .00 PIPE I I 135.881 I 1440.451 I 1.175 I 1441.626 I 22.00 11.47 I 2.04 I 1443.67 I .00 1.68 I 1.97 I 2.000 -I- I .000 -I- .00 1 .0 -I- .839 -I- .1854 -I- -I- -I- -I- -I- .0211 -I- .02 -I- 1.17 I -I- 2.05 -I- .65 I .013 I .00 I I .00 1- PIPE I I 136.721 I 1440.607 I 1.222 I 1441.829 I 22.00 10.94 I 1.86 I 1443.69 .00 -I- 1.68 -I- 1.95 -I- 2.000 -I- .000 -I- .00 1 .0 1- -I- .709 -I- .1854 -I- -I- -I- -I- -I- .0187 -I- .01 1.22 1.90 .65 .013 .00 .00 PIPE I 137.429 I 1440.738 I 1.273 I 1442.011 I 22.00 10.43 1.69 I I 1443.70 I .00 1.68 I 1.92 I 2.000 I I .000 .00 I 1 .0 -I- .590 -I- .1854 -I- -I- -I- -I- -I- .0166 -I- .01 -I- 1.27 -I- 1.75 -I- .65 -I- .013 -I- .00 I .00 1- PIPE I I 138.019 I 1440.848 I 1.327 I 1442.175 I 22.00 9.94 1.53 I I 1443.71 I .00 1.68 I 1.89 I 2.000 I .000 .00 1 .0 -I- .479 -I- .1854 -I- -I- -I- -I- -I- .0147 -I- .01 -I- 1.33 -I- 1.62 -I- .65 -I- .013 -I- .00 .00 1- PIPE I 138.498 I 1440.936 I 1.385 1442.321 I I 22.00 9.48 1.40 I I 1443.72 -I- I .00 -I- 1.68 -I- I 1.85 I 2.000 -I- -I- I I .000 -I- .00 I 1 .0 -I- .375 -I- .1854 -I- -I- -I- -I- -I- .0131 .00 1.38 1.49 .65 .013 .00 .00 1- PIPE I 138.873 I 1441.006 I 1.447 1442.453 I I 22.00 9.04 1.27 I I 1443.72 I .00 1.68 I 1.79 I 2.000 I .000 I .00 I 1 .0 -I- .274 -I- .1854 -I- -I- -I- -I- -I- .0118 -I- .00 -I- 1.45 -I- 1.37 .65 -I- -I- .013 -I- .00 .00 1- PIPE 138 t i f f f l C f! f [ l i f I It I FILE: sum-6.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 1-1999 Time: 9:48:50 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-6 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- -I- L/Elem ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- -I- I "N" I X -Fall) ZR -I (Type Ch I I 139.146 1441.057 I I 1.515 1442.571 I 22.00 I 8.62 1.15 I 1443.72 .00 I I 1.68 1.71 I I I 2.000 .000 .00 I 1 .0 -I- -I- .172 .1854 -I- -I- -I- -I- -I- .0106 -I- -I- .00 1.51 -I- 1.24 -I- .65 -I- -I- .013 .00 .00 1- PIPE I I 139.318 1441.089 I I 1.590 1442.678 I 22.00 -I- I 8.22 1.05 -I- -I- I 1443.73 .00 -I- -I- I I 1.68 -I- 1.62 -I- I I I 2.000 .000 -I- -I- .00 I 1 .0 -I- -I- .062 .1854 -I- -I- .0096 .00 1.59 1.12 .65 .013 .00 .00 1- PIPE I I 139.380 1441.100 -I- -I- I I 1.675 1442.775 -I- -I- I 22.00 -I- I 7.83 .95 -I- -I- I 1443.73 .00 -I- -I- I I 1.68 -I- 1.48 -I- I I I 2.000 .000 -I- -I- .00 I 1 .0 I- 139 I f i f 1 g, 1 FILE: sum-7.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time:ll: 7:31 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM HIGHLAND CHANNEL HEADING LINE NO 3 IS - LATERAL A-7_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 103.540 1456.810 1 1457.750 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 107.540 1456.810 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 122.830 1457.000 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 122.830 1457.000 1 1457.000 140 f I t I f I f I f i f I t 1 f l f f f l t t f 1 f l f I f) f l f I f i f i FILE: sum-7.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole 6 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:ll: 7:32 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM HIGHLAND CHANNEL LATERAL A-7 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 -I- (FPS) -I- Head I -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 SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR IType Ch I I 103.540 I I 1456.810 I I 1.389 1458.199 14.30 8.37 1.09 I 1459.29 .00 I 1.39 I .79 I 1.500 I I .000 .00 I 1 .0 -I- .859 -I- .0000 -I- -I- -I- -I- -I- .0162 -I- .01 -I- 1.39 -I- 1.00 -I- .00 -I- .013 -I- .00 .00 1- PIPE 104.399 I I 1456.810 I I 1.458 1458.269 I 14.30 8.16 I 1.03 I 1459.30 .00 I 1.39 i .49 I 1.500 I I .000 .00 I 1 .0 -I- 1.483 -I- .0000 -I- -I- -I- -I- -I- .0172 -I- .03 -I- 1.46 -I- .76 -I- .00 -I- .013 -I- .00 .00 1- PIPE 105.882 I I 1456.810 I I 1.500 1458.310 I 14.30 8.09 I 1.02 I 1459.33 .00 I 1.39 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 1.658 -I- .0000 -I- -I- -I- -I- -I- .0183 -I- .03 -I- 1.50 -I- .00 -I- .00 -I- .013 -I- .00 .00 1- PIPE 107.540 I I 1456.810 I I 1.531 1458.341 I 14.30 8.09 1.02 I I 1459.36 .00 I 1.39 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 15.290 -I- .0124 -I- -I- -I- -I- -I- .0185 -I- .28 -I- 1.53 -I- .00 -I- 1.50 -I- .013 -I- .00 .00 1- PIPE 122.830 -I- I 1457.000 -I- I I I 1.624 1458.624 -I- -I- I 14.30 -I- 8.09 -I- 1.02 -I- I I 1459.64 -I- .00 -I- I 1.39 -I- I .00 -I- I 1.500 -I- I I .000 -I- .00 I 1 .0 I- 141 FILE: a1.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time:11:34:54 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT HEADING LINE NO 3 IS - LATERAL A-1_ 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 1004.640 1471.450 1 1475.980 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1010.000 1472.490 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 1027.860 1475.960 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1027.860 1475.960 1 1475.960 142 If 1 t 1 ( 1 C) f l f 1 f) t l C l r) 11 f l t l t 1 t) t 1 1" 1 9 1 t 1 FILE: al.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:11:34:55 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT LATERAL A-1 I 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.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" I -I- X -Fall) -I ZR (Type Ch I I I I I I I I I I I 1004.640 I 1471.450 I 4.530 1475.980 14.20 8.04 -I- 1.00 -I- 1476.98 -I- .00 -I- 1.39 .00 1.500 -I- .000 -I- .00 1 .0 -I- 5.360 -I- .1940 -I- -I- -I- .0183 .10 4.53 -I- .00 .57 -I- .013 .00 .00 1- PIPE I 1010.000 I 1472.490 I 3.588 I 1476.078 I 14.20 8.04 I 1.00 I 1477.08 .00 I I 1.39 .00 I I 1.500 I .000 .00 I 1 .0 4.676 .1943 .0183 .09 3.59 .00 .57 .013 .00 .00 PIPE I 1014.676 I 1473.399 I 2.763 I 1476.162 I 14.20 8.04 I 1.00 I 1477.16 .00 I I 1.39 .00 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP I 1014.676 1473.399 I I .773 I 1474.171 I 14.20 15.47 I 3.72 I 1477.89 .00 I I 1.39 1.50 I I 1.500 I .000 .00 I 1 .0 -I- 2.163 -I- .1943 -I- -I- -I- -I- -I- .0622 -I- .13 -I- .77 -I- 3.48 .57 -I- -I- .013 -I- .00 .00 1- PIPE I 1016.840 1473.819 I I .803 I 1474.622 I 14.20 14.75 I 3.38 I 1478.00 .00 I 1.39 I 1.50 I I 1.500 I .000 .00 I 1 .0 -I- 1.976 -I- .1943 -I- -I- -I- -I- -I- .0548 -I- .11 -I- .80 -I- 3.24 .57 -I- -I- .013 -I- .00 .00 1- PIPE I 1018.816 1474.203 I I .834 I 1475.037 I 14.20 14.06 I 3.07 I 1478.11 .00 I 1.39 I 1.49 I I 1.500 I .000 .00 I 1 .0 -I- 1.687 -I- .1943 -I- -I- -I- -I- -I- .0484 -I- .08 -I- .83 -I- 3.01 .57 -I- -I- .013 -I- .00 .00 1- PIPE I 1020.503 1474.531 I I .867 I 1475.398 I 14.20 13.41 I 2.79 I 1478.19 .00 I 1.39 I 1.48 I 1.500 I .000 I .00 I 1 .0 -I- 1.444 -I- .1943 -I- -I- -I- -I- -I- .0428 -I- .06 -I- .87 -I- 2.80 .57 -I- -I- .013 -I- .00 .00 1- PIPE 1021.947 I 1474.811 I I .902 I 1475.714 I 14.20 12.79 I 2.54 I 1478.25 .00 I 1.39 I 1.47 I 1.500 I .000 I .00 I 1 C -I- 1.238 -I- .1943 -I- -I- -I- -I- -I- .0379 -I- .05 -I- .90 -I- 2.59 .57 -I- -I- .013 -I- .00 .00 1- PIPE 1023.185 I 1475.052 I I .940 I 1475.991 I 14.20 12.19 2.31 I I 1478.30 .00 I 1.39 I 1.45 I 1.500 I .000 I .00 I 1 C -I- 1.060 -I- .1943 -I- -I- -I- -I- -I- .0336 -I- .04 -i- .94 -I- 2.40 .57 -I- -I- .013 -I- .00 .00 1- PIPE 143 [ 1 ( 1 f 1 9 1 E l t 1 C 1 1' 1 t 1 C i t 1 1 It -1 t) f) 9 l f 1 t 1 f 1 FILE: al.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 time:11:34:55 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT LATERAL A-1 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase 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 ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X-Fa111 -I ZR (Type Ch I I I I I I I I I I 1024.244 I I 1475.258 I .979 1476.237 14.20 11.62 2.10 -I- 1478.33 -I- .00 -I- 1.39 -I- 1.43 -I- 1.500 -I- .000 -I- .00 1 .0 -I- .904 -I- .1943 -I- -I- -I- -I- .0298 .03 .98 2.21 .57 .013 .00 .00 1- PIPE 1025.148 I I 1475.433 I 1.021 I 1476.454 I 14.20 11.08 -I- I 1.91 -I- I 1478.36 -I- .00 -I- I I 1.39 1.40 -I- I I 1.500 -I- I .000 .00 I 1 .0 -I- .763 -I- .1943 -I- -I- -I- .0266 .02 1.02 -I- 2.04 .57 .013 -I- .00 .00 1- PIPE 1025.911 I I 1475.581 I 1.067 I 1476.648 I 14.20 10.57 I 1.73 I 1478.38 .00 I I 1.39 1.36 I I 1.500 I .000 .00 I 1 .0 -I- .636 -I- .1943 -I- -I- -I- -I- -I- .0237 -I- .02 -I- 1.07 -I- 1.87 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1026.547 I 1475.705 I I 1.116 I 1476.821 I 14.20 10.07 I 1.58 I 1478.40 .00 I 1.39 I 1.31 I 1.500 I I .000 .00 I 1 .0 -I- .517 -I- .1943 -I- -I- -I- -I- -I- .0213 -I- .01 -I- 1.12 -I- 1.71 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1027.064 I 1475.805 I I 1.169 I 1476.975 I 14.20 9.61 I 1.43 I 1478.41 .00 I 1.39 I 1.24 I 1.500 I I .000 .00 I 1 .0 -I- .400 -I- .1943 -I- -I- -I- -I- -I- .0192 -I- .01 -I- 1.17 -I- 1.55 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1027.464 I 1475.883 I I 1.230 I 1477.113 I 14.20 9.16 I 1.30 I 1478.42 .00 I 1.39 I 1.15 I 1.500 I I .000 .00 I 1 .0 -I- .277 -I- .1943 -I- -I- -I- -I- -I- .0175 -I- .00 -I- 1.23 -I- 1.39 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1027.742 I 1475.937 I I 1.299 I 1477.236 I 14.20 8.73 I 1.18 I 1478.42 .00 I 1.39 I 1.02 I 1.500 I I .000 .00 I 1 .0 -I- .118 -I- .1943 -I- -I- -I- -I- -I- .0163 -I- .00 -I- 1.30 -I- 1.22 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1027.860 -I- I 1475.960 -I- I I 1.387 -I- i 1477.347 -I- I 14.20 -I- 8.32 -I- 1.08 -I- I I 1478.42 -I- .00 -I- I 1.39 -I- I .79 -I- I 1.500 -I- I I .000 -I- .00 I 1 .0 I- 144 f 1 f 1 f 1 fi f1 f 1 f l f 1 f i t 1 t 3 f 1 f I [ t f) r 3 f) f) f l FILE: a2.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time:11:35: 5 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT HEADING LINE NO 3 IS - LATERAL A -2 — 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 103.530 1471.350 1 1475.730 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 110.000 1472.190 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 137.460 1475.740 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 137.460 1475.740 1 1475.740 145 t 1 t l t.I t I t. I t)[ 1 t 3 t FILE: a2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:11:35: 7 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT LATERAL A-2 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase 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 ICh -I- 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 (Type Ch I I I I I I I 103.530 1471.350 -I- 4.380 -I- 1475.730 -I- 8.10 -I- 4.58 -I- .33 -I- 1476.06 .00 I 1.10 I .00 I I 1.500 I .000 .00 I 1 .0 -I- 6.470 .1298 .0059 -I- .04 -I- 4.38 -I- .00 -I- .47 -I- .013 -I- .00 .00 1- PIPE I 110.000 -I- I 1472.190 -I- I 3.579 -I- I 1475.768 -I- I 8.10 -I- 4.58 -I- I .33 -I- I 1476.09 -I- .00 I 1.10 I .00 I I 1.500 I .000 .00 I 1 .0 13.121 .1293 .0059 .08 -I- 3.58 -I- .00 -I- .47 -I- .013 -I- .00 .00 1- PIPE I 123.121 I 1473.886 I 1.960 I 1475.846 I 8.10 4.58 I .33 I 1476.17 .00 I 1.10 I .00 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP I 123.121 1473.886 I I .592 -I- I 1474.479 -I- I 8.10 -I- 12.48 I 2.42 I 1476.90 .00 I 1.10 I 1.47 I I 1.500 I .000 .00 I 1 .0 -I- 2.372 -I- .1293 -I- -I- .0515 -I- .12 -I- .59 -I- 3.31 -I- .47 -I- .013 -I- .00 .00 1- PIPE I 125.493 1474.193 I I .614 I 1474.807 I 8.10 11.90 I 2.20 I 1477.01 .00 I 1.10 I 1.48 I 1.500 I I .000 .00 i 1 .0 -I- 2.114 -I- .1293 -I- -I- -I- -I- -I- .0452 -I- .10 -I- .61 -I- 3.09 -I- .47 -I- .013 -I- .00 .00 1- PIPE I 127.606 1474.466 I I .636 -I- I 1475.103 -I- I 8.10 -I- 11.35 I 2.00 I 1477.10 .00 I 1.10 I 1.48 I 1.500 I I .000 .00 I 1 .0 -I- 1.768 -I- .1293 -I- -I- .0397 -I- .07 -I- .64 -I- 2.88 -I- .47 -I- .013 -I- .00 .00 1- PIPE 129.375 I 1474.695 I I .660 I 1475.355 I 8.10 10.82 I 1.82 I 1477.17 .00 I 1.10 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- 1.492 -I- .1293 -I- -I- I -I- -I- -I- .0349 -I- .05 -I- .66 -I- 2.69 -I- .47 -I- .013 -I- .00 .00 1- PIPE 130.867 -I- I 1474.888 I I .684 -I- 1475.572 -I- I 8.10 -I- 10.32 -I- I 1.65 I 1477.23 .00 I 1.10 I 1.49 I 1.500 I I .000 .00 I 1 .0 1.265 -I- .1293 -I- .0307 -I- .04 -I- .68 -I- 2.51 -I- .47 -I- .013 -I- .00 .00 1- PIPE 132.132 -I- I 1475.051 I I .710 I 1475.761 I 8.10 9.84 I 1.50 I 1477.26 .00 I 1.10 I 1.50 I 1.500 I I .000 .00 I 1 .0 1.074 -I- .1293 -I- -I- -I- -I- -I- .0270 -I- .03 -I- .71 -I- 2.34 -I- .47 -I- .013 -I- .00 .00 1- PIPE 146 [ t [ I f 1 f 1 f 1 t I f I t I If 1 f 1 [) t l t 3 [ 1 [ 1 t l f l t 1 [ i FILE: a2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole 5 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:11:35: 7 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT LATERAL A-2 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 -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.1 -I- Elev -I- I Depth I -I- Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm -I- Dp -I- I "N" -I- I X-Fa111 -I ZR (Type Ch 133.205 I I 1475.190 I .737 I 1475.927 -I- I 8.10 -I- 9.38 -I- I 1.37 -I- I 1477.29 -I- .00 I I 1.10 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .911 -I- .1293 -I- .0238 .02 -I- .74 -I- 2.18 -I- .47 -I- .013 -I- .00 .00 1- PIPE 134.116 I I 1475.308 I .765 i 1476.073 I 8.10 -I- 8.94 I 1.24 I 1477.31 .00 I I 1.10 1.50 I 1.500 i I .000 .00 I 1 .0 -I- .770 -I- .1293 -I- -I- -I- -I- .0209 -I- .02 -I- .76 -I- 2.03 -I- .47 -I- .013 -I- .00 .00 1- PIPE 134.886 I I 1475.407 I .794 I 1476.202 I 8.10 -i- 8.53 I 1.13 I 1477.33 .00 I I 1.10 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .647 -I- .1293 -I- -I- -I- -I- .0185 -I- .01 -I- .79 -I- 1.89 -I- .47 -I- .013 -I- .00 .00 1- PIPE 135.533 I I 1475.491 I .825 I 1476.316 I 8.10 8.13 I 1.03 I 1477.34 .00 I 1.10 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- .536 -I- .1293 -I- -I- -I- -I- -I- .0163 -I- .01 -I- .83 -I- 1.75 -I- .47 -I- .013 -I- .00 .00 1- PIPE 136.069 I I 1475.560 I .858 I 1476.418 I 8.10 7.75 I .93 I 1477.35 .00 I 1.10 I 1.48 I 1.500 I I .000 .00 I 1 .0 .438 .1293 I .0144 .01 .86 1.63 .47 .013 .00 .00 PIPE 136.507 -I- I 1475.617 I I .892 1476.509 I 8.10 7.39 I .85 I 1477.36 .00 I 1.10 I 1.47 I 1.500 I I .000 .00 I 1 .0 .349 -I- .1293 -I- -I- -I- -I- -I- .0127 -I- .00 -I- .89 -I- 1.51 -I- .47 -I- .013 -I- .00 .00 1- PIPE 136.856 -I- I 1475.662 -I- I I .929 -I- I 1476.591 -I- I 8.10 -I- 7.05 I .77 I 1477.36 .00 I 1.10 I 1.46 I 1.500 I I .000 .00 I 1 .0 .265 .1293 -I- -I- .0113 -I- .00 -I- .93 -I- 1.40 -I- .47 -I- .013 -I- .00 .00 1- PIPE 137.121 -I- I 1475.696 -I- I I .968 -I- I 1476.664 -I- I 8.10 -I- 6.72 -I- I .70 -I- I 1477.37 -I- .00 I 1.10 I 1.44 I 1.500 I I .000 .00 I 1 .0 .188 .1293 .0100 .00 -I- .97 -I- 1.29 -I- .47 -I- .013 -I- .00 .00 1- PIPE 137.309 -I- I 1475.721 -I- I I 1.009 -I- I 1476.730 -I- I 8.10 -I- 6.41 -I- .64 -I- I I 1477.37 .00 I 1.10 I 1.41 I 1.500 I I .000 .00 I 1 .0 .113 .1293 .0089 -I- .00 -I- 1.01 -I- 1.19 -I- .47 -I- .013 -I- .00 .00 1- PIPE 147 f) f) f) t) t) f) f 1 f) t) [ l f) f) [) t) f) t 3 f I t l t f FILE: a2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:11:35: 7 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT LATERAL A -2 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 -I- -I- -I- -I- -I- IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- -I- -I- I I I SF Avel HF ISE DpthlFroude NINorm Dp -I- -I- I "N" I X -Fall) ZR -I (Type Ch I I I I I 137.422 I 1475.735 -I- I I I 1.053 1476.789 8.10 6.11 .58 1477.37 .00 1.10 1.37 -I- -I- -I- -i- -I- -I- I I I 1.500 .000 .00 I 1 .0 -I- .038 .1293 -I- -I- -I- .0080 .00 1.05 1.09 .47 -I- -I- .013 .00 .00 1- PIPE 137.460 -I- I I 1475.740 -I- I I I I I I I 1.102 1476.842 8.10 5.B2 .53 1477.37 .00 1.10 1.32 -I- -I- -I- -I- -I- -I- -I- -I- -I- I I 1 1.500 .000 -I- -I- .00 1 1 .0 I- 148 9 1 1 1 1r 1 ( 1 9 1! 1 1[ 1 t 1 1 1 i) () f) t) [) f) t l I i t I FILE: a3.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:25:13 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL A-3_ 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 102.120 1499.680 1 1501.240 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.870 1499.690 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 116.710 1499.810 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 152.050 1500.012 1 .013 44.996 -45.000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 204.080 1500.580 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 205.580 1500.590 1 1 0 .013 .400 .000 1500.590 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 242.000 1500.910 1 .013 44.117 47.300 .000 0 ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 242.000 1500.910 1 1500.910 149 f 1 L 1 t I [ I t i I l If 1 f 1 t) [ 1 C 1 r) E 1 f 1 [ 1 11 1 l It 1 E t FILE: a3.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:25:15 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-3 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 (FT) I Elev I (CFS) I (FPS) Head I -I- Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- 1 -I- 1 -I- SF Avel -I- HF ISE -I- DpthlFroude -I- N1Norm -I- Dp -I- I "N" I -I- X-Fa111 -I ZR IType Ch I I I I I I i I 102.120 I 1499.680 I 1.560 I 1501.240 I 6.30 3.57 .20 -I- 1501.44 -I- .00 -I- .97 -I- .00 1.500 .000 .00 I 1 .0 -I- 1.750 -I- .0057 -I- -I- -i- -I- .0036 .01 1.56 .00 -I- 1.01 -I- .013 -I- .00 .00 1- PIPE I 103.870 I 1499.690 I 1.556 I 1501.246 I 6.30 3.57 -I- I .20 -I- I 1501.44 -I- .00 -I- I .97 -I- I .00 -I- I I 1.500 -I- I .000 .00 I 1 .0 -I- 9.785 -I- .0094 -I- -I- -I- .0036 .03 1.56 .00 .85 .013 -I- .00 .00 1- PIPE I 113.655 I 1499.781 I 1.500 I 1501.281 I 6.30 3.57 I .20 I 1501.48 .00 I .97 I .00 I I 1.500 I .000 .00 I 1 .0 -I- 3.055 -I- .0094 -I- -I- -I- -I- -I- .0034 -I- .01 -I- 1.50 -I- .00 .85 -I- -I- .013 -I- .00 .00 1- PIPE I 116.710 I 1499.810 1.480 I I 1501.290 I 6.30 3.57 I .20 I 1501.49 .00 I .97 I .34 I 1.500 I I .000 .00 I 1 .0 -I- 35.340 -I- .0057 -I- -I- -I- -I- -I- .0032 -I- .11 -I- 1.48 -I- .28 1.01 -I- -I- .013 -I- .00 .00 1- PIPE I 152.050 1500.012 I 1.376 I I 1501.388 I 6.30 3.71 I .21 I 1501.60 .00 I .97 I .83 I 1.500 I I .000 .00 I 1 .0 -I- 8.172 -I- .0109 -I- -I- -I- -I- -I- .0032 -I- .03 -I- 1.38 -I- .46 .81 -I- -I- .013 -I- .00 .00 1- PIPE I 160.222 1500.101 I 1.292 I I 1501.393 I 6.30 3.89 .24 I I 1501.63 .00 I .97 I 1.04 I 1.500 I I .000 .00 I 1 .0 -I- 6.018 -I- .0109 -I- -I- -I- -I- -I- .0035 -I- .02 -I- 1.29 -I- .55 .81 -I- -I- .013 -I- .00 .00 1- PIPE I 166.240 1500.167 I 1.223 I I 1501.390 I 6.30 4.08 .26 I I 1501.65 .00 I .97 I 1.16 I 1.500 I I .000 .00 I 1 .0 -I- 4.722 -I- .0109 -I- -I- -I- -I- -I- .0038 -I- .02 -I- 1.22 -I- .62 .81 -I- -I- .013 -I- .00 .00 1- PIPE I 170.962 1500.218 I 1.164 I 1501.382 I I 6.30 4.28 .28 I I 1501.67 .00 I .97 I 1.25 I 1.500 I I .000 .00 I 1 .0 -I- 2.472 -I- .0109 -I- -I- -I- -I- -I- .0042 -I- .01 I -I- 1.16 -I- .70 .81 -I- -I- .013 -I- .00 .00 1- PIPE I 173.434 1500.245 I 1.111 I 1501.356 I I 6.30 4.49 .31 I 1501.67 .00 I .97 I 1.32 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 150 t l 11 I I f) E l [ I I i I) 11 I I I i I i t i I l 11 I 1 f 1 I) I I FILE: a3.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:25:15 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-3 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth Station I Elev I (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -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 SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch I I I I 173.434 -I- I I 1500.245 -I- .826 -I- 1501.072 -I- 6.30 -I- 6.31 -I- .62 -I- I 1501.69 -I- .00 I .97 I 1.49 I I 1.500 I .000 .00 I 1 .0 19.382 .0109 .0098 .19 -i- .83 -I- 1.36 -I- .81 -I- .013 -I- .00 .00 1- PIPE 192.816 I I 1500.457 I .859 -I- I 1501.316 -I- I 6.30 -I- 6.02 -I- I .56 -I- I 1501.88 .00 I .97 I 1.48 I I 1.500 I .000 .00 I 1 .0 -I- 7.412 -I- .0109 .0087 -I- .06 -I- .86 -I- 1.26 -I- .81 -I- .013 -I- .00 .00 1- PIPE 200.228 I I 1500.538 I .894 I 1501.432 I 6.30 5.74 I .51 I 1501.94 .00 I .97 I 1.47 I I 1.500 I .000 .00 I 1 .0 -I- 3.047 -I- .0109 -I- -I- -I- -I- -I- .0077 -I- .02 -I- .89 -I- 1.17 -I- .81 -I- .013 -I- .00 .00 1- PIPE 203.275 I I 1500.571 .930 I I 1501.501 I 6.30 5.47 I .46 I 1501.97 .00 I .97 I 1.46 I I 1.500 I .000 .00 I 1 .0 .805 .0109 .0068 .01 .93 1.08 .81 .013 .00 .00 PIPE 204.080 I I 1500.580 .970 I I 1501.550 I 6.30 5.21 I .42 I 1501.97 .00 I .97 I 1.43 I I 1.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0067 -I- -I- I I -I- -I- -I- .0049 -I- .01 -I- 1.00 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 205.580 I I 1500.590 1.185 1501.775 I 5.90 3.94 I .24 I 1502.02 .01 I .94 I 1.22 I I 1.500 I .000 .00 I 1 .0 -I- 6.000 -i- .0088 -I- -I- -I- -I- -I- .0036 -I- .02 -I- 1.20 -I- .63 -I- .84 -I- .013 -I- .00 .00 1- PIPE 211.580 I I 1500.643 1.130 I I 1501.772 I 5.90 4.13 I .27 I 1502.04 .02 I .94 I 1.29 I I 1.500 I .000 .00 I 1 .0 -I- 4.942 -I- .0088 I I -i- -I- I I -I- -I- -I- .0040 -I- .02 -I- 1.15 -I- .69 -I- .84 -I- .013 -I- .00 .00 1- PIPE 216.522 -I- 1500.686 -I- 1.079 -I- 1501.766 -I- I 5.90 -I- 4.33 -I- I .29 -I- I 1502.06 .02 I .94 I 1.35 I 1.500 I I .000 .00 I 1 .0 3.945 .0088 I I I I I .0044 I -I- .02 -I- 1.10 -I- .76 -I- .84 -I- .013 -I- .00 .00 1- PIPE 220.467 -I- 1500.721 -I- 1.033 -I- 1501.754 -I- 5.90 -I- 4.55 -I- .32 -I- I 1502.07 .02 I .94 I 1.39 I 1.500 I I .000 .00 I 1 .0 .114 .0088 .0050 -I- .00 -I- 1.05 -I- .83 -I- .84 -I- .013 -I- .00 .00 1- PIPE 151 f I f t f I f 1 I l f i f l [ l i t [ I It 1 f i L I i)[) f i[ I t l a I FILE: a3.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:25:15 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-3 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.E1.1 Elev I Depth -I- I Width -I- IDia.-FTIor -I- -I- I.D.I -I- ZL -I IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- 1 1 -I- 1 -I- -I- SF Avel -I- HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I 220.581 I I 1500.722 I I .990 1501.712 I 5.90 4.77 I .35 1502.06 .02 .94 1.42 1.500 .000 .00 1 .0 HYDRAULIC JUMP 220.581 I I 1500.722 I I .837 1501.559 I 5.90 5.82 -I- I .53 -I- I 1502.08 -I- I .04 .94 -I- I 1.49 -I- I 1.500 -I- -I- I I .000 -I- .00 I 1 .0 1- -I- 13.088 -I- .0088 -I- -I- -I- .0083 .11 .87 1.24 .84 .013 I .00 I .00 PIPE I 233.669 I I 1500.837 I I .865 1501.702 I 5.90 5.59 I .49 I 1502.19 I .03 .94 -I- I 1.48 -I- 1.500 -I- -I- I .000 -I- .00 1 .0 1- -I- 6.908 -I- .0088 -I- -I- -I- -I- -I- .0075 -I- .05 .90 1.17 .84 .013 .00 I .00 PIPE I 240.577 I 1500.898 I I I .900 1501.797 I 5.90 5.33 I .44 I 1502.24 I .03 .94 I 1.47 I 1.500 -I- I .000 -I- .00 1 .0 -I- 1.423 -I- .0088 -I- -I- -I- -I- -I- .0066 -I- .01 -I- .93 1.08 -I- .84 -I- .013 .00 .00 1- PIPE 242.000 -I- I 1500.910 -I- I I I .938 1501.848 -I- -I- I 5.90 -I- 5.08 -I- .40 -I- I I 1502.25 -I- I .03 .94 -I- I 1.45 -I- I 1.500 -I- -I- I I .000 -I- .00 I 1 .0 I- 152 f 1 t) 11 t l t 1 t I f) t l I) t) t) f i f) f) t) t 1 f 1 t) I 1 FILE: a4.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:28:35 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL A-4_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 101.190 1500.600 1 1501.780 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.060 1500.610 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 142.390 1500.910 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 142.390 1500.910 1 1500.910 153 f 1 t I f i [ f f 1 q! f l f i t l I f i f 1 f) f l[) i I f l If 1 t I FILE: a4.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:28:37 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-9 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.E1.1 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- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch I 101.190 I I 1500.600 I 1.180 I 1501.780 I .40 -I- .27 -I- .00 -I- I 1501.78 -I- I .00 .23 I 1.23 I 1.500 I I .000 .00 I 1 .0 -I- 1.870 -I- .0054 -I- -I- .0000 .00 -I- 1.18 -I- .04 .23 -I- -I- .013 -I- .00 .00 1- PIPE 103.060 I I 1500.610 I 1.171 I 1501.781 I .40 .27 I .00 I 1501.78 I .00 .23 I 1.24 I 1.500 I I .000 .00 I 1 .0 -I- 7.076 -I- .0076 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.17 -I- .04 .21 -I- -I- .013 -I- .00 .00 1- PIPE 110.136 I I 1500.664 I 1.117 I 1501.781 I .40 .28 I .00 I 1501.78 I .00 .23 I 1.31 I 1.500 I I .000 .00 I 1 .0 -I- 6.449 -I- .0076 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.12 -I- .05 .21 -I- -I- .013 -I- .00 .00 I- PIPE 116.585 I I 1500.713 I 1.067 I 1501.781 I .40 .30 I .00 I 1501.78 I .00 .23 I 1.36 I 1.500 I I .000 .00 I 1 .0 -I- 5.949 -I- .0076 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.07 -I- .05 .21 -I- -I- .013 -I- .00 .00 1- PIPE 122.534 I 1500.759 I I 1.022 I 1501.781 I .40 .31 I .00 I 1501.78 I .00 .23 I 1.40 I 1.500 I I .000 .00 I 1 .0 -I- 5.529 -I- .0076 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.02 -I- .06 .21 -I- -I- .013 -I- .00 .00 1- PIPE 128.063 I 1500.801 I I .980 I 1501.781 I .40 .33 I .00 I 1501.78 I .00 .23 I 1.43 I 1.500 I I .000 .00 I 1 .0 -I- 5.187 -I- .0076 -I- -I- -I- -I- -I- .0000 -I- .00 -I- .98 -I- .06 .21 -I- -I- .013 -I- .00 .00 1- PIPE 133.250 I 1500.840 I I .940 I 1501.781 I .40 .34 I .00 I 1501.78 I .00 .23 I 1.45 I 1.500 I I .000 .00 I 1 .0 -I- 4.858 -I- .0076 -I- -I- -I- -I- -I- .0000 -I- .00 -I- .94 -I- .07 .21 -I- -I- .013 -I- .00 .00 1- PIPE 138.108 I 1500.877 I I .903 I 1501.781 I .40 .36 I .00 I 1501.78 I .00 .23 I 1.47 I 1.500 I I .000 .00 I 1 .0 -I- 4.282 -I- .0076 -I- -I- -I- -I- -I- .0000 -I- .00 -I- .90 -I- .07 .21 -I- -I- .013 -I- .00 .00 1- PIPE 142.390 -I- I 1500.910 -I- I I .871 -I- I 1501.781 -I- I .40 -I- .38 -I- I .00 -I- I 1501.78 -I- I .00 -I- .23 -I- I 1.48 I 1.500 -I- -I- I .000 -I- I .00 I 1 .0 I- 154 I I [ I ! 1 f 1 11 ( 1 t I f I t t t I f i t I I) t 1 t i f 1 f I 1 FILE: a5.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:25:24 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL -5W -A-5- WS P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 102.220 1509.260 1 1513.130 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 104.040 1509.270 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 107.350 1509.280 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 144.640 1509.360 1 .013 44.980 -47.500 .000 0 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 224.670 1509.530 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION UIS DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 226.170 1509.530 1 2 0 .013 8.500 .000 1509.780 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 7 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 263.340 1509.610 1 .013 45.025 47.300 .000 0 ELEMENT NO 8 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 263.340 1509.610 1 1509.610 155 I I I I 11 I I L I I I f I I I C I I I I I I l f I I I I I 11 I I t i I I FILE: a5.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:25:26 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-5 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 Dia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X-Fa111 ZR -I IType Ch I I I I I I 102.220 I 1509.260 3.870 1513.130 13.90 2.83 .12 1513.25 .00 I 1.25 I .00 I I 2.500 I .000 .00 I 1 .0 1.820 .0055 .0011 .00 3.87 .00 1.19 .013 .00 .00 PIPE I 104.040 I 1509.270 I 3.862 I 1513.132 I 13.90 2.83 I .12 I 1513.26 .00 I 1.25 I .00 I I 2.500 I .000 .00 I 1 .0 -I- 3.310 -I- .0030 -I- -I- -I- -I- -I- .0011 -I- .00 -I- 3.86 -I- .00 -I- 1.42 -I- .013 -I- .00 .00 1- PIPE I 107.350 I 1509.280 I 3.856 I 1513.136 I 13.90 2.83 I .12 I 1513.26 .00 I 1.25 I .00 I I 2.500 I .000 .00 I 1 .0 -I- 37.290 -I- .0021 -I- -I- -I- -I- -I- .0011 -I- .04 -I- .00 -I- .00 -I- 1.59 -I- .013 -I- .00 .00 1- PIPE I 144.640 I 1509.360 I 3.837 I 1513.197 I 13.90 2.83 I .12 I 1513.32 .00 I 1.25 I .00 I 2.500 I I .000 .00 I 1 .0 -I- 80.030 -I- .0021 -I- -I- -I- -I- -I- .0011 -I- .09 -I- 3.84 -i- .00 -I- 1.59 -I- .013 -I- .00 .00 1- PIPE 224.670 I I 1509.530 I 3.759 I 1513.289 I 13.90 2.83 I .12 I 1513.41 .00 I 1.25 I .00 I 2.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0000 -I- -I- -I- -I- -I- .0007 -I- .00 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 226.170 I I 1509.530 I 3.868 I 1513.398 I 5.40 1.10 I .02 I 1513.42 .00 I .77 I .00 I 2.500 I I .000 .00 I 1 .0 -I- 37.170 -I- .0022 -I- -I- -I- -I- -I- .0002 -I- .01 -I- .00 -I- .00 -I- .91 -I- .013 -I- .00 .00 1- PIPE 263.340 -I- I I 1509.610 -I- I 3.797 -I- I 1513.407 -I- I 5.40 -I- 1.10 -I- I .02 -I- I 1513.43 -I- .00 -I- I .77 -I- I .00 -I- I 2.500 -I- I I .000 -I- .00 I 1 .0 I- 156 [ 1 iI F I ff- I F I F i F i [ 1 [ 1 F i l l C 1 [ l [ 1 r 1 r 7 [ l i t [` 1 FILE: a6.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:28:46 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL —A -6— -6W 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 101.190 1509.790 1 1513.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 104.060 1509.810 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 142.390 1510.110 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 142.390 1510.110 1 1510.110 157 11 t `I I I ff I F I ff I 11 [ 1 F ` 1 [ l F 1 E l 11 I l 11 11 I i t 1 f i FILE: a6.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:28:47 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-6 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.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -i- -I- I I -I- I -I- -I- SF Avel -I- -I- -I- HF ISE DpthlFroude NINorm Dp -I- -I- -I- I "N" I X-Fa111 -I ZR (Type Ch I 101.190 I I 1509.790 -I- I 3.610 1513.400 -I- -I- I 8.50 -i- 2.71 I .11 I 1513.51 I .00 1.04 I .00 I I I 2.000 .000 .00 I 1 .0 -I- 2.870 .0070 -I- -I- .0014 -I- .00 -I- -I- 3.61 .00 .94 -I- -I- -I- .013 .00 .00 1- PIPE 104.060 -I- I I 1509.810 -I- I I 3.594 1513.404 -i- -I- I 8.50 -I- 2.71 -I- I .11 -I- I 1513.52 -I- I .00 1.04 I .00 I I I 2.000 .000 .00 I 1 .0 38.330 .0078 .0014 .05 -I- -I- 3.59 .00 .91 -I- -I- -I- .013 .00 .00 I- PIPE 142.390 -I- I I 1510.110 -I- I I 3.348 1513.458 -I- -I- I 8.50 -I- 2.71 -I- I .11 -I- I 1513.57 -I- I .00 1.04 -I- -I- I .00 I I I 2.000 .000 -I- -I- -I- .00 I 1 .0 I- 158 I I f 1 f 1 1 I r# r I t 1 f A t 1 r 1 f 1 f 1 t 1 f 1 [ 1 [ 1 f 1 I i FILE: a7.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-10-1999 Time: 3:40:52 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - -7W LATERAL —A -7— W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 102.120 1512.150 1 1513.240 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.870 1512.300 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 120.510 1513.780 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 120.510 1513.780 1 1513.780 159 I t [ 1 t I [ t r i r i t I t 1 C 1 rm) t 1 11 r_ 1 11 r 1 [ l f 1 t I f I FILE: a7.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 74.9 WATER SURFACE PROFILE LISTING Date: 8-10-1999 Time: 3:40:53 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-7 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.E1.1 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- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" I -I- X-Fa11I -I ZR (Type Ch 102.120 I I 1512.150 I .461 I 1512.611 I 4.90 10.63 -I- I 1.76 -I- I 1514.37 -I- I .00 .85 I 1.38 I I 1.500 I .000 .00 I 1 .0 -I- 1.750 -I- .0857 -I- -I- -I- .0505 .09 -I- .46 -I- 3.25 .40 -I- -I- .013 -I- .00 .00 1- PIPE 103.870 I I 1512.300 I .467 I 1512.767 I 4.90 10.44 -I- I 1.69 I 1514.46 I .00 .85 I 1.39 I I 1.500 I .000 .00 I 1 .0 -I- 2.014 -I- .0889 -I- -I- -I- -I- .0474 -I- .10 -I- .47 -I- 3.16 .40 -I- -I- .013 -I- .00 .00 1- PIPE 105.884 I I 1512.479 I .476 I 1512.955 I 4.90 10.17 I 1.60 I 1514.56 I .00 .85 I 1.40 I I 1.500 I .000 .00 I 1 .0 -I- 2.798 -I- .0889 -I- -I- -I- -I- -I- .0428 -I- .12 -I- .48 -I- 3.05 .40 -I- -I- .013 -I- .00 .00 1- PIPE I 108.683 I I 1512.728 I .493 I 1513.221 I 4.90 9.69 I 1.46 I 1514.68 I .00 .85 I 1.41 I 1.500 I I .000 .00 I 1 .0 -I- 2.238 -I- .0889 -I- -I- -I- -I- -I- .0375 -I- .08 -I- .49 -I- 2.85 .40 -I- -I- .013 -I- .00 .00 1- PIPE 110.921 I 1512.927 I I .510 I 1513.438 I 4.90 9.24 I 1.33 I 1514.76 I .00 .85 I 1.42 I 1.500 I I .000 .00 I 1 .0 -I- 1.827 -I- .0889 -I- -I- -I- -I- -I- .0329 -I- .06 -I- .51 -I- 2.67 .40 -I- -I- .013 -I- .00 .00 1- PIPE 112.748 I 1513.090 I I .528 I 1513.618 I 4.90 8.81 I 1.21 I 1514.82 I .00 .85 I 1.43 I 1.500 I I .000 .00 I 1 .0 -I- 1.510 -I- .0889 -I- -I- -I- -I- -I- .0288 -I- .04 -I- .53 -I- 2.49 .40 -I- -I- .013 -I- .00 .00 1- PIPE 114.258 I 1513.224 I I .547 I 1513.771 I 4.90 8.40 I 1.10 I 1514.87 I .00 .85 I 1.44 I 1.500 I I .000 .00 I 1 C -I- 1.255 -I- .0889 -I- -I- -I- -I- -I- .0253 -I- .03 -I- .55 -I- 2.33 .40 -I- -I- .013 -I- .00 .00 1- PIPE 115.514 I 1513.336 I I .567 -I- I 1513.903 -I- I 4.90 8.01 I 1.00 I 1514.90 I .00 .85 I 1.45 I 1.500 I I .000 .00 I 1 C -I- 1.051 -I- .0889 -I- -I- -I- .0222 -I- .02 -I- .57 -I- 2.18 .40 -I- -I- .013 -I- .00 .00 1- PIPE 116.564 -I- I 1513.429 -I- I I .587 -I- I 1514.016 -I- I 4.90 -I- 7.64 -I- I .91 I 1514.92 I .00 .85 I 1.46 I 1.500 I .000 I .00 I 1 C .677 .0889 -I- .0194 -I- .02 -I- .59 -I- 2.03 .40 -I- -I- .013 -I- .00 .00 1- PIPE 160 11 f 1 I I f I f I r., 1 I 1 r 1 C I r I r I r I t 1 I I r IU 1 11 4 1 t 1 FILE: a7.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-10-1999 Time: 3:40:53 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-7 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.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- N1Norm -I- Dp -I- I "N" I -I- X -Fall) -I ZR (Type Ch I 117.441 I 1513.507 I .609 I 1514.116 -I- I 4.90 -I- 7.28 -I- I .82 -I- I 1514.94 -I- .00 -I- I I .85 1.47 I I 1.500 I .000 .00 I 1 .0 -I- .733 -I- .0889 -I- .0171 .01 .61 -I- 1.90 -I- .40 -I- .013 -I- .00 .00 1- PIPE I 118.174 I 1513.572 I .631 I 1514.203 I 4.90 6.94 I .75 I 1514.95 .00 I I .85 1.48 I I 1.500 I .000 .00 I 1 .0 -I- .606 -I- .0889 -I- -I- -I- -I- -I- .0150 -I- .01 -I- .63 -I- 1.77 -I- .40 -I- .013 -I- .00 .00 1- PIPE I 118.780 I 1513.626 I .654 I 1514.280 I 4.90 6.62 I .68 I 1514.96 .00 I .85 I 1.49 I I 1.500 I .000 .00 I 1 .0 -I- .497 -I- .0889 -I- -I- -I- -I- -I- .0132 -I- .01 -I- .65 -I- 1.65 -I- .40 -I- .013 -I- .00 .00 1- PIPE I 119.277 I 1513.671 I .678 I 1514.349 I 4.90 6.31 I .62 I 1514.97 .00 I .85 I 1.49 I I 1.500 I .000 .00 I 1 .0 -I- .399 -I- .0889 -I- -I- -I- -I- -I- .0116 -I- .00 -I- .68 -I- 1.54 -I- .40 -I- .013 -I- .00 .00 I- PIPE I 119.676 I 1513.706 I .704 I 1514.410 I 4.90 6.02 I .56 I 1514.97 .00 I .85 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .313 -I- .0889 -I- -I- -I- -I- -I- .0102 -I- .00 -I- .70 -I- 1.44 -I- .40 -I- .013 -I- .00 .00 1- PIPE 119.989 I I 1513.734 .730 I I 1514.464 I 4.90 5.74 I .51 I 1514.98 .00 I .85 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .234 -I- .0889 -I- -I- -I- -I- -I- .0090 -I- .00 -I- .73 -I- 1.34 -I- .40 -I- .013 -I- .00 .00 1- PIPE 120.222 I I 1513.755 .758 I I 1514.513 I 4.90 5.47 I .46 I 1514.98 .00 I .85 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .161 -I- .0889 -I- -I- -I- -I- -I- .0079 -I- .00 -I- .76 -I- 1.25 -I- .40 -I- .013 -I- .00 .00 1- PIPE 120.383 I I 1513.769 .787 I I 1514.556 -I- I 4.90 -I- 5.22 -I- I .42 I 1514.98 .00 I .85 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .095 -I- .0889 -I- I I I -I- .0070 -I- .00 -I- .79 -I- 1.16 -I- .40 -I- .013 -I- .00 .00 1- PIPE 120.478 I I 1513.777 .818 1514.595 -I- 4.90 -I- 4.97 -I- .38 I I 1514.98 .00 I .85 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- .032 -I- .0889 -I- -I- .0061 -I- .00 -I- .82 -I- 1.08 -I- .40 -I- .013 -I- .00 .00 1- PIPE 161 I l f i r ., � f i f t t I f I f I f 1 r "I f l f) f# f i [ t i I f 1 f 1 [ 1 FILE: a7.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-10-1999 Time: 3:40:53 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-7 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev 1 (FT) I Elev I -I- (CES) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I I -I- -I- I -I- -I- -I- -I- -I- SF Avel HF ISE DpthlFroude NINorm Dp -I- -I- I "N" I X-Fa111 ZR -I (Type Ch I I I I I I 120.510 -I- 1513.780 -I- .851 1514.631 -I- -I- 4.90 4.74 -I- -I- I I I .35 1514.98 .00 .85 1.49 -I- -I- -I- -I- -I- I I I 1.500 .000 .00 -I- -I- I 1 .0 I- 162 I 1 [ 1 91 1 It 1! 1 t 1 1 1 1 1 t 1 9 1 1 1 t 1 C t 1? ( 1 i t [ l i[ 1 E i FILE: a8.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:37:56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL _A-8_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 102.120 1517.270 1 1518.460 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.870 1517.310 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 104.000 1517.320 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 139.330 1518.160 1 .013 44.984 -45.000 .000 0 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 146.200 1518.330 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 146.200 1518.330 1 1518.330 163 f I [ I E i f 1 f I 9 1 4 l t I f I # 1 # 3 9 1 f 1 4! t f I i t 1 [) f I FILE: a8.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:37:57 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-8 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 Ave] -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I 102.120 I I 1517.270 .727 I 1517.997 I 7.20 -I- 8.48 1.12 i 1519.11 .00 i I 1.04 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 1.750 -I- .0229 -I- -I- -I- -I- .0209 -I- .04 -I- .73 -I- 1.99 .71 -I- -I- .013 -I- .00 .00 1- PIPE 103.870 I I 1517.310 I .728 I 1518.038 I 7.20 -I- 8.47 I 1.11 I 1519.15 .00 I 1.04 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .130 -I- .0761 -I- -I- -I- -I- .0207 -I- .00 -I- .73 -I- 1.98 .51 -I- -I- .013 -I- .00 .00 1- PIPE 104.000 I I 1517.320 I .730 I 1518.050 I 7.20 8.43 I 1.10 i 1519.15 .07 I 1.04 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 15.042 -I- .0238 -I- -I- -I- -I- -I- .0195 -I- .29 -I- .80 -I- 1.97 .70 -I- -I- .013 -I- .00 .00 1- PIPE 119.042 I i 1517.678 I .755 I 1518.432 I 7.20 8.08 I 1.01 I 1519.45 .07 I 1.04 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 9.759 -I- .0238 -I- -I- -I- -I- -I- .0173 -I- .17 -I- .82 -I- 1.85 .70 -I- -I- .013 -I- .00 .00 I- PIPE 128.800 I I 1517.910 I .784 I 1518.693 I 7.20 7.71 I .92 I 1519.62 .06 I 1.04 I 1.50 I 1.500 I I .000 .00 I 1 C -I- 6.255 -I- .0238 -I- -I- -I- -I- -I- .0152 -I- .10 -I- .85 -I- 1.72 .70 -I- -I- .013 -I- .00 .00 1- PIPE 135.055 I I 1518.058 I .814 I 1518.873 I 7.20 7.35 I .84 I 1519.71 .06 I 1.04 I 1.49 I 1.500 I I .000 .00 I 1 C -I- 4.275 -I- .0238 -I- -I- -I- -I- -I- .0135 -I- .06 -I- .87 -I- 1.60 .70 -I- -I- .013 -I- .00 .00 1- PIPE 139.330 I 1518.160 -I- I I .846 -I- I 1519.006 -I- I 7.20 -I- 7.01 I .76 I 1519.77 .00 I 1.04 I 1.49 I 1.500 I I .000 .00 I 1 C -I- .037 .0247 -I- -I- .0126 -I- .00 -I- .85 -I- 1.49 .69 -I- -I- .013 -I- .00 .00 1- PIPE 139.367 -I- I 1518.161 -I- I I .847 -I- I 1519.008 -I- I 7.20 -I- 7.00 -I- I .76 -I- I 1519.77 .00 I 1.04 I 1.49 I 1.500 I I .000 .00 I 1 C 2.754 .0247 I I .0119 -I- .03 -I- .85 -I- 1.48 .69 -I- -I- .013 -I- .00 .00 1- PIPE 142.121 -I- I 1518.229 -I- I .880 -I- 1519.109 -I- I 7.20 -i- 6.68 I .69 I 1519.80 .00 I 1.04 I 1.48 I 1.500 I I .000 .00 I 1 C 1.906 .0247 -I- -I- .0105 -I- .02 -I- .88 -I- 1.38 .69 -I- -I- .013 -I- .00 .00 1- PIPE 164 [ I f It E I It V 11 f 1 i 1 t 1 1 i 1 f I I 1 f i f 1 t t t t f 1 f 1�� FILE: a8.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:37:57 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-8 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I 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 144.027 1518.276 .916 1519.193 7.20 6.37 .63 1519.82 .00 1.04 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.245 .0247 .0093 .01 .92 1.28 .69 .013 .00 .00 PIPE I I I I I I I I I I I I I 145.272 1518.307 .954 1519.261 7.20 6.07 .57 1519.83 .00 1.04 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .699 .0247 .0082 .01 .95 1.18 .69 .013 .00 .00 PIPE I I I I I I I I I I I I I 145.971 1518.324 .995 1519.319 7.20 5.79 .52 1519.84 .00 1.04 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .229 .0247 .0073 .00 .99 1.09 .69 .013 .00 .00 PIPE I I I I I I I I I I I I I 146.200 1518.330 1.039 1519.369 7.20 5.51 .47 1519.84 .00 1.04 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 165 ( 1 f ) t 1 E l f 1 t 1 f 1 9 1 t i t l f I i l t) •1 ? t) f i C 1 t l[ 1 FILE: a9.WSW W S P G W - EDIT LISTING - Version 12.7 Date: B-30-1999 Time: 1:38: 3 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL A-9_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 102.110 1524.110 1 1525.050 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.810 1524.160 1 .013 44.886 -2.170 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 136.500 1525.180 1 .013 45.024 -41.600 .000 0 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 145.380 1525.460 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 145.380 1525.460 1 1525.460 166 f I f I f 1 f I f 1 9 1 [ l[ 1 f I r I t I I) I) I) t i f" I f I f I f I FILE: a9.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:38: 5 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-9 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- -I- L/Elem ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) -I ZR (Type Ch I I I I I I I I I I I 102.110 I 1524.110 I .507 1524.617 4.30 8.19 -I- 1.04 -I- 1525.66 -I- .07 -I- .79 -I- 1.42 -I- 1.500 -I- .000 -I- .00 1 .0 -I- 1.700 -I- .0294 -I- -I- -I- .0278 .05 .57 2.37 .50 .013 .00 .00 1- PIPE I 103.810 I 1524.160 I .507 I 1524.667 I 4.30 -I- 8.19 -I- I 1.04 -I- I 1525.71 -I- .07 -I- I .79 -I- I 1.42 -I- I I 1.500 -I- I .000 -I- .00 I 1 .0 -I- 4.107 -I- .0312 -I- -I- .0274 .11 .57 2.37 .49 .013 .00 .00 1- PIPE I 107.917 1524.288 I I .510 I 1524.798 I 4.30 8.12 I 1.02 I 1525.82 .06 I .79 I 1.42 I I 1.500 I .000 .00 I 1 .0 -I- 12.857 -I- .0312 -I- -I- -I- -I- -I- .0254 -I- .33 -I- .57 -I- 2.34 .49 -I- -I- .013 -I- .00 .00 1- PIPE I 120.774 1524.689 I I .528 I 1525.217 I 4.30 7.74 I .93 I 1526.15 .06 I .79 I 1.43 I I 1.500 I .000 .00 I 1 .0 -I- 7.328 -I- .0312 -I- -I- -I- -I- -I- .0222 -I- .16 -I- .59 -I- 2.19 .49 -I- -I- .013 -I- .00 .00 1- PIPE I 128.102 1524.918 I I .547 I 1525.465 I 4.30 7.38 I .85 I 1526.31 .05 I .79 I 1.44 I I 1.500 I .000 .00 I 1 .0 -I- 4.895 -I- .0312 -I- -I- -I- -I- -I- .0195 -I- .10 -I- .60 -I- 2.05 .49 -I- -I- .013 -I- .00 .00 1- PIPE I 132.997 1525.071 I I .567 I 1525.637 I 4.30 7.04 I .77 I 1526.41 .05 I .79 I 1.45 I 1.500 I I .000 .00 I 1 C -I- 3.503 -I- .0312 -I- -I- -I- -I- -I- .0171 -I- .06 -I- .62 -I- 1.91 .49 -I- -I- .013 -I- .00 .00 1- PIPE I 136.500 1525.180 I I .587 I 1525.767 I 4.30 6.71 I .70 I 1526.47 .00 I .79 I 1.46 I 1.500 I I .000 .00 I 1 .0 -I- .688 -I- .0315 -I- -I- -I- -I- -I- .0157 -I- .01 -I- .59 -I- 1.79 .49 -I- -I- .013 -I- .00 .00 1- PIPE I 137.188 1525.202 I I .592 I 1525.794 I 4.30 6.63 I .68 I 1526.48 .00 I .79 I 1.47 I 1.500 I I .000 .00 I 1 C -I- 2.390 -I- .0315 -I- -I- -I- -I- -I- .0145 -I- .03 -I- .59 -I- 1.76 .49 -I- -I- .013 -I- .00 .00 1- PIPE I 139.577 1525.277 I I .614 I 1525.891 I 4.30 6.32 I .62 I 1526.51 .00 I .79 I 1.47 I 1.500 I I .000 .00 I 1 C -I- 1.809 -I- .0315 -I- -I- -I- -I- -I- .0128 -I- .02 -I- .61 -I- 1.64 .49 -I- -I- .013 -I- .00 .00 1- PIPE 167 [ i f i f l[ i t 1 f t t 1 f I C l t 1 11 t l f l t) t l t l I I f 1 t l FILE: a9.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:38: 5 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-9 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICrlticallFlOW 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 -I- Dp -I- I "N" I -I- X-Fall1 -I ZR (Type Ch I I I I I I I 141.387 -I- 1525.334 -I- .636 -I- 1525.970 -I- 4.30 -I- 6.03 -I- .56 -I- 1526.53 .00 I .79 I 1.48 I I 1.500 I .000 .00 I 1 .0 1.374 .0315 I I I I I .0112 -I- .02 -I- .64 -I- 1.53 -I- .49 -I- .013 -I- .00 .00 1- PIPE 142.761 -I- 1525.377 -I- .659 -I- 1526.037 -I- 4.30 -I- 5.75 -I- I .51 I 1526.55 .00 I .79 I 1.49 I I 1.500 I .000 .00 I 1 .0 1.022 .0315 -I- .0099 -I- .01 -I- .66 -I- 1.43 -I- .49 -I- .013 -I- .00 .00 1- PIPE 143.782 -I- I I 1525.410 -I- I .684 -I- I 1526.094 -I- I 4.30 5.48 I .47 I 1526.56 .00 I .79 I 1.49 I I 1.500 I .000 .00 I 1 .0 .735 .0315 I I I I -I- I -I- -I- .0087 -I- .01 -I- .68 -I- 1.33 -I- .49 -I- .013 -I- .00 .00 1- PIPE 144.517 1525.433 .710 1526.142 4.30 5.23 I .42 I 1526.57 .00 I .79 I 1.50 I I 1.500 I .000 .00 I 1 .0 .491 .0315 I I I I I .0076 .00 .71 1.24 .49 .013 .00 .00 PIPE 145.008 -I- 1525.448 -I- .736 -I- 1526.185 -I- 4.30 4.98 I .39 I 1526.57 .00 I .79 I 1.50 I 1.500 I I .000 .00 I 1 .0 .280 .0315 I I I -I- -I- -I- .0067 -I- .00 -I- .74 -I- 1.16 -I- .49 -I- .013 -I- .00 .00 1- PIPE 145.288 -I- 1525.457 -I- .764 -I- I 1526.221 -I- I 4.30 4.75 I .35 I 1526.57 .00 I .79 I 1.50 I 1.500 I I .000 .00 I 1 .0 .092 .0315 I I I -I- -I- -I- .0059 -I- .00 -I- .76 -I- 1.08 -I- .49 -I- .013 -I- .00 .00 1- PIPE 145.380 -I- 1525.460 -I- .795 -I- I 1526.255 -I- I 4.30 -I- 4.52 -I- I .32 -I- I 1526.57 -I- .00 -I- I .79 -I- I 1.50 -I- I 1.500 -I- I I .000 -I- .00 I 1 I- .0 168 I I ( I [ 1 f 1 11 ! 1 I[ 1 [ l f l I l f i C l [) t l 1 l t l f l t i FILE: alO.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:38:18 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL A-10_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 102.120 1531.240 1 1532.140 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.870 1531.290 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 104.710 1531.310 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 140.040 1532.200 1 .013 44.984 -45.000 .000 0 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 146.410 1532.360 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 146.410 1532.360 1 1532.360 169 [ I [ I It I If I t 1 9 1 IF 1 f l C l f I t I[ I >t ) t I t 1 t I t) t I I FILE: alO.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:38:20 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-10 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.) Elev I Depth I Width IDia.-FTlor 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 -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I I 102.120 I 1531.240 .637 1531.877 5.90 8.25 1.06 I 1532.93 .00 I I .94 1.48 I 1.500 I I .000 .00 I 1 .0 -I- 1.750 -I- .0286 -I- -I- -I- -I- -I- .0221 -I- .04 -I- .64 -I- 2.09 -I- .60 -I- .013 -I- .00 .00 1- PIPE 103.870 I I 1531.290 I .641 I 1531.931 -I- I 5.90 -I- 8.19 I 1.04 I 1532.97 .00 I I .94 1.48 I 1.500 I I .000 .00 I 1 .0 -I- .840 -I- .0238 -I- -I- -I- .0219 -I- .02 -I- .64 -I- 2.07 -I- .63 -I- .013 -I- .00 .00 1- PIPE 104.710 I I 1531.310 i .641 I 1531.951 I 5.90 8.19 I 1.04 I 1532.99 .07 I I .94 1.48 I 1.500 I I .000 .00 I 1 .0 -I- 9.419 -I- .0252 -I- -I- -I- -I- -I- .0212 -I- .20 -I- .71 -I- 2.07 -I- .62 -I- .013 -I- .00 .00 1- PIPE 114.129 I I 1531.547 I .653 -I- I 1532.200 -I- I 5.90 -I- 7.99 -I- I .99 I 1533.19 .07 I I .94 1.49 I 1.500 I I .000 .00 I 1 .0 -I- 11.089 -I- .0252 -I- .0192 -I- .21 -I- .72 -I- 2.00 .62 -I- -I- .013 -I- .00 .00 1- PIPE 125.219 I I 1531.827 I .677 -I- I 1532.504 -I- I 5.90 -I- 7.62 I .90 I 1533.41 .06 I I .94 1.49 I 1.500 I I .000 .00 I 1 .0 -I- 6.849 -I- .0252 -I- -I- .0169 -I- .12 -I- .74 -I- 1.86 .62 -I- -I- .013 -I- .00 .00 1- PIPE 132.068 I I 1531.999 I .702 I 1532.701 I 5.90 7.27 I .82 I 1533.52 .05 I I .94 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 4.667 -I- .0252 -I- -I- -I- -I- -I- .0149 -I- .07 -I- .76 -I- 1.74 .62 -I- -I- .013 -I- .00 .00 I- PIPE 136.735 -I- I I 1532.117 -I- I .729 -I- I 1532.845 -I- I 5.90 -I- 6.93 -I- I .75 I 1533.59 .05 I .94 I 1.50 I 1.500 I I .000 .00 I 1 .0 3.305 .0252 -I- .0131 -I- .04 -I- .78 -I- 1.62 .62 -I- -I- .013 -I- .00 .00 1- PIPE 140.040 -I- I I 1532.200 -I- .756 -I- I I 1532.956 I 5.90 6.61 -I- I .68 I 1533.63 .00 I .94 I 1.50 I 1.500 I I .000 .00 I 1 .0 1.304 .0251 I -I- -I- -I- .0119 -I- .02 -I- .76 -I- 1.51 .62 -I- -I- .013 -I- .00 .00 1- PIPE 141.344 -I- I 1532.233 -I- .771 -I- I I 1533.003 -I- I 5.90 -I- 6.45 -I- I .65 I 1533.65 .00 I .94 I 1.50 I 1.500 I I .000 .00 I 1 C 2.025 .0251 -I- .0108 -I- .02 -I- .77 -I- 1.46 .62 -I- -I- .013 -I- .00 .00 1- PIPE 170 I [ i [ 1 9 1 f I C' 1 t 1 C I f 1 a i f i[ i# I [ 3 t i[ 1 t I t) t I FILE: alO.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:38:20 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-10 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 (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 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 ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch I I I I 143.369 -I- I 1532.283 -I- .801 1533.084 -I- -I- 5.90 -I- 6.15 -I- I .59 -I- I 1533.67 .00 I .94 I 1.50 I I 1.500 I .000 .00 I 1 .0 1.419 .0251 .0096 -I- .01 -I- .80 -I- 1.35 -I- .62 -I- .013 -I- .00 .00 I- PIPE 144.788 -I- 1532.319 -I- .832 1533.151 -I- -I- 5.90 -I- 5.86 -I- .53 -I- 1533.68 -I- .00 -I- .94 1.49 1.500 .000 .00 1 .0 .931 .0251 .0084 .01 .83 -I- 1.26 -I- .62 -I- .013 -I- .00 .00 1- PIPE 145.719 I 1532.343 I I I .865 1533.207 -I- -I- I 5.90 -I- 5.59 -I- I .49 I 1533.69 .00 I .94 I 1.48 I 1.500 I I .000 .00 I 1 .0 -I- .522 -I- .0251 -I- .0075 -I- .00 -I- .86 -I- 1.17 -I- .62 -I- .013 -I- .00 .00 1- PIPE 146.242 I 1532.356 I I I .900 1533.255 I 5.90 5.33 I .44 I 1533.70 .00 I .94 I 1.47 I 1.500 I I .000 .00 I 1 .0 -I- .168 -I- .0251 -I- -I- -I- -I- -I- .0066 -I- .00 -I- .90 -I- 1.08 -I- .62 -I- .013 -I- .00 .00 1- PIPE 146.410 -I- I 1532.360 -I- I I I .938 1533.298 -I- -I- I 5.90 -I- 5.08 -I- I .40 -I- I 1533.70 -I- .00 -I- I .94 -I- I 1.45 -I- I 1.500 -I- I I .000 -I- .00 I 1 .0 I- 171 # f t I l f l r 1 11 ( i t 1 f i t 1 f I f)[ i t) f l f i t 3 i i f I FILE: a11.WSW W S P G W - EDIT LISTING - Version 12.7 1 Date: 8-30-1999 Time: 1:38:37 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL A-11_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 103.070 1537.020 1 1537.820 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 105.340 1537.080 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 187.170 1539.160 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 187.170 1539.160 1 1539.160 172 f i [ I f 1 [ l t 1 E I f l [ 1 f I f I f l O I i [) If) [ 3 f I f I t I FILE: all.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 gime: 1:38:38 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-11 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.E1.1 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- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR (Type Ch I 103.070 I I 1537.020 -I- .505 -I- I 1537.525 -I- I 4.10 -I- 7.84 -I- I .95 -I- I 1538.48 .00 I .78 I 1.42 I 1.500 I I .000 .00 I 1 .0 -I- 2.270 .0264 .0254 -I- .06 -i- .51 -I- 2.27 .50 -I- -I- .013 -I- .00 .00 1- PIPE 105.340 I I 1537.080 -I- I .506 -I- I 1537.586 -I- I 4.10 -I- 7.83 -I- I .95 i 1538.54 .00 I .78 I 1.42 I 1.500 I I .000 .00 I 1 .0 -I- 42.163 .0254 -i- .0241 -I- 1.01 -I- .51 -I- 2.27 .51 -I- -I- .013 -I- .00 .00 1- PIPE 147.503 I I 1538.152 I .520 I 1538.672 I 4.10 7.53 I .88 I 1539.55 .00 I .78 I 1.43 I 1.500 I I .000 .00 I 1 .0 -I- 15.133 -I- .0254 -I- -I- -I- -I- -I- .0214 -I- .32 -I- .52 -I- 2.15 .51 -I- -I- .013 -I- .00 .00 1- PIPE 162.635 I I 1538.536 I .539 I 1539.075 I 4.10 7.18 I .80 I 1539.88 .00 I .78 I 1.44 I 1.500 I I .000 .00 I 1 .0 -I- 7.997 -I- .0254 -I- -I- -I- -I- -I- .0187 -I- .15 -I- .54 -I- 2.01 .51 -I- -I- .013 -I- .00 .00 1- PIPE 170.632 I I 1538.740 I .558 I 1539.298 I 4.10 6.84 I .73 I 1540.02 .00 I .78 I 1.45 I 1.500 I I .000 .00 I 1 .0 -I- 5.113 -I- .0254 -I- -I- -I- -I- -I- .0164 -I- .08 -I- .56 -I- 1.88 .51 -I- -I- .013 -I- .00 .00 I- PIPE 175.745 I I 1538.870 I .578 I 1539.448 I 4.10 6.52 I .66 I 1540.11 .00 I .78 I 1.46 I 1.500 I I .000 .00 I 1 .0 -I- 3.550 -I- .0254 -I- -I- -I- -I- -I- .0144 -I- .05 -I- .58 -I- 1.75 .51 -I- -I- .013 -I- .00 .00 1- PIPE 179.295 I 1538.960 I I .599 I 1539.559 I 4.10 6.22 I .60 I 1540.16 .00 I .78 I 1.47 I 1.500 I I .000 .00 I 1 .0 -I- 2.570 -I- .0254 -I- -I- -I- -I- -I- .0126 -I- .03 -I- .60 -I- 1.64 .51 -I- -I- .013 -I- .00 .00 1- PIPE 181.865 -I- I 1539.025 -I- I I .621 -I- I 1539.646 -I- I 4.10 -I- 5.93 I .55 I 1540.19 .00 I .78 I 1.48 I 1.500 I I .000 .00 I 1 .0 1.876 .0254 I I -I- -I- .0111 -I- .02 -I- .62 -I- 1.53 .51 -I- -I- .013 -I- .00 .00 1- PIPE 183.741 -I- 1539.073 -I- I .644 -I- I 1539.717 -I- I 4.10 -I- 5.66 I .50 I 1540.21 .00 I .78 I 1.48 I 1.500 I .000 I .00 I 1 .0 1.362 .0254 -I- -I- .0098 -I- .01 -I- .64 -I- 1.43 .51 -I- -I- .013 -I- .00 .00 1- PIPE 173 ( i t 1 [ 1 t1 t 1 1 t i t 1 If t i I t l t) t I i i t) t) t i t 1 t i FILE: all.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:38:38 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-11 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.E1.I Elev I Depth I Width IDia.-FTlor 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) -I ZR IType Ch I I 185.104 I I 1539.108 .668 1539.775 I 4.10 5.39 I .45 I 1540.23 .00 I .78 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- .964 -I- .0254 -I- -I- -I- -I- -I- .0086 -I- .01 -I- .67 -I- 1.33 -I- .51 -I- .013 -I- .00 .00 1- PIPE 186.068 I I 1539.132 I I .693 1539.825 I 4.10 -I- 5.14 I .41 I 1540.23 .00 I .78 i 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .632 -I- .0254 -I- -I- -I- -I- .0075 -I- .00 -I- .69 -I- 1.24 -I- .51 -I- .013 -I- .00 .00 1- PIPE 186.700 I I 1539.148 I I .719 1539.867 I 4.10 4.90 I .37 I 1540.24 .00 I .78 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .358 -I- .0254 -I- -I- -I- -I- -I- .0066 -I- .00 -I- .72 -I- 1.16 -I- .51 -I- .013 -I- .00 .00 1- PIPE 187.058 I I 1539.157 I I .746 1539.903 I 4.10 4.67 I .34 I 1540.24 .00 I .78 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- .112 -I- .0254 -I- -I- -I- -I- -I- .0058 -I- .00 -I- .75 -I- 1.08 -I- .51 -I- .013 -I- .00 .00 1- PIPE 187.170 -I- I I 1539.160 -I- I I .775 1539.935 -I- -I- I 4.10 -I- 4.45 -I- I .31 -I- I 1540.24 -I- .00 -I- I .78 -I- I 1.50 -I- I 1.500 -I- I I .000 -I- .00 I 1 .0 I- 174 [ l r)[ 1 ![ l " i t l I 1 t 1 t I f I[)[) I i[ I[) f 1 t)[ i FILE: a12.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:38:50 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - -12W LATERAL —A -12- W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 102.090 1538.230 1 1538.940 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.840 1538.250 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 130.580 1538.500 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 130.580 1538.500 1 1535.500 175 [ l t i [ 1 [ 1 ( 1 9 1 I 1 IF i I I I l t l I) f i i [) t)[ 1 t l t i FILEN al2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole 5 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:38:52 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-12 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 (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 -I- Dp -I- I "N" -I- I X-Fall1 -I ZR IType Ch 102.090 I I 1538.230 I .710 I 1538.940 I .70 .85 I .01 I 1538.95 I .00 .31 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 1.750 -I- .0114 -I- -I- -I- -I- -I- .0002 -I- .00 -i- .71 -I- .20 -I- .25 -I- .013 -I- .00 .00 1- PIPE 103.840 I I 1538.250 I .690 I 1538.940 I .70 -I- .88 -I- I .01 -I- I 1538.95 -I- I .00 .31 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 2.592 -I- .0093 -I- -I- .0003 .00 -I- .69 -I- .21 -I- .27 -I- .013 -I- .00 .00 1- PIPE 106.432 I I 1538.274 I .665 I 1538.939 I .70 .93 I .01 I 1538.95 I .00 .31 I 1.49 I 1.500 I I .000 .00 I 1 .0 2.458 .0093 .0003 .00 .66 .23 .27 .013 .00 .00 PIPE 108.890 I I 1538.297 I .641 I 1538.938 I .70 .97 I .01 I 1538.95 I .00 .31 I 1.48 I 1.500 I I .000 .00 I 1 .0 -I- 2.354 -I- .0093 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .64 -I- .25 -I- .27 -I- .013 -I- .00 .00 1- PIPE 111.244 I 1538.319 I I .619 I 1538.938 I .70 1.02 I .02 I 1538.95 I .00 .31 I 1.48 I 1.500 I I .000 .00 I 1 .0 -I- 2.238 -I- .0093 -I- -I- -I- -I- -I- .0004 -I- .00 -I- .62 -I- .26 -I- .27 -I- .013 -I- .00 .00 1- PIPE 113.482 I 1538.340 I I .597 I 1538.937 I .70 1.07 I .02 I 1538.95 I .00 .31 I 1.47 I 1.500 I I .000 .00 I 1 .0 -I- 2.144 -I- .0093 -I- -I- -I- -I- -I- .0004 -I- .00 -I- .60 -I- .28 -I- .27 -I- .013 -I- .00 .00 1- PIPE 115.626 I 1538.360 I I .576 I 1538.936 I .70 1.12 I .02 I 1538.96 I .00 .31 I 1.46 I 1.500 I I .000 .00 I 1 .0 -I- 2.037 -I- .0093 -I- -I- -I- -I- -I- .0005 -I- .00 -I- .58 -I- .30 -I- .27 -I- .013 -I- .00 .00 1- PIPE 117.663 I 1538.379 I I .556 I 1538.935 -I- I .70 -I- 1.17 I .02 I 1538.96 I .00 .31 I 1.45 I 1.500 I I .000 .00 I 1 .0 -I- 1.939 -I- .0093 -I- I -I- -I- .0006 -I- .00 -I- .56 -I- .32 -I- .27 -I- .013 -I- .00 .00 1- PIPE 119.602 I 1538.397 I I .537 1538.934 -I- I .70 1.23 I .02 I 1538.96 I .00 .31 I 1.44 I 1.500 I I .000 .00 I 1 .0 -I- 1.840 -I- .0093 -I- -I- -I- -I- .0006 -I- .00 -i- .54 -I- .35 -I- .27 -I- .013 -I- .00 .00 1- PIPE 176 11 f) If l f 1 f 1 E 1 f ') f f 1 [ 1 [ 1 I f l 4) If i t) I) f 1 f 1 FILE: al2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:38:52 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-12 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.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I 121.443 I 1538.415 I I .518 1538.933 I .70 -I- 1.29 I .03 -I- I 1538.96 .00 I .31 I 1.43 I 1.500 I I .000 .00 I 1 .0 -I- 1.763 -I- .0093 -I- -I- -I- .0007 -I- .00 -i- .52 -I- .37 -I- .27 -I- .013 -I- .00 .00 1- PIPE 123.205 I I 1538.431 I I .501 1538.932 I .70 -I- 1.36 -I- I .03 -I- I 1538.96 .00 I .31 I 1.41 I 1.500 I I .000 .00 I 1 .0 -I- 1.659 -i- .0093 -I- -I- .0008 -I- .00 -I- .50 -I- .40 -I- .27 -I- .013 -I- .00 .00 1- PIPE 124.865 I I 1538.447 I I .484 1538.930 I .70 1.42 I .03 I 1538.96 .00 I .31 I 1.40 I 1.500 I I .000 .00 I 1 .0 -I- 1.577 -I- .0093 -I- -I- -I- -I- -I- .0009 -I- .00 -I- .48 -I- .42 -I- .27 -I- .013 -I- .00 .00 1- PIPE 126.442 I I 1538.461 I I .467 1538.928 I .70 1.49 I .03 I 1538.96 .00 I .31 I 1.39 I 1.500 I I .000 .00 I 1 .0 -I- 1.504 -I- .0093 -I- -I- -I- -I- -I- .0011 -I- .00 -I- .47 -I- .45 -I- .27 -I- .013 -I- .00 .00 1- PIPE 127.946 I I 1538.475 I I .451 1538.927 I .70 1.56 I .04 I 1538.96 .00 I .31 I 1.38 I 1.500 I I .000 .00 I 1 .0 -I- 1.404 -I- .0093 -I- -I- -I- -I- -I- .0012 -I- .00 -I- .45 -I- .48 -I- .27 -I- .013 -I- .00 .00 1- PIPE 129.350 I I 1538.489 I I .436 1538.925 I .70 1.64 I .04 I 1538.97 .00 I .31 I 1.36 I 1.500 I I .000 .00 I 1 .0 -I- 1.230 -I- .0093 -I- -I- -I- -I- -I- .0014 -I- .00 -I- .44 -I- .52 -I- .27 -I- .013 -I- .00 .00 1- PIPE 130.580 -I- I 1538.500 -I- I I I .422 1538.922 -I- -I- I .70 -I- 1.71 -I- I .05 -I- I 1538.97 -I- .00 -I- I .31 -I- I 1.35 I 1.500 -I- -I- I .000 -I- I .00 I 1 .0 I- 177 " !"1 " M " " " " n n 0 a a FILE: al4.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:39:56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL _A-14_ 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 101.940 1543.720 1 1546.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.570 1543.780 1 .013 44.986 -2.076 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 120.000 1544.390 1 .013 45.011 -20.914 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 158.470 1545.810 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 159.970 1545.860 1 1 0 .013 10.800 .000 1545.840 .000 45.000 .000 RADIUS ANGLE 69.254 -1.241 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 196.390 1547.210 1 .013 44.996 -46.375 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 196.390 1547.210 1 1547.210 178 == r M®= M i M== M r= M M M FILE: al4.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:39:58 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL _A-14_ ++++++++ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I -I- (FT) -I- I Elev I -I- (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTior I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X-Fa111 -1 ZR IType Ch I I I I I I 101.940 -I- 1543.720 -I- 2.680 -I- 1546.400 -I- 23.10 -I- 7.35 -I- .84 -I- I 1547.24 I .00 1.71 I .00 I 2.000 I I .000 .00 I 1 .0 1.630 .0368 I i I I I .0104 -I- .02 -I- .00 -I- .00 -I- 1.04 -I- .013 -i- .00 .00 1- PIPE 103.570 -I- 1543.780 -I- 2.662 -I- 1546.443 -I- 23.10 -I- 7.35 -I- I .84 -I- I 1547.28 I .00 1.71 I .00 I 2.000 I I .000 .00 I 1 .0 11.773 .0371 I I I I I .0104 -I- .12 -I- .00 -I- .00 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 115.343 1544.217 2.405 1546.622 23.10 7.35 I .84 i 1547.46 I .00 1.71 I .00 I 2.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 115.343 -I- I I 1544.217 -I- 1.159 -I- I I 1545.376 -I- I 23.10 -I- 12.24 -I- I 2.33 I 1547.70 I .20 1.71 I 1.97 I 2.000 I I .000 .00 I 1 .0 4.657 .0371 I I I I I -I- .0251 -I- .12 -I- 1.36 -I- 2.21 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 120.000 -i- 1544.390 -I- 1.177 -I- 1545.567 -I- 23.10 -I- 12.02 -I- I 2.24 -I- I 1547.81 I .00 1.71 I 1.97 I 2.000 I I .000 .00 I 1 .0 4.095 .0369 I I I I I .0241 -I- .10 -I- 1.18 -I- 2.14 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 124.095 -I- 1544.541 -I- 1.192 -I- 1545.733 -i- 23.10 -I- 11.84 -I- I 2.18 I 1547.91 I .00 1.71 I 1.96 I 2.000 I I .000 .00 I 1 .0 10.159 .0369 I I I I I -I- .0223 -I- .23 -I- 1.19 -I- 2.09 -1- 1.04 -I- .013 -I- .00 .00 1- PIPE 134.254 -I- 1544.916 -I- 1.240 -I- 1546.156 -I- 23.10 -I- 11.29 -I- I 1.98 I 1548.13 I .00 1.71 I 1.94 I 2.000 I I .000 .00 I 1 .0 7.443 .0369 I I I I I -I- .0197 -I- .15 -I- 1.24 -1- 1.94 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 141.697 -I- 1545.191 -I- 1.292 -I- 1546.483 -i- 23.10 -I- 10.76 -I- I 1.80 I 1548.28 I .00 1.71 I 1.91 I 2.000 I I .000 .00 I 1 .0 5.572 .0369 I 1 I 1 I -I- .0175 -I- .10 -I- 1.29 -I- 1.79 -I- 1.04 -i- .013 -I- .00 .00 1- PIPE 147.269 -I- 1545.396 -I- 1.348 -I- 1546.744 -I- 23.10 -I- 10.26 -I- I 1.63 -I- i 1548.38 I .00 1.71 I 1.88 t 2.000 I I .000 .00 I 1 .0 4.185 .0369 .0156 -I- .07 -I- 1.35 -I- 1.65 -1- 1.04 -I- .013 -I- .00 .00 1- PIPE 179 = = M ® M M = = = = = = = = =1 M M M FILE: al4.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:39:58 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-14 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/)Base Wtl INo Wth Station -I- I Elev -I- I (FT) I Elev I -I- -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -i- I X -Fall) ZR -I (Type Ch I I I I I I 151.454 -I- 1545.551 -I- 1.407 1546.958 -I- -I- 23.10 -I- 9.78 -I- 1.49 -I- I 1548.44 .00 I I 1.71 1.83 I 2.000 I I .000 .00 I 1 .0 3.081 .0369 i i I I I .0139 -I- .04 -I- 1.41 -I- 1.52 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 154.534 -I- 1545.665 -I- 1.471 1547.136 -I- -I- 23.10 -I- 9.33 -I- I 1.35 -I- I 1548.49 .00 I I 1.71 1.76 I 2.000 I I .000 .00 I 1 .0 2.155 .0369 I I I I I .0125 -I- .03 -I- 1.47 -I- 1.39 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 156.689 -I- 1545.744 -i- 1.541 1547.286 -I- -I- 23.10 -I- 8.89 -I- I 1.23 I 1548.51 .00 I I 1.71 1.68 I 2.000 I I .000 .00 I 1 .0 1.313 .0369 I I I I I -I- .0112 -I- .01 -I- 1.54 -I- 1.26 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 158.003 -I- 1545.793 -I- 1.619 1547.412 -I- -I- 23.10 -I- 8.48 -I- I 1.12 -I- I 1548.53 .00 I 1 1.71 1.57 I 2.000 I I .000 .00 I 1 .0 .467 .0369 I I I I I .0102 -I- .00 -I- 1.62 -I- 1.13 -I- 1.04 -I- .013 -I- .00 .00 1- PIPE 158.470 -I- 1545.810 -I- 1.709 1547.519 -i- -I- 23.10 -I- 8.08 -I- I 1.01 I 1548.53 .04 I I 1.71 1.41 I 2.000 I i .000 .00 I 1 .0 JUNCT STR 0333 I I I I I -I- .0064 -I- .01 -I- 1.75 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 159.970 -I- 1545.860 -I- 2.830 1548.690 -I- -I- 12.30 -I- 3.92 -I- I .24 I 1548.93 .00 I I 1.26 .00 I 2.000 I I .000 .00 I 1 .0 25.178 .0371 I i I I I -I- .0029 -I- .07 -I- .00 -I- .00 -I- .73 -I- .013 -I- .00 .00 1- PIPE 185.148 -I- 1546.793 -I- 2.000 1548.793 -I- -I- 12.30 -I- 3.92 -I- I .24 I 1549.03 2.00 I I 1.26 .00 I 2.000 I I .000 .00 I 1 .0 9.679 .0371 I I I I I -I- .0027 -I- .01 -I- 2.00 -I- .00 -I- .73 -I- .013 -I- .00 .00 1- PIPE 189.826 -I- 1546.967 -I- 1.815 1548.781 -I- -I- 12.30 -I- 4.11 -i- I .26 -I- I 1549.04 .01 I I 1.26 1.16 I 2.000 I I .000 .00 I 1 .0 2.370 .0371 I I I i I .0027 -I- .01 -I- 1.83 -I- .45 -I- .73 -I- .013 -I- .00 .00 1- PIPE 192.197 -I- 1547.055 -I- 1.707 1548.761 -I- -I- 12.30 -I- 4.31 -I- I .29 -I- I 1549.05 .02 I I 1.26 1.41 I 2.000 1 I .000 .00 I 1 .0 1.756 .0371 .0029 -I- .01 -I- 1.73 -I- .53 -I- .73 -I- .013 -I- .00 .00 1- PIPE 180 FILE: al4.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:39:58 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-19 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 IDi.a.-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 (Type Ch I I I I I I I I I I I I I 193.953 1547.120 1.618 1548.738 12.30 4.52 .32 1549.05 .02 1.26 1.57 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.361 .0371 .0032 .00 1.64 .60 .73 .013 .00 .00 PIPE I I I I I I I I I I I I I 195.314 1547.170 1.540 1548.710 12.30 4.74 .35 1549.06 .03 1.26 1.68 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.048 .0371 .0035 .00 1.57 .67 .73 .013 .00 .00 PIPE I I I I I I I I I I I I I 196.362 1547.209 1.470 1548.679 12.30 4.97 .38 1549.06 .03 1.26 1.77 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .028 .0371 .0037 .00 1.50 .74 .73 .013 .00 .00 PIPE I I I I i I I I I I I I I 196.390 1547.210 1.468 1548.678 12.30 4.98 .38 1549.06 .03 1.26 1.77 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 181 ( 1 [ 1 [ 1 1 1 1 1 11 [ 1 1 I t l t i [ i [ i i 1 [) [ l [) i l 1 I ! l FILE: a15.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:41:25 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE B THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL B-12_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 101.130 1546.120 1 1548.690 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 102.920 1546.170 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 141.860 1547.220 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 141.860 1547.220 1 1547.220 182 t 1 i' 1 1 1 r I r' I [' 1 [ l [.. 1 [' 1 f... I [ I C I i 1 1 1 [ 1 11 [ 1 1 1 E 1 FILE: al5.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:41:27 SUMMIT HEIGHTS Q25 LINE B THRU TRACT 15839 LATERAL B-12 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 (FT) I Elev I (CFS) 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- -1- I "N" I X -Fall) ZR -1 (Type Ch I I 101.130 -I- I I 1546.120 -I- 2.570 1548.690 -I- -I- I 10.80 -I- 6.11 -I- I .58 -I- I 1549.27 .00 I I 1.26 .00 I I I 1.500 .000 .00 I 1 .0 1.790 .0280 .0106 -I- .02 -I- 2.57 -I- .00 -I- .85 -I- -I- .013 .00 .00 1- PIPE 102.920 I I 1546.170 I I 2.539 1548.709 I 10.80 6.11 I .58 i 1549.29 .00 I I 1.26 .00 I I I 1.500 .000 .00 I 1 .0 -I- 38.940 -I- .0270 -I- -I- -I- -I- -I- .0106 -I- .41 -I- 2.54 -I- .00 -I- .86 -I- -I- .013 .00 .00 1- PIPE 141.860 -I- I I 1547.220 -I- I I 1.901 1549.120 -I- -I- I 10.80 -I- 6.11 -I- I .58 -I- I 1549.70 -I- .00 -I- I I 1.26 -I- .00 -I- I I I 1.500 .000 -I- -I- .00 I 1 .0 I- 183 I 1 1 1 1 [ 1 t-! FA f i t- 1 f 1 [ 1 F i [ 1 [ 1 t l t i [ 1 4 1 r"'I FILE: a16.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 1:40: 6 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE A THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL A-16_ 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 101.770 1546.590 1 1550.370 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.520 1546.610 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 151.620 1546.900 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 151.620 1546.900 1 1546.900 184 I I I "4 I r" 'I ra " I I I [` I I I I I I I I l I l I l [ 1 [ 1 11 I I 11 t l I" I FILE: al6.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 1:40: 7 SUMMIT HEIGHTS Q25 LINE A THRU TRACT 15839 LATERAL A-16 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.E1.1 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 101.770 1546.590 3.780 1550.370 8.50 2.71 .11 1550.48 .00 1.04 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.750 .0114 .0014 .00 3.76 .00 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 103.520 1546.610 3.762 1550.372 8.50 2.71 .11 1550.49 .00 1.04 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 48.100 .0060 .0014 .07 3.76 .00 .98 .013 .00 .00 PIPE I I I I I I I I I I I I I 151.620 1546.900 3.540 1550.440 8.50 2.71 .11 1550.55 .00 1.04 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 185 ! 1 1 1 [ l r- l I I f i r I r�1 F I i l t I t l [ 1 f 1 t l [ 1 1 1 FILE: B.WSW W S P G W - EDIT LISTING - Version 12.7 Date: B-27-1999 Time: 4: 6: 8 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 4 1 2.000 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 HEIGHTS HEADING LINE NO 2 IS - Q25 FROM A UP HALF DOME TO MODELS HEADING LINE NO 3 IS - LINE B W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.940 1475.020 3 1477.660 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1005.360 1475.070 3 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1011.170 1475.140 3 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1024.940 1475.310 3 .013 46.839 16.844 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1050.960 1475.630 3 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1053.960 1475.670 3 2 0 .013 9.700 .000 1476.150 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1302.980 1478.750 3 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1305.980 1478.790 3 2 0 .013 18.100 .000 1479.270 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 186 I k[ 1 It f 1 f 1 t I t l! 1 I 3 i 1 f I f_i t'.] [ I t i I I 1�� 1391.180 1479.840 3 .013 ELEMENT NO 10 IS A TRANSITION U/S DATA STATION INVERT SECT N 1395.180 1480.900 2 .013 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1524.160 1483.100 2 .013 ELEMENT NO 12 IS A TRANSITION U/S DATA STATION INVERT SECT N 1528.160 1483.160 2 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1554.770 1483.620 2 .013 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1557.770 1483.670 2 1 0 .013 5.500 ELEMENT NO 15 IS A REACH ANGLE ANG PT MAN H .000 U/S DATA STATION INVERT SECT N 1563.000 1483.760 2 .013 ELEMENT NO 16 IS A REACH RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT N -4 1605.430 1484.480 2 .013 ELEMENT NO 17 IS A SYSTEM HEADWORKS .000 RADIUS ANGLE U/S DATA STATION INVERT SECT 1605.430 1484.480 2 MAN H 187 .000 .000 .000 0 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 45.000 * 33.881 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1483.890 .000 45.000 .000 RADIUS ANGLE 40.274 4.268 RADIUS ANGLE ANG PT MAN H 53.731 5.577 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1484.480 FILE: B.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole 6 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-27-1999 Time: 4: 6:10 SUMMIT HEIGHTS Q25 FROM A UP HALF DOME TO MODELS LINE B 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.E1.1 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- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I 1002.940 -I- I 1475.020 -I- 2.147 -I- 1477.167 -I- I 60.00 -I- 11.08 -i- I 1.91 -I- I 1479.07 -I- .00 I 2.50 I 2.71 i 3.000 I I .000 .00 I 1 .0 2.420 .0206 .0107 .03 -I- 2.15 -I- 1.38 -i- 1.72 -I- .013 -I- .00 .00 1- PIPE 1005.360 -I- I I 1475.070 -I- I 2.175 -I- I 1477.245 -I- I 60.00 -I- 10.93 -I- I 1.86 -I- I 1479.10 .00 I 2.50 I 2.68 I 3.000 I I .000 .00 I 1 .0 5.810 .0121 .0105 -I- .06 -I- 2.18 -I- 1.35 -I- 2.07 -I- .013 -I- .00 .00 1- PIPE 1011.170 I I 1475.140 I 2.187 I 1477.327 I 60.00 10.87 I 1.83 I 1479.16 .21 I 2.50 I 2.67 I 3.000 I I .000 .00 I 1 .0 -I- 13.770 -I- .0123 -I- -I- -I- -I- -I- .0102 -I- .14 -I- 2.40 -i- 1.33 -I- 2.05 -I- .013 -I- .00 .00 1- PIPE 1024.940 -I- I I 1475.310 -I- I 2.229 -I- I 1477.539 -I- I 60.00 10.65 I 1.76 I 1479.30 .00 I 2.50 I 2.62 I 3.000 I I .000 .00 I 1 .0 8.222 .0123 -I- -I- -I- .0098 -I- .08 -I- 2.23 -I- 1.28 -I- 2.05 -I- .013 -I- .00 .00 1- PIPE 1033.162 -I- I I 1475.411 -I- I 2.264 -I- I 1477.675 -I- I 60.00 10.49 I 1.71 I 1479.38 .00 I 2.50 I 2.58 I 3.000 I I .000 .00 I 1 .0 13.865 .0123 -I- -I- -I- .0091 -I- .13 -I- 2.26 -I- 1.24 -I- 2.05 -I- .013 -I- .00 .00 1- PIPE 1047.027 -I- I I 1475.582 -I- I 2.375 -I- I 1477.957 I 60.00 10.00 I 1.55 I 1479.51 .00 I 2.50 I 2.44 I 3.000 I I .000 .00 I 1 .0 3.933 .0123 I I -I- -I- -I- -I- .0083 -I- .03 -I- 2.37 -I- 1.12 -I- 2.05 -I- .013 -I- .00 .00 1- PIPE 1050.960 -I- 1475.630 -I- I 2.501 -I- I 1478.131 -I- I 60.00 -I- 9.53 I 1.41 I 1479.54 .00 I 2.50 I 2.23 I 3.000 I I .000 .00 I 1 .0 JUNCT STR .0133 I I -I- -I- .0068 -I- .02 -I- 2.50 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 1053.960 -I- 1475.670 -I- I 3.377 -I- I 1479.047 -I- I 50.30 -I- 7.12 -I- I .79 I 1479.83 .00 I 2.31 I .00 I 3.000 I I .000 .00 I 1 .0 56.357 .0124 I I I I I -I- .0056 -I- .32 -I- 3.38 -I- .00 -I- 1.81 -I- .013 -I- .00 .00 1- PIPE 1110.317 -I- 1476.367 -I- 3.000 -I- 1479.367 -I- 50.30 -I- 7.12 -I- I .79 -I- I 1480.15 .00 I 2.31 I .00 I 3.000 I I .000 .00 I 1 .0 15.577 .0124 .0053 -I- .08 -I- 3.00 -I- .00 -I- 1.81 -I- .013 -I- .00 .00 1- PIPE 188 I I I 1 f I t I 1 1 14 1 f t J # f f V t i It T f t f) it I I i! i I i t 1 [ 1 FILE: B.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-27-1999 Time: 4: 6:10 SUMMIT HEIGHTS Q25 FROM A UP HALF DOME TO MODELS LINE B 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 -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.E1.1 Elev I Depth 1 Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem ICh Slope I I I I SF Ave[ -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X-Fa111 ZR -I IType Ch I I I I I I 1125.894 1476.560 2.864 1479.424 50.30 7.23 .81 I 1480.24 .00 I 2.31 I 1.25 I 3.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1125.894 I I 1476.560 I 1.831 -I- I 1478.390 -I- I 50.30 11.13 -I- I 1.92 -I- I 1480.31 .00 I 2.31 I 2.93 I I 3.000 I .000 .00 I 1 .0 -I- 70.472 -I- .0124 -I- .0117 -I- .83 -I- 1.83 -I- 1.58 -I- 1.81 -I- .013 -i- .00 .00 1- PIPE 1196.366 I I 1477.431 I 1.857 I 1479.288 -I- I 50.30 -I- 10.95 I 1.86 I 1481.15 .00 I 2.31 I 2.91 I 3.000 I I .000 .00 I 1 .0 -I- 59.038 -I- .0124 -I- -I- -I- .0108 -I- .64 -I- 1.86 -I- 1.54 -I- 1.81 -I- .013 -I- .00 .00 1- PIPE 1255.403 I I 1478.161 I 1.935 I 1480.096 I 50.30 10.44 I 1.69 I 1481.79 .00 I 2.31 I 2.87 I 3.000 I I .000 .00 I 1 .0 -I- 25.692 -I- .0124 -I- -I- -I- -I- -I- .0096 -I- .25 -I- 1.93 -I- 1.42 -I- 1.81 -I- .013 -I- .00 .00 1- PIPE 1281.095 I I 1478.479 I 2.017 I 1480.497 I 50.30 9.95 I 1.54 I 1482.03 .00 I 2.31 I 2.82 I 3.000 I I .000 .00 I 1 .0 -I- 13.359 -I- .0124 -I- -I- -I- -I- -I- .0085 -I- .11 -I- 2.02 -I- 1.31 -I- 1.81 -I- .013 -I- .00 .00 1- PIPE 1294.453 I I 1478.645 I 2.106 I 1480.750 I 50.30 9.49 I 1.40 I 1482.15 .00 I 2.31 I 2.74 I 3.000 I I .000 .00 I 1 .0 6.573 .0124 I I .0076 .05 2.11 1.20 1.81 .013 .00 .00 PIPE 1301.026 1478.726 I 2.202 I 1480.928 I 50.30 9.05 I 1.27 I 1482.20 .00 I 2.31 I 2.65 I 3.000 I i .000 .00 I 1 .0 1.954 .0124 I .0068 .01 2.20 1.10 1.81 .013 .00 .00 PIPE 1302.980 -I- I 1478.750 -I- I 2.308 -I- I 1481.058 -I- I 50.30 -I- 8.62 -I- I 1.15 -I- I 1482.21 .00 I 2.31 I 2.53 I 3.000 I I .000 .00 I 1 .0 JUNCT STR .0133 I I I I I .0044 -I- .01 -I- 2.31 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 1305.980 -I- 1478.790 -I- 3.307 -I- 1482.097 -I- 32.20 -I- 4.56 -I- .32 I I 1482.42 .00 I 1.84 I .00 i 3.000 I I .000 .00 I 1 .0 30.744 .0123 -I- .0023 -I- .07 -I- 3.31 -I- .00 -I- 1.38 -I- .013 -I- .00 .00 1- PIPE 189 I i [ t t 1 4 t t I IC [ 1 9 l f 1 f 1 t I f# f 1 i 1 i 1 I I[ i t 1 t i FILE: B.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: B-27-1999 Time: 4: 6:10 SUMMIT HEIGHTS Q25 FROM A UP HALF DOME TO MODELS LINE B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ I Invert I Depth I Water I Q I Vel Vel I -Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station -I- I Elev -I- I (FT) I Elev I (CFS) l (FPS) Head I Grd.El.l Elev I Depth 6 Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem ICh Slope -I- I I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch I I I I 1336.724 -I- 1479.169 -I- 3.000 -I- 1482.169 -I- I 32.20 -I- 4.56 -I- I .32 -I- I 1482.49 .00 i 1.84 I .00 I I 3.000 I .000 .00 I 1 .0 15.406 .0123 I I I .0022 -I- .03 -I- 3.00 .00 -I- -I- 1.38 -I- .013 -I- .00 .00 1- PIPE 1352.130 1479.359 2.828 I 1482.187 I 32.20 4.66 I .34 I 1482.52 .00 I 1.84 I 1.40 I I 3.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1352.130 -I- I 1479.359 -I- I 1.152 -I- I I 1480.511 -I- I 32.20 -I- 12.88 I 2.58 I 1483.09 .00 I 1.84 I 2.92 I I 3.000 I .000 .00 I 1 .0 9.785 .0123 I I I I -i- -I- .0247 -I- .24 -I- 1.15 2.45 -I- -I- 1.38 -I- .013 -I- .00 .00 1- PIPE 1361.915 -I- 1479.479 -I- 1.131 -I- 1480.610 -I- I 32.20 13.20 I 2.71 I 1483.32 .00 I 1.84 I 2.91 I I 3.000 I .000 .00 I 1 .0 15.446 .0123 I I I I -I- -I- -I- .0273 -I- .42 -I- 1.13 2.54 -I- -I- 1.38 -I- .013 -I- .00 .00 1- PIPE 1377.360 -I- 1479.670 -I- 1.092 -I- 1480.762 -I- I 32.20 13.85 I 2.98 I 1483.74 .00 I 1.84 I 2.89 I I 3.000 I .000 .00 I 1 .0 13.820 .0123 I I I -I- -I- -i- .0311 -I- .43 -I- 1.09 2.72 -I- -I- 1.38 -I- .013 -I- .00 .00 1- PIPE 1391.180 1479.840 1.054 I 1480.894 I 32.20 14.52 I 3.28 I 1484.17 .00 I 1.84 I 2.86 I I 3.000 I .000 .00 I 1 .0 TRANS SIR .2650 I I I .0254 .10 1.05 2.91 .013 .00 .00 PIPE 1395.180 -I- 1480.900 -I- 1.892 -I- I 1482.792 -I- I 32.20 10.47 I 1.70 I 1484.49 .00 I 1.89 I .90 I 2.000 I I .000 .00 I 1 .0 30.372 .0171 I I I I -I- -I- -I- .0183 -I- .56 -I- 1.89 1.00 -I- -I- 2.00 -I- .013 -I- .00 .00 1- PIPE 1425.552 -I- 1481.418 -I- 2.000 -I- 1483.418 -I- I 32.20 -I- 10.25 -I- I 1.63 -I- I 1485.05 .00 I 1.89 I .00 I 2.000 I I .000 .00 I 1 .0 98.608 .0171 I I I I I .0197 -I- 1.94 -I- 2.00 .00 -I- -I- 2.00 -I- .013 -I- .00 .00 1- PIPE 1524.160 1483.100 2.316 1485.416 32.20 10.25 I 1.63 I 1487.05 .00 I 1.89 I .00 I 2.000 I I .000 .00 I 1 .0 TRANS STR .0150 .0203 .08 2.32 .00 .013 .00 .00 PIPE 190 11 i I [ I t I L I t I I I t I f I 11 f I I I f I t I I I I l [ l i 1 ( l FILE: B.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 4 For: Madole 6 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 6-27-1999 Time: 4: 6:10 SUMMIT HEIGHTS Q25 FROM A UP HALF DOME TO MODELS LINE B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ 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 (CES) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor 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 -I- Dp -I- -I- I "N" I X-Fa111 -I ZR IType Ch I I I I I I 1528.160 -I- 1483.160 -I- 2.337 1485.497 -I- -I- 32.20 10.25 -I- -I- 1.63 -I- I 1487.13 .00 I 1.89 I .00 I I I 2.000 .000 .00 I 1 .0 26.610 .0173 .0203 -I- .54 -I- .00 -I- .00 -I- 2.00 -I- -I- .013 .00 .00 1- PIPE 1554.770 -I- I I 1483.620 -I- I I 2.616 1486.236 -I- -I- I 32.20 10.25 -I- -I- I 1.63 -I- I 1487.87 -I- .00 I 1.89 I .00 I I I 2.000 .000 .00 I 1 .0 JUNCT STR .0167 .0171 .05 -I- .00 -I- .00 -I- -I- -I- .013 .00 .00 I- PIPE 1557.770 -I- I I 1483.670 -I- I I 3.517 1487.187 -I- -I- I 26.70 8.50 -I- I 1.12 I 1488.31 .00 I 1.80 I .00 I I I 2.000 .000 .00 I 1 .0 5.230 .0172 I -I- -I- .0139 -I- .07 -I- .00 -I- .00 -I- 1.48 -I- -I- .013 .00 .00 1- PIPE 1563.000 -I- I 1483.760 -I- I I 3.556 1487.316 -I- I 26.70 8.50 I 1.12 I 1488.44 .00 I 1.80 I .00 I I I 2.000 .000 .00 I 1 .0 42.430 .0170 I I -I- -I- -I- -I- .0139 -I- .59 -I- 3.56 -I- .00 -I- 1.49 -I- -I- .013 .00 .00 1- PIPE 1605.430 -I- 1484.480 -I- I I 3.427 1487.907 -I- -I- I 26.70 8.50 -I- -I- I 1.12 -I- I 1489.03 -I- .00 -I- I 1.80 -I- I .00 -I- I I I 2.000 .000 -I- -I- .00 I 1 .0 I- 191 FILE: b1.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-27-1999 Time: 2:39:54 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT HEADING LINE NO 3 IS - LATERAL —B -1— 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 102.120 1476.360 1 1479.010 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 110.000 1476.430 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 120.510 1476.540 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 120.510 1476.540 1 1476.540 192 I I I) I I a 1 4 1 t I f 1 I 1t I t i t I[ 1 t l r I I i I I i I t i I I FILE: bl.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole 6 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-27-1999 Time: 2:39:55 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT LATERAL B-1 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase Wt1 INo Wth Station -I- I Elev I -I- (FT) I Elev -I- -I- I (CFS) I (FPS) Head I -I- -I- Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I -I- I I SF Ave1 -I- HF ISE -I- DpthIFroude -I- NINorm Dp -I- -I- -I- I "N" I X-Fa111 ZR -I (Type Ch I I I I I I 102.120 -I- 1476.360 -I- 2.650 1479.010 -I- -I- 12.10 3.85 .23 -I- -I- I 1479.24 .00 I 1.25 I .00 I I I 2.000 .000 .00 I 1 .0 7.880 .0089 I I I -I- .0029 -I- .02 -I- 2.65 -I- .00 1.08 -I- -I- -I- .013 .00 .00 1- PIPE 110.000 -I- 1476.430 -I- 2.602 1479.033 -I- -I- I I I 12.10 3.85 .23 -I- -I- -I- I 1479.26 .00 I 1.25 I .00 I I I 2.000 .000 .00 I 1 .0 10.510 .0105 I I I .0029 I I -I- .03 -I- 2.60 -I- .00 1.03 -I- -I- -I- .013 .00 .00 1- PIPE 120.510 -I- 1476.540 -I- 2.523 1479.063 -I- -I- I 12.10 3.85 .23 -I- -I- -I- I 1479.29 -I- .00 -I- I 1.25 -I- I .00 I I I 2.000 .000 -I- -I- -I- .00 I 1 .0 I- 193 [ 1 f U( f i 1 t i t)#$ f i t) t l t i r i f i[ l t Y i 1 t I I i FILE: B2.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time: 8:57:20 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A THROUGH TRACT TO MODELS HEADING LINE NO 3 IS - LATERAL B-2_ 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 102.120 1479.270 1 1482.030 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 110.000 1480.600 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 120.510 1482.370 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 120.510 1482.370 1 1482.370 194 f 1i t s f[ i [ l ( 1 t) C l t i r i t) fi f y t l till FILE: B2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 8:57:22 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO MODELS LATERAL B-2 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/]Base Wtl INo Wth Station -I- I Elev I -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head -I- I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -i- Dp -I- I "N" I -I- X -Fall) -I ZR (Type Ch I I I I I I 102.120 -I- 1479.270 -I- .920 -i- 1480.190 -I- 23.40 -I- 16.59 -I- 4.27 -I- I 1484.46 .00 I I 1.72 1.99 I I 2.000 I .000 .00 I 1 .0 3.026 .1688 I I I I .0538 -I- .16 -I- .92 -I- 3.48 -I- .68 -I- .013 -I- .00 .00 1- PIPE 105.146 -I- 1479.781 -I- .953 -I- 1480.734 -I- I 23.40 -I- 15.84 -I- 3.89 -I- I I 1484.63 .00 I I 1.72 2.00 I I 2.000 I .000 .00 I 1 .0 2.619 .1688 I .0474 -I- .12 -I- .95 -i- 3.25 -I- .68 -I- .013 -I- .00 .00 1- PIPE 107.765 -I- I 1480.223 -I- I .989 -I- I 1481.212 -I- I 23.40 15.10 3.54 I I 1484.75 .00 I I 1.72 2.00 I I 2.000 I .000 .00 I 1 .0 2.235 .1688 I -I- -I- -I- .0417 -I- .09 -I- .99 -i- 3.02 -I- .68 -I- .013 -I- .00 .00 1- PIPE 110.000 -I- I 1480.600 -I- I 1.027 -I- I 1481.627 -I- I 23.40 14.40 3.22 I I 1484.85 .00 I i 1.72 2.00 I I 2.000 I .000 .00 I 1 .0 1.809 .1684 I I I I -I- -I- -I- .0369 -I- .07 -I- 1.03 -I- 2.81 -I- .68 -I- .013 -I- .00 .00 1- PIPE 111.809 -I- 1480.905 -I- 1.064 -I- 1481.969 -I- I 23.40 13.77 2.95 I I 1484.91 .00 I I 1.72 2.00 I I 2.000 I .000 .00 I 1 .0 1.666 .1684 I -I- -I- -I- .0327 -I- .05 -I- 1.06 -I- 2.63 -I- .68 -I- .013 -I- .00 .00 1- PIPE 113.475 -I- 1481.185 -I- I I 1.106 -I- I 1482.291 -I- I 23.40 13.13 2.68 I I 1484.97 .00 I 1.72 I 1.99 I I 2.000 I .000 .00 I 1 .0 1.430 .1684 I I I -I- -I- -I- .0289 -I- .04 -I- 1.11 -I- 2.44 -I- .68 -I- .013 -I- .00 .00 1- PIPE 114.906 1481.426 1.150 I 1482.576 I 23.40 12.52 2.43 I I 1485.01 .00 I 1.72 I 1.98 I 2.000 I I .000 .00 I 1 .0 1.224 .1684 I I I I .0255 .03 1.15 2.27 .68 .013 .00 .00 PIPE 116.130 -I- 1481.632 -I- 1.196 -I- 1482.828 -I- I 23.40 -I- 11.94 -I- 2.21 -I- I I 1485.04 .00 I 1.72 I 1.96 I 2.000 I I .000 .00 I 1 .0 1.043 .1684 I I I I I .0226 -I- .02 -I- 1.20 -I- 2.10 -I- .68 -I- .013 -I- .00 .00 1- PIPE 117.173 -I- 1481.808 -I- 1.245 -I- 1483.053 -I- 23.40 -I- 11.38 2.01 I I 1485.06 .00 I 1.72 I 1.94 I 2.000 I I .000 .00 I 1 .0 .881 .1684 -I- -I- .0200 -I- .02 -I- 1.25 -I- 1.95 -I- .68 -I- .013 -I- .00 .00 1- PIPE 195 f l[ l t) I I t 1 I 1 f 1 t l( I U l t I C l t) f i t} f I C) f i t I FILE: B2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time: 8:57:22 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO MODELS LATERAL B-2 I Invert I Depth I Water I Q I Vel Vel I •Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev (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- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I I I 118.054 -I- 1481.956 -I- 1.297 1483.254 -I- -I- 23.40 -I- 10.85 -I- 1.83 -I- I 1485.08 .00 I 1.72 I 1.91 I 2.000 I I .000 .00 I 1 .0 .734 .1684 I I I I I .0178 -I- .01 -I- 1.30 -I- 1.80 -I- .68 -I- .013 -I- .00 .00 1- PIPE 118.788 -I- 1482.080 -I- 1.353 1483.433 -I- -I- 23.40 -I- 10.35 -I- I 1.66 -I- I 1485.10 .00 I 1.72 I 1.87 I 2.000 I I .000 .00 I 1 .0 .599 .1684 I I I I .0158 -I- .01 -I- 1.35 -I- 1.66 -I- .68 -I- .013 -I- .00 .00 1- PIPE 119.387 -I- 1482.181 -I- 1.413 1483.593 -I- -I- I 23.40 9.87 I 1.51 I 1485.10 .00 I 1.72 I 1.82 I 2.000 I I .000 .00 I 1 .0 .471 .1684 I -I- -I- -I- .0141 -I- .01 -I- 1.41 -I- 1.52 -I- .68 -I- .013 -I- .00 .00 1- PIPE 119.858 -I- I 1482.260 -I- I I 1.477 1483.737 -I- -I- I 23.40 -I- 9.41 I 1.37 I 1485.11 .00 I 1.72 I 1.76 I 2.000 I I .000 .00 I 1 .0 .348 .1684 I I I -I- -I- .0127 -I- .00 -I- 1.48 -i- 1.39 -I- .68 -I- .013 -I- .00 .00 1- PIPE 120.206 1482.319 I 1.548 1483.867 I 23.40 8.97 I 1.25 I 1485.12 .00 I 1.72 I 1.67 I 2.000 I I .000 .00 I 1 .0 .222 .1684 I I I I .0114 .00 1.55 1.27 .68 .013 .00 .00 PIPE 120.428 1482.356 1.627 1483.983 I 23.40 8.55 I 1.14 I 1485.12 .00 I 1.72 I 1.56 I 2.000 I I .000 .00 I 1 .0 .082 .1684 I I I I .0104 .00 1.63 1.14 .68 .013 .00 .00 1- PIPE 120.510 -I- 1482.370 -I- 1.718 1484.088 -I- -I- I 23.40 -I- 8.15 -I- I 1.03 -I- I 1485.12 -I- .00 -I- I 1.72 -I- I 1.39 -I- I 2.000 -I- I I .000 -I- .00 I 1 I- .0 196 f 1 I # t# [ 1 # 1 I 1 ( ) f l ( l I I C I f ) t 14 i t) t i t i FILE: b3.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-27-1999 Time: 2:48:50 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD' SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT HEADING LINE NO 3 IS - LATERAL _8-3_ 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 101.200 1483.850 1 1487.190 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 112.450 1484.700 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 134.890 1486.470 1 .013 44.891 28.641 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 134.890 1486.470 1 1486.470 197 fi I[ l f l I[ [) i l f 1 () t i[ i f l [ i t) [ I I t i t) t l [ 1 FILE: b3.WSW W S P G W - CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-27-1999 Time: 2:48:52 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT LATERAL B-3 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INc Wth Station I Elev I (FT) I Elev I (CFS) 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- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR ]Type Ch I I I i I 101.200 -I- 1483.850 -I- 3.340 1487.190 -I- -I- 5.90 -I- 3.34 -I- I .17 -I- I 1487.36 .00 I I .94 .00 I 1.500 I I .000 .00 I 1 .0 11.250 .0756 I I I I I .0032 -I- .04 -I- 3.34 -I- .00 -I- .46 -I- .013 -I- .00 .00 1- PIPE 112.450 -I- 1484.700 -I- 2.525 1487.225 -I- -I- 5.90 -I- 3.34 -I- I .17 -I- I 1487.40 -I- .00 I i .94 .00 I 1.500 I I .000 .00 I 1 .0 13.744 .0789 I I .0031 .04 -I- .00 -I- .00 -I- .45 -I- .013 -I- .00 .00 1- PIPE 126.194 -I- I 1485.784 -I- I 1.500 1487.284 -I- -I- I 5.90 -I- 3.34 -I- I .17 I 1487.46 1.50 I I .94 .00 I 1.500 I I .000 .00 I 1 .0 1.248 .0789 I I i -I- .0029 -I- .00 -I- 1.50 -I- .00 -I- .45 -I- .013 -I- .00 .00 1- PIPE 127.443 I 1485.883 1.361 1487.244 I 5.90 3.50 I .19 I 1487.43 .01 I I .94 .87 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 127.443 -I- I I 1485.883 -I- I I .597 1486.479 -I- -I- I 5.90 9.01 I 1.26 I 1487.74 .08 I I .94 1.47 I 1.500 I I .000 .00 I 1 .0 .569 .0789 I I I I -I- -I- -I- .0266 -I- .02 -I- .68 -I- 2.38 -I- .45 -I- .013 -I- .00 .00 1- PIPE 128.012 -I- 1485.927 -I- .618 1486.546 -I- -I- I 5.90 8.59 I 1.14 I 1487.69 .08 i I .94 1.48 I 1.500 I I .000 .00 I 1 .0 1.466 .0789 i I I I -I- -I- -I- .0234 -I- .03 -I- .69 -I- 2.22 -I- .45 -I- .013 -I- .00 .00 1- PIPE 129.478 -I- 1486.043 -I- .641 1486.684 -I- -I- I 5.90 -I- 8.19 I 1.04 i 1487.72 .07 I I .94 1.48 I 1.500 I I .000 .00 I 1 .0 1.217 .0789 I I I I -I- -I- .0205 -I- .02 -I- .71 -I- 2.07 -I- .45 -I- .013 -I- .00 .00 1- PIPE 130.694 1486.139 .665 1486.803 I 5.90 7.81 I .95 I 1487.75 .06 I I .94 1.49 I 1.500 I I .000 .00 I 1 .0 1.006 .0789 I I I I I .0180 .02 .73 1.93 .45 .013 .00 .00 PIPE 131.700 -I- 1486.218 -I- .689 1486.908 -I- -I- 5.90 -I- 7.44 -I- I .86 -I- I 1487.77 .06 I .94 I 1.50 I 1.500 I I .000 .00 I 1 .0 .831 .0789 .0159 -I- .01 -I- .75 -I- 1.80 -I- .45 -I- .013 -I- .00 .00 1- PIPE 198 I 3 r) f i t i f i t t[ i f i It t t) f I t 1 t I r i t 3 r) f l t 1 t I FILE: b3.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-27-1999 Time: 2:46:52 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A THROUGH TRACT TO BEECH/SUMMIT LATERAL B-3 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem -I- ICh Slope I -I- -I- I I -I- -I- I -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) ZR -I IType Ch I I I I 132.532 -I- I 1486.284 -I- .715 -I- 1486.999 -I- 5.90 7.10 -I- -I- I .78 -I- I 1487.78 .05 I .94 I 1.50 I 1.500 I I .000 .00 I 1 .0 .677 .0789 .0140 -I- .01 -I- .77 -I- 1.68 .45 -I- -I- .013 -I- .00 .00 1- PIPE 133.209 -I- I I 1486.337 -I- .742 -I- I I 1487.080 -I- I 5.90 6.77 -I- -I- I .71 -I- I 1487.79 .05 i .94 I 1.50 I 1.500 I I .000 .00 I 1 .0 .544 .0789 I .0123 -I- .01 -I- .79 -I- 1.56 .45 -I- -I- .013 -I- .00 .00 1- PIPE 133.753 -I- I I 1486.380 -I- .771 -I- I 1487.151 -I- I 5.90 6.45 -I- -I- I .65 -I- I 1487.80 .04 I .94 I 1.50 I 1.500 I I .000 .00 I 1 .0 .425 .0789 I .0108 -I- .00 -I- .81 -I- 1.46 .45 -I- -I- .013 -I- .00 .00 1- PIPE 134.178 -I- I 1486.414 -I- .801 -I- I I 1487.214 -I- I 5.90 6.15 I .59 I 1487.80 .04 I .94 I 1.50 I 1.500 I I .000 .00 I 1 .0 .319 .0789 -I- -I- -I- .0096 -I- .00 -I- .84 -I- 1.35 .45 -I- -I- .013 -I- .00 .00 1- PIPE 134.497 -I- I I 1486.439 -I- .832 -I- I I 1487.271 -I- I 5.90 5.86 I .53 I 1487.80 .04 I .94 I 1.49 I 1.500 I I .000 .00 I 1 .0 .221 .0789 I I I -I- -I- -I- .0084 -I- .00 -I- .87 -I- 1.26 .45 -I- -I- .013 -I- .00 .00 1- PIPE 134.718 -I- 1486.456 -I- .865 -I- I 1487.321 -I- I 5.90 5.59 -I- I .49 I 1487.81 .03 I .94 I 1.48 I 1.500 I I .000 .00 I 1 .0 .129 .0789 I I I -I- -I- .0075 -I- .00 -I- .90 -I- 1.17 .45 -I- -I- .013 -I- .00 .00 1- PIPE 134.847 -I- 1486.467 -I- .900 -I- I 1487.366 -I- I 5.90 5.33 -I- I .44 I 1487.81 .03 I .94 I 1.47 I 1.500 I I .000 .00 I 1 .0 .043 .0789 I I I I -I- I -I- .0066 -I- .00 -I- .93 -I- 1.08 .45 -I- -I- .013 -I- .00 .00 1- PIPE 134.890 1486.470 .938 1487.408 5.90 5.08 I .40 I 1487.81 .03 1 .94 I 1.45 I 1.500 I I .000 .00 I 1 C 199 I 1 9 1 t 1 I I [ I n t l ( I f l f)! l [ I t l r 1 t) [ i it t 1 t i FILE: D.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time:10:21:21 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 CD 2 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 SAN SEVAINE FROM LINE A TO SUMMIT HEADING LINE NO 3 IS - LINE D 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 1000.000 1469.620 1 1475.280 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1003.450 1469.720 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 1006.390 1469.810 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1026.440 1470.390 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1036.450 1470.690 1 .013 44.983 12.750 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1046.210 1470.970 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1049.210 1471.060 1 2 0 .013 .100 .000 1471.770 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1056.210 1471.260 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1059.210 1471.350 1 2 0 .013 .500 .000 1472.060 .000 45.000 .000 RADIUS ANGLE .000 .000 200 f 1 r 1 r 1 9 1 t .1 t 1 t I[ I l f I l F 1 t 1 [ 1 t 1 r) t i t i I 1 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1397.250 1481.240 1 .013 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1402.750 1481.340 1 .013 .000 .000 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1797.250 1488.430 1 .013 .000 .000 .000 0 ELEMENT NO 13 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1802.750 1488.530 1 .013 .000 .000 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1975.690 1491.640 1 .013 .000 .000 .000 0 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1978.690 1491.690 1 2 0 .013 5.500 .000 1492.410 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2197.250 1495.620 1 .013 .000 .000 .000 0 ELEMENT NO 17 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 2202.750 1495.720 1 .013 .000 .000 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2607.400 1502.990 1 .013 .000 .000 .000 0 ELEMENT NO 19 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 2612.400 1503.080 1 .013 .000 .000 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2667.750 1504.080 1 .013 .000 .000 .000 0 ELEMENT NO 21 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2670.750 1504.130 1 2 0 .013 5.200 .000 1504.910 .000 45.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2679.360 1504.290 1 .013 .000 .000 .000 0 ELEMENT NO 23 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 201 I I I) f I t t f t f I f) t 1 [) f l t l t l t i f 1 I) t) t) ) FILE: D.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:21:24 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM LINE A TO SUMMIT LINE D 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 (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL 1Prs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" I -I- X -Fall) -I ZR (Type Ch I 1000.000 I 1469.620 I 5.660 I 1475.280 I 93.90 13.28 I 2.74 I 1478.02 .00 I 2.87 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 3.450 -I- .0290 -I- -I- -I- -I- -I- .0198 -I- .07 -I- 5.66 -I- .00 2.08 -i- -I- .013 -I- .00 .00 1- PIPE I 1003.450 I 1469.720 I 5.628 I 1475.348 I 93.90 13.28 I 2.74 I 1478.09 .00 I 2.87 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 2.940 -I- .0306 -I- -I- -I- -I- -I- .0198 -I- .06 -I- 5.63 -I- .00 2.04 -I- -I- .013 -I- .00 .00 1- PIPE I 1006.390 I 1469.810 I 5.597 I 1475.407 I 93.90 13.28 I 2.74 I 1478.15 .00 I 2.87 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 20.050 -I- .0289 -I- -I- -I- -I- -I- .0198 -I- .40 -I- 5.60 -I- .00 2.08 -I- -I- .013 -I- .00 .00 1- PIPE I I 1026.440 I 1470.390 I 5.414 I 1475.804 I 93.90 13.28 I 2.74 I 1478.54 .00 I 2.87 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 10.010 -I- .0300 -I- -I- -I- -I- -I- .0198 -I- .20 -I- .00 -I- .00 2.05 -I- -I- .013 -I- .00 .00 1- PIPE 1036.450 I 1470.690 I I 5.519 I 1476.209 I 93.90 13.28 I 2.74 I 1478.95 .00 I 2.87 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 9.760 -I- .0287 -I- -I- -I- -I- -I- .0198 -I- .19 -I- 5.52 -I- .00 2.09 -I- -I- .013 -I- .00 .00 1- PIPE 1046.210 I 1470.970 I I 5.432 I 1476.402 I 93.90 13.28 I 2.74 I 1479.14 .00 I 2.87 I .00 I I 3.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0300 -I- -I- -I- -I- -I- .0198 -I- .06 -I- 5.43 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1049.210 I 1471.060 I I 5.413 I 1476.473 I 93.80 13.27 I 2.73 I 1479.21 .00 I 2.87 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 7.000 -I- .0266 -I- I -I- I -I- -I- -I- .0198 -I- .14 -I- 5.41 -I- .00 2.09 -I- -I- .013 -I- .00 .00 1- PIPE 1056.210 -I- I 1471.260 -I- I 5.352 -I- 1476.612 -I- I 93.80 -I- 13.27 I 2.73 I 1479.35 .00 I 2.87 I .00 I I 3.000 I .000 .00 I 1 .0 JUNCT STR .0300 I I I I -I- -I- .0197 -I- .06 -I- 5.35 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1059.210 -I- 1471.350 -I- 5.378 -I- 1476.728 -I- I 93.30 -I- 13.20 I 2.71 I 1479.43 .00 I 2.86 I .00 I I 3.000 I .000 .00 I 1 .0 148.012 .0293 -I- -I- .0196 -I- 2.90 -I- 5.38 -I- .00 2.06 -I- -I- .013 -I- .00 .00 1- PIPE 203 ,f I f l [ 1 [ 1 FILE: D.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:21:24 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM LINE A TO SUMMIT LINE D ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase 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 ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch I I 1207.222 I I 1475.680 3.942 I 1479.622 93.30 13.20 I 2.71 I 1482.33 .00 I 2.86 I .00 I I 3.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1207.222 I I 1475.680 -I- 2.121 -I- I I 1477.801 -I- I 93.30 -I- 17.47 -I- I 4.74 -I- I 1482.54 .00 I 2.86 I 2.73 I 3.000 I I .000 .00 I 1 .0 -I- 16.448 .0293 .0270 -I- .44 -I- 2.12 -I- 2.20 -I- 2.06 -I- .013 -I- .00 .00 1- PIPE 1223.669 I I 1476.162 2.132 I I 1478.293 I 93.30 17.37 I 4.68 I 1482.98 .00 I 2.86 I 2.72 I 3.000 I I .000 .00 I 1 .0 85.976 .0293 .0254 2.19 2.13 2.18 2.06 .013 .00 .00 PIPE 1309.646 I I 1478.677 2.230 -I- I I 1480.907 -I- I 93.30 16.56 I 4.26 I 1485.17 .00 I 2.86 I 2.62 I 3.000 I I .000 .00 I 1 .0 -I- 43.477 -I- .0293 I -I- -I- -I- .0228 -I- .99 -I- 2.23 -I- 1.99 -I- 2.06 -I- .013 -I- .00 .00 1- PIPE 1353.123 I 1479.949 -I- I 2.337 I 1482.286 I 93.30 15.79 I 3.87 I 1486.16 .00 I 2.86 I 2.49 I 3.000 I I .000 .00 I 1 .0 -I- 26.806 .0293 -I- -I- I -I- -I- -I- .0206 -I- .55 -I- 2.34 -I- 1.81 -I- 2.06 -I- .013 -I- .00 .00 1- PIPE 1379.929 -I- I 1480.733 -I- I 2.457 -I- I 1483.191 -I- I 93.30 -I- 15.06 I 3.52 I 1486.71 .00 I 2.86 I 2.31 I 3.000 i I .000 .00 I 1 .0 17.321 .0293 -I- -I- .0188 -I- .33 -I- 2.46 -I- 1.62 -I- 2.06 -I- .013 -I- .00 .00 1- PIPE 1397.250 I 1481.240 I 2.596 I I 1483.836 I 93.30 14.35 I 3.20 I 1487.04 .00 I 2.86 I 2.05 I 3.000 I I .000 .00 I 1 .0 TRANS STR .0182 I I I I .0180 .10 2.60 1.42 .013 .00 .00 PIPE 1402.750 -I- 1481.340 -I- 2.596 -I- 1483.936 -I- I 93.30 -I- 14.35 -I- I 3.20 -I- I 1487.14 .00 I 2.86 I 2.05 I 3.000 I I .000 .00 I 1 .0 170.408 .0180 I I I I .0180 -I- 3.06 -I- 2.60 -I- 1.42 -I- 2.60 -I- .013 -I- .00 .00 1- PIPE 1573.158 -I- 1484.403 -I- 2.596 -I- 1486.999 -I- I 93.30 14.35 I 3.20 I 1490.20 .00 I 2.86 I 2.05 I 3.000 I I .000 .00 I 1 .0 224.092 .0180 -I- -I- -I- .0178 -I- 4.00 -I- 2.60 -I- 1.42 -I- 2.60 -I- .013 -I- .00 .00 1- PIPE 204 I I f I f I t 1 t) f I t l f I f) t I f) ( l f) f i f l f; f l E I t I FILE: D.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:21:24 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM LINE A TO SUMMIT LINE D ( Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow 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.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X-Fa111 -I ZR IType Ch I I I I 1797.250 I 1488.430 2.626 1491.056 93.30 14.22 I 3.14 I 1494.20 .00 I 2.86 I 1.98 I I 3.000 I .000 .00 I 1 .0 TRANS STR .0182 .0177 .10 2.63 1.38 .013 .00 .00 PIPE I 1802.750 -I- I 1488.530 -I- I 2.628 -I- I 1491.158 -I- I 93.30 -I- 14.21 -I- I 3.14 I 1494.30 .00 I 2.86 I 1.98 I I 3.000 I .000 .00 I 1 .0 71.361 .0180 -I- .0176 -I- 1.25 -I- 2.63 -I- 1.38 2.59 -I- -I- .013 -I- .00 .00 1- PIPE I 1874.111 1489.813 I I 2.662 -I- I 1492.475 -I- I 93.30 -I- 14.07 I 3.07 I 1495.55 .00 I 2.86 I 1.90 I I 3.000 I .000 .00 I 1 .0 -I- 101.579 -I- .0180 -I- -I- .0172 -I- 1.75 -I- 2.66 -I- 1.33 2.59 -I- -I- .013 -I- .00 .00 1- PIPE I 1975.690 1491.640 I I 2.865 I 1494.505 I 93.30 13.41 I 2.79 I 1497.30 .00 I 2.86 I 1.25 I I 3.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0166 -I- -I- -I- -I- -I- .0172 -I- .05 -I- 2.86 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE I 1978.690 -I- 1491.690 -I- I I 3.526 -I- I 1495.216 -I- I 87.80 -I- 12.42 I 2.40 I 1497.61 .00 I 2.83 I .00 I I 3.000 I .000 .00 I 1 .0 218.560 .0180 -I- -I- .0173 -I- 3.79 -I- 3.53 -I- .00 2.41 -I- -I- .013 -I- .00 .00 1- PIPE I 2197.250 1495.620 I I 3.383 I 1499.003 I 87.80 12.42 I 2.40 I 1501.40 .00 I 2.83 I .00 I I 3.000 I .000 .00 I 1 .0 TRANS STR .0182 .0173 .10 3.38 .00 .013 .00 .00 PIPE I 2202.750 -I- 1495.720 -I- I I 3.378 -I- i 1499.098 -I- I 87.80 -I- 12.42 -I- I 2.40 I 1501.49 .00 I 2.83 I .00 I I 3.000 I .000 .00 I 1 .0 404.650 .0180 I I I -I- .0173 -I- 7.01 -I- 3.38 -I- .00 2.41 -I- -I- .013 -I- .00 .00 1- PIPE 2607.400 -I- 1502.990 -I- 3.120 -I- I 1506.110 -I- I 87.80 -I- 12.42 -I- I 2.40 I 1508.51 .00 I 2.83 I .00 I I 3.000 I .000 .00 I 1 .0 TRANS STR .0180 I I I I -I- .0173 -I- .09 -I- 3.12 -I- .00 -I- -I- .013 -I- .00 .00 I - PIPE 2612.400 -I- 1503.080 -I- 3.117 -I- 1506.197 -I- I 87.80 -I- 12.42 -I- I 2.40 I 1508.59 .00 I 2.83 I .00 I I 3.000 I .000 .00 I 1 .0 55.350 .0181 -I- .0173 -I- .96 -I- 3.12 -I- .00 2.40 -I- -I- .013 -I- .00 .00 1- PIPE 205 [ 1 r 1 r l f1 I r [i [ 1 ( 1 r l t l i l[ I 1 t 1 t) C I f 1 r i FILE: D.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 4 For: Madole 6 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:21:24 SUMMIT HEIGHTS Q25 SAN SEVAINE FROM LINE A TO SUMMIT LINE D 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.E1.1 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 2667.750 1504.080 3.076 1507.156 87.80 12.42 2.40 1509.55 .00 2.83 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0167 .0163 .05 3.08 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 2670.750 1504.130 3.578 1507.708 82.60 11.69 2.12 1509.83 .00 2.79 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 8.610 .0186 .0153 .13 3.58 .00 2.24 .013 .00 .00 PIPE I I I I I I I I I I I I I 2679.360 1504.290 3.550 1507.840 82.60 11.69 2.12 1509.96 .00 2.79 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 206 [ I [ I C l t i t i [ 1 t i f 1 [) t i t 1 [ 1 t I t l t 1 [ i t i t l t i FILE: D1.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time:10:25:30 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT HEADING LINE NO 3 IS - LATERAL D-1_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 100.000 1471.810 1 1476.470 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.750 1472.630 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 128.680 1478.100 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 128.680 1478.100 1 1478.100 207 f l I 1 f 1 f1 ft [ 1 I1 t 1 f 1 f 1 I 1 f 1 f 1 f) f 1 I) f 1 f 1 f I FILE: D1.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole 6 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:32 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-1 ++wwwwwwwwwwwwwwww++++++ww++ww++www+++++w++tw++++++w++++++++++wwwwww++w++++++++++w+wwwwwwww++++++++++w+wwwwwwwwwww+++++ww+ +wwwwwww I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station -I- I Elev I (FT) I -I- Elev I -I- (CFS) I (FPS) -I- -I- Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem -I- ICh Slope I I I I -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch ++wwwwwwwlwwwwwwwwwlww++++++++++++w++I+++wwwwwwwwwwwwwl+www+w+Iww+w+w++wl+++wwwwwwwww++wl+ww+++wwl+wwwwwwlwwww+w++++++ I I I I I Iwwwwwww 100.000 -I- 1471.810 -I- 4.660 -I- 1476.470 -I- 2.70 1.53 -I- -I- I .04 -I- I 1476.51 .00 I I .62 .00 I 1.500 I I .000 .00 I 1 .0 3.750 .2187 I I I I .0007 -I- .00 -I- 4.66 -I- .00 -I- .24 -I- .013 -I- .00 .00 1- PIPE 103.750 -I- I 1472.630 -I- 3.842 -I- 1476.472 -I- 2.70 1.53 -I- -I- I .04 -I- I 1476.51 -I- .00 I I .62 .00 i 1.500 I I .000 .00 I 1 .0 10.708 .2194 .0007 .01 -I- 3.84 -I- .00 -I- .24 -I- .013 -I- .00 .00 1- PIPE 114.458 I I 1474.979 I 1.500 I 1476.479 I 2.70 1.53 I .04 I 1476.52 .00 I .62 I .00 I 1.500 I I .000 .00 I 1 .0 -I- .615 -I- .2194 -I- -I- -I- -I- -I- .0006 -I- .00 -I- 1.50 -I- .00 -I- .24 -I- .013 -I- .00 .00 1- PIPE 115.073 -I- I I 1475.114 -I- I 1.361 -I- I 1476.475 -I- I 2.70 1.60 I .04 I 1476.52 .00 I .62 I .87 I 1.500 I I .000 .00 I 1 .0 .351 .2194 -I- -I- -I- .0006 -I- .00 -I- 1.36 -I- .20 -I- .24 -I- .013 -I- .00 .00 1- PIPE 115.424 -I- I I 1475.191 -I- I 1.280 -I- I 1476.472 -i- I 2.70 1.68 I .04 I 1476.52 .00 I .62 I 1.06 I 1.500 I I .000 .00 I 1 .0 .039 .2194 -I- -I- -I- .0006 -I- .00 -I- 1.28 -I- .24 -I- .24 -I- .013 -I- .00 .00 1- PIPE 115.463 I I 1475.200 I 1.280 I 1476.480 I 2.70 1.68 I .04 I 1476.52 .00 I .62 I 1.06 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 115.463 I I 1475.200 I .265 I 1475.465 I 2.70 12.83 I 2.56 I 1478.02 .00 I .62 I 1.14 I 1.500 I I .000 .00 I 1 .0 -I- 1.541 -I- .2194 I I -I- I -I- I -I- -I- I -I- .1339 -I- .21 -I- .26 -I- 5.27 -I- .24 -I- .013 -I- .00 .00 1- PIPE 117.004 -I- 1475.538 -I- .274 -I- 1475.812 -I- 2.70 12.23 -I- -I- I 2.32 I 1478.13 .00 I .62 I 1.16 I 1.500 I I .000 .00 I 1 .0 1.970 .2194 I I I I I -I- .1169 -I- .23 -I- .27 -I- 4.94 -I- .24 -I- .013 -I- .00 .00 1- PIPE 118.973 -I- 1475.970 -I- .283 -I- 1476.253 -I- 2.70 11.66 -I- -I- I 2.11 -I- I 1478.36 .00 I .62 I 1.17 I 1.500 I I .000 .00 I 1 .0 1.555 .2194 .1021 -I- .16 -I- .28 -I- 4.63 -I- .24 -I- .013 -I- .00 .00 1- PIPE 208 I) I) f 1 i) t) t 1 [) I) f i) I) I) I I I) i) I) f) If 1 I I FILE: D1.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:32 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-1 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.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -1- I X-Fa111 ZR -1 IType Ch I I I 120.526 I 1476.311 I .293 I 1476.604 2.70 11.12 1.92 I 1478.52 .00 I .62 I 1.19 I 1.500 I I .000 .00 I 1 .0 -I- 1.264 -I- .2194 -I- -I- -I- -I- -I- .0892 -I- .11 -I- .29 -I- 4.34 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 121.792 I 1476.589 I .303 I 1476.891 I 2.70 10.60 I 1.75 I 1478.64 .00 I .62 I 1.20 I 1.500 I I .000 .00 I 1 .0 -I- 1.049 -I- .2194 -I- -I- -I- -I- -I- .0780 -I- .08 -I- .30 -I- 4.06 -I- .24 -I- .013 -I- .00 .00 I- PIPE I 122.841 I 1476.819 I .313 I 1477.132 I 2.70 10.11 I 1.59 I 1478.72 .00 I .62 I 1.22 I 1.500 I I .000 .00 I 1 .0 -I- .883 -I- .2194 -I- -I- -I- -I- -I- .0681 -I- .06 -I- .31 -I- 3.80 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 123.725 I 1477.013 I .323 I 1477.336 I 2.70 9.64 I 1.44 I 1478.78 .00 I .62 I 1.23 I 1.500 I I .000 .00 I 1 .0 -I- .751 -I- .2194 -I- -I- -I- -I- -I- .0596 -I- .04 -I- .32 -I- 3.56 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 124.476 I 1477.177 I .334 I 1477.512 I 2.70 9.19 I 1.31 I 1478.82 .00 I .62 I 1.25 I 1.500 I I .000 .00 I 1 .0 -I- .644 -I- .2194 -I- -I- -I- -I- -I- .0521 -I- .03 -I- .33 -I- 3.34 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 125.120 1477.319 I I .346 I 1477.665 I 2.70 8.76 I 1.19 I 1478.86 .00 I .62 I 1.26 I 1.500 I I .000 .00 I 1 .0 -I- .555 -I- .2194 -I- -I- -I- -I- -I- .0455 -I- .03 -I- .35 -i- 3.13 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 125.675 1477.441 I I .358 I 1477.798 I 2.70 8.35 1.08 I I 1478.88 .00 I .62 I 1.28 I 1.500 I I .000 .00 I 1 C .480 .2194 .0398 .02 .36 2.93 .24 .013 .00 .00 PIPE I 126.155 1477.546 I I .370 -I- I 1477.916 -I- I 2.70 -I- 7.96 .99 I I 1478.90 .00 I .62 I 1.29 I 1.500 I I .000 .00 I 1 C -I- .416 -I- .2194 -I- -I- .0348 -I- .01 -I- .37 -I- 2.74 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 126.571 1477.637 -I- I I .383 -I- I 1478.020 -I- I 2.70 -I- 7.59 .90 I I 1478.92 .00 I .62 I 1.31 I 1.500 I I .000 .00 I 1 C -I- .361 .2194 -I- -I- .0304 -I- .01 -I- .38 -I- 2.57 -I- .24 -I- .013 -I- .00 .00 1- PIPE 209 t) C) f 1 [ 1 t I t I t l [ I t I t I t)[ l[)[) f I 1) f) If I f I FILE: D1.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:32 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-1 +www+wwwwwwwwww+ww++wwww+w++++wwwwwwww*wwww*www++wwwwwwwwwww+w+w+w+w++www+++wwwwwwwwwwwwwwwwwww++++++++++++wwwwwwwwww+ww++ ww++wwww 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 -I- ZL -I IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- -I- I -I- SF Avel -I- -I- -I- HF ISE DpthlFroude NINorm -I- Dp -I- I "N" I X-Fa111 ZR (Type Ch +ww+wwww+I+++++wwwwl+++wwwwwl+++w+ww+wlwww+wwwwwlww++++w1++wwwwwlww+wwww+wlwwwwwwwlwwwwwwwww+w++++wl+++wwwwlwwwwwwwlwwwww I I I I I I I I wwwww+w I I 126.932 I 1477.716 I .396 I 1476.112 -I- 2.70 7.24 -I- -I- .81 -I- 1478.93 -I- .00 -I- .62 -I- 1.32 -I- 1.500 -I- .000 -I- .00 1 .0 1- -I- .313 -I- .2194 -I- .0266 .01 .40 2.40 .24 .013 .00 I I .00 PIPE I I 127.245 I 1477.785 I .410 I 1476.195 I 2.70 6.90 -I- -I- I .74 -I- I 1478.93 -I- I .00 -I- I .62 -I- 1.34 -I- I 1.500 -I- .000 -I- .00 1 .0 1- -I- .271 -I- .2194 -I- -I- .0233 .01 .41 2.25 .24 .013 .00 .00 PIPE I 127.515 I 1477.844 I .424 I 1478.268 I 2.70 6.58 I .67 I 1478.94 I .00 I .62 1.35 -I- I 1.500 -I- I I .000 -I- .00 I 1 .0 -I- .233 -I- .2194 -I- -I- -I- -I- -I- .0204 -I- .00 -I- .42 -I- 2.10 .24 .013 .00 .00 1- PIPE I 127.749 I 1477.896 I .439 I 1478.334 I 2.70 6.28 I .61 I 1478.95 I .00 I .62 1.36 I 1.500 I I .000 .00 I 1 .0 -I- .200 -I- .2194 -I- -I- -I- -I- -I- .0179 -I- .00 -I- .44 -i- 1.97 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 127.949 I 1477.939 I .454 I 1478.393 I 2.70 5.98 I .56 I 1478.95 I .00 I .62 1.38 I 1.500 I I .000 .00 I 1 .0 -I- .170 -I- .2194 -I- -I- -I- -I- -I- .0156 -I- .00 -I- .45 -I- 1.84 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 128.119 I 1477.977 I .470 I 1478.447 I 2.70 5.71 .51 I I 1478.95 I .00 I .62 1.39 I 1.500 I I .000 .00 I 1 .0 -I- .143 -I- .2194 -I- -I- -I- -I- -I- .0137 -I- .00 -I- .47 -I- 1.72 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 128.262 I 1478.008 I .486 I 1478.494 I 2.70 5.44 .46 I I 1478.95 I .00 I .62 1.40 I 1.500 I I .000 .00 I 1 .0 -I- .118 -I- .2194 -I- -I- -I- -I- -I- .0120 -I- .00 -I- .49 -I- 1.61 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 128.380 I 1478.034 I .503 1478.538 I I 2.70 5.19 .42 I I 1478.96 I .00 I .62 1.42 I 1.500 I I .000 .00 I 1 .0 -I- .096 -I- .2194 -I- -I- -I- -I- -I- .0105 -I- .00 -I- .50 -I- 1.51 -I- .24 -I- .013 -I- .00 .00 1- PIPE I 128.476 I 1478.055 I .521 1478.577 I I 2.70 4.95 .38 I I 1478.96 I .00 .62 I 1.43 I 1.500 I .000 I .00 I 1 .0 -I- .076 -I- .2194 -I- -I- -I- -I- -I- .0092 -I- .00 -I- .52 -I- 1.41 .24 -I- -I- .013 -I- .00 .00 1- PIPE 210 [ I i I [ I t I t I I I t) I l C i t I 1) [ i [) t 1 t 'I [) t I[) 11 FILE: D1.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 4 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:32 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-1 www++ww+wwwwww++wwwwwwwwww+ww++++++++++wwwawww++w+wwwwwwwwwwwwww+w++++w+wwwwwwwwwwwwwwwwwwwwwwww++wwwwwwwwwwww++++ww+++www wwwwwwww 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.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I -I- -I- -I- ZL -I 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 Dp I "N" I X-Fa111 ZR IType Ch +wwww+w++I+++www+++I++wwwwww)+++++++wwlwwwww+++wlwww+wwwlw+www+wl++++++++wl+www+++I+++++++wl++ww++++I+++++w+I++wwwwwlwww++ I I I I I I I Iwww++++ I 128.552 I I 1478.072 I I .540 1478.612 I 2.70 4.72 .35 -I- -I- -I- 1478.96 -I- .00 -I- .62 -I- 1.44 1.500 .000 -I- -I- -I- .00 1 .0 1- -I- .057 -I- .2194 -I- -I- .0081 .00 .54 1.32 .24 .013 .00 .00 PIPE 128.609 I I 1478.084 I I .559 1478.644 I I 2.70 4.50 .31 -I- -I- I 1478.96 -I- .00 -I- I .62 -I- I 1.45 I I I 1.500 .000 -I- -I- -I- .00 I 1 .0 1- -I- .040 -I- .2194 -I- -I- -I- .0071 .00 .56 1.23 .24 .013 .00 .00 PIPE 128.649 I I 1478.093 I I .579 1478.672 I I 2.70 4.29 .29 I 1478.96 .00 I .62 I 1.46 I I I 1.500 .000 -I- .00 I 1 .0 -I- .023 -I- .2194 -i- -I- -I- -I- -I- .0062 -I- .00 -I- .58 -I- 1.15 .24 -I- -I- .013 .00 .00 1- PIPE 128.672 I I 1478.098 I i .600 1478.699 I I 2.70 4.09 .26 I 1478.96 .00 I .62 -I- I 1.47 I I I 1.500 .000 -I- -I- -I- .00 I 1 .0 -I- .008 -I- .2194 -I- -i- -I- -I- -I- .0054 -I- .00 -I- .60 1.07 .24 .013 .00 .00 1- PIPE 128.680 -I- I I 1478.100 -I- I I .623 1478.723 -I- -I- I I 2.70 3.89 .23 -I- -I- -I- I 1478.96 -I- .00 -I- I .62 -I- I 1.48 I I I 1.500 .000 -I- -I- -I- .00 I 1 C I- 211 [ 1 t 1 f 1 t 1 t II I t l[ 1 f [ l [ 1 [ 1 [ i [ l [) f) +I I t 1 t 1 FILE: D2.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time:10:25:40 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT HEADING LINE NO 3 IS - LATERAL D-2_ 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 100.000 1472.010 1 1476.730 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.870 1473.050 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 123.330 1478.300 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 123.330 1478.300 1 1478.300 212 I t t t t l [ 1 t 3 i i [ 1 f t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 4 i If 1 t t FILE: D2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:41 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-2 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.E1.1 Elev I Depth I Width IDia.-FTlor 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 -I- Dp -I- I "N" I -I- X-Fa111 -I ZR (Type Ch I I I I 100.000 -I- I 1472.010 -I- 4.720 1476.730 -I- -I- 1.60 -I- .91 -I- I .01 -I- I 1476.74 .00 I I .48 .00 I I 1.500 I .000 .00 I 1 .0 3.870 .2687 .0002 -I- .00 -I- 4.72 -I- .00 -i- .18 -I- .013 -I- .00 .00 1- PIPE 103.870 -I- I I 1473.050 -I- I I 3.681 1476.731 -I- -I- I 1.60 -I- .91 -I- I .01 -I- I 1476.74 .00 I I .48 .00 I I 1.500 I .000 .00 I 1 .0 6.091 .2698 .0002 -I- .00 -I- 3.68 -I- .00 -I- .18 -I- .013 -I- .00 .00 1- PIPE 111.961 I I 1475.233 I I 1.500 1476.733 I 1.60 .91 I .01 I 1476.75 .00 I I .48 .00 I I 1.500 I .000 .00 I 1 .0 -I- .508 -I- .2698 -I- -I- -I- -I- -I- .0002 -I- .00 -I- 1.50 -I- .00 -I- .18 -I- .013 -I- .00 .00 1- PIPE 112.468 I I 1475.370 I I 1.361 1476.731 I 1.60 .95 I .01 I 1476.74 .00 I I .48 .87 I I 1.500 I .000 .00 I 1 .0 -I- .295 -I- .2698 -I- -I- -I- -I- -I- .0002 -I- .00 -I- 1.36 -I- .12 -I- .18 -I- .013 -I- .00 .00 1- PIPE 112.763 I I 1475.449 I I 1.280 1476.729 I 1.60 1.00 I .02 I 1476.74 .00 I I .48 1.06 I I 1.500 I .000 .00 I 1 .0 -I- .241 -I- .2698 I -I- -I- -I- -I- -I- .0002 -I- .00 -I- 1.28 -I- .14 -I- .18 -I- .013 -I- .00 .00 1- PIPE 113.004 -I- I 1475.514 -I- I I 1.214 1476.728 I 1.60 1.04 I .02 I 1476.74 .00 I I .48 1.18 I I 1.500 I .000 .00 I 1 .0 .210 .2698 I -I- -I- -I- -I- -I- .0003 -I- .00 -I- 1.21 -I- .16 -I- .18 -I- .013 -I- .00 .00 1- PIPE 113.214 -I- I 1475.571 -I- I I 1.155 1476.726 -I- -I- I 1.60 1.10 I .02 i 1476.74 .00 I I .48 1.26 I I 1.500 I .000 .00 I 1 .0 .188 .2698 I I -I- -I- -I- .0003 -I- .00 -I- 1.16 -I- .18 -I- .18 -I- .013 -I- .00 .00 1- PIPE 113.402 -I- 1475.622 -I- I I 1.103 1476.724 -I- -I- I 1.60 -I- 1.15 I .02 I 1476.74 .00 I I .48 1.32 I I 1.500 I .000 .00 I 1 .0 .171 .2698 I I I I -I- -I- .0003 -I- .00 -I- 1.10 -I- .20 -I- .18 -I- .013 -I- .00 .00 1- PIPE 113.573 -I- 1475.668 -I- 1.055 1476.722 -I- -I- I 1.60 -I- 1.21 -I- I .02 -I- I 1476.74 .00 I I .48 1.37 I I 1.500 I .000 .00 I 1 .0 .157 .2698 .0003 -I- .00 -I- 1.05 -I- .22 -I- .18 -I- .013 -I- .00 .00 1- PIPE 213 I 1 t 1 11 11 1 1 E 1 1 1 t 1 [ 1 t) f i[ i t)fill 1) () t i[ 1 FILE: D2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:41 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-2 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl ]No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) -I- Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor -I- I.D.1 -I- ZL -I IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- SF Ave1 -I- -I- HF ISE DpthIFroude -I- NINorm Dp -I- I "N" I X -Fall) ZR IType Ch I I 113.730 I 1475.710 I 1.010 I 1476.720 I 1.60 1.26 .02 I 1476.74 I .00 I .48 1.41 I I 1.500 I .000 .00 I 1 .0 .104 .2698 .0004 .00 1.01 .23 .18 .013 .00 .00 PIPE I 113.834 I 1475.738 I .969 I 1476.707 I 1.60 -I- 1.33 -I- I .03 -I- I 1476.73 -I- I .00 I .48 1.43 I I 1.500 I .000 -I- .00 I 1 .0 -I- HYDRAULIC -I- JUMP -I- -I- -I- -I- -I- -I- I - I 113.834 I 1475.738 I .192 I 1475.930 I 1.60 12.09 I 2.27 I 1478.20 I .00 I .48 1.00 I I 1.500 I .000 .00 I 1 .0 -I- .413 -I- .2698 -I- -I- -I- -I- -I- .1762 -I- .07 -I- .19 -I- 5.87 .18 -I- -I- .013 -I- .00 .00 1- PIPE I 114.247 I 1475.850 I .199 I 1476.048 I 1.60 11.53 I 2.06 I 1478.11 I .00 I .48 1.02 I I 1.500 I .000 .00 I 1 .0 -I- 1.560 -I- .2698 -I- -I- -I- -I- -I- .1537 -I- .24 -I- .20 -I- 5.50 .18 -I- -I- .013 -I- .00 .00 1- PIPE I 115.806 I 1476.270 I .205 I 1476.476 I 1.60 10.99 I 1.88 I 1478.35 I .00 I .48 1.03 I I 1.500 I .000 .00 I 1 .0 -I- 1.208 -I- .2698 -I- -I- -I- -I- -I- .1342 -I- .16 -I- .21 -I- 5.16 .18 -I- -I- .013 -I- .00 .00 1- PIPE I 117.014 I 1476.596 I .212 I 1476.808 I 1.60 10.48 I 1.71 I 1478.51 I .00 .48 I 1.05 I I 1.500 .000 I .00 I 1 .0 -I- .969 -I- .2698 -I- -I- -I- -I- -I- .1171 -I- .11 -I- .21 -I- 4.83 .18 -I- -I- .013 -I- .00 .00 1- PIPE 117.983 I 1476.858 I I .219 I 1477.077 I 1.60 9.99 I 1.55 I 1478.63 I .00 .48 I 1.06 i 1.500 I .000 I .00 I 1 .0 -I- .798 -I- .2698 -I- -I- -I- -I- -I- .1023 -I- .08 -I- .22 -I- 4.53 .18 -I- -I- .013 -I- .00 .00 1- PIPE 118.781 I 1477.073 I I .227 I 1477.299 I 1.60 9.53 I 1.41 I 1478.71 I .00 .48 I 1.07 I 1.500 I .000 I .00 I 1 .0 -I- .668 -I- .2698 -I- -I- -I- -I- -I- .0893 -I- .06 -I- .23 -I- 4.25 .18 -I- -I- .013 -I- .00 .00 1- PIPE 119.449 I 1477.253 I I .234 I 1477.487 I 1.60 9.08 I 1.28 I 1478.77 I .00 .48 I 1.09 I 1.500 I .000 I .00 I 1 .0 -I- .566 -I- .2698 -I- -I- -I- -I- -I- .0780 -I- .04 -I- .23 -I- 3.98 .18 -I- -I- .013 -I- .00 .00 1- PIPE 214 f I E I r i F F l f I [ I i F 1 ! I l[ l[ l E I I i I[ I[ 1 I 1 FILE: D2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:41 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-2 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.) 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- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR IType Ch I I 120.015 I I 1477.406 I .242 1477.648 -I- 1.60 8.66 I 1.16 I 1478.81 .00 I .48 I 1.10 I 1.500 I I .000 .00 I 1 .0 -I- .485 -I- .2698 -I- -I- -I- -I- .0681 -I- .03 -I- .24 -i- 3.73 .18 -I- -I- .013 -I- .00 .00 1- PIPE 120.500 I I 1477.537 -I- I .250 -I- I 1477.787 -I- I 1.60 -I- 8.26 -I- I 1.06 -I- I 1478.85 -I- .00 I .48 I 1.12 I 1.500 I I .000 .00 I 1 .0 -I- .418 .2698 .0595 .02 -I- .25 -I- 3.50 .18 -I- -I- .013 -I- .00 .00 1- PIPE 120.918 I I 1477.649 I .259 I 1477.908 I 1.60 7.87 I .96 I 1478.87 .00 I .48 I 1.13 I 1.500 I I .000 .00 I 1 .0 -I- .362 -I- .2698 -I- -I- -I- -I- -I- .0519 -I- .02 -I- .26 -I- 3.28 .18 -I- -I- .013 -I- .00 .00 1- PIPE 121.280 I I 1477.747 I .267 i 1478.014 I 1.60 7.51 I .88 I 1478.89 .00 I .48 I 1.15 I 1.500 I I .000 .00 I 1 .0 .314 .2698 .0454 .01 .27 3.07 .18 .013 .00 .00 PIPE 121.594 I I 1477.832 I .276 I 1478.108 I 1.60 7.16 I .80 I 1478.90 .00 I .48 I 1.16 I 1.500 I I .000 .00 I 1 .0 -I- .274 -I- .2698 -I- -I- -I- -I- -I- .0396 -I- .01 -I- .28 -I- 2.88 .18 -I- -I- .013 -I- .00 .00 1- PIPE 121.868 I 1477.906 I I .286 I 1478.191 I 1.60 6.83 I .72 I 1478.91 .00 I .48 I 1.18 I 1.500 I I .000 .00 I 1 .0 -I- .238 -I- .2698 -I- -I- -I- -I- -I- .0346 -I- .01 -I- .29 -I- 2.70 .18 -I- -I- .013 -I- .00 .00 1- PIPE 122.107 -I- I 1477.970 -I- I I .295 I 1478.265 I 1.60 6.51 I .66 I 1478.92 .00 I .48 I 1.19 I 1.500 I I .000 .00 I 1 C .208 .2698 I -I- I I -I- -I- -I- -I- .0303 -I- .01 -I- .30 -I- 2.53 .18 -I- -I- .013 -I- .00 .00 1- PIPE 122.314 -I- 1478.026 -I- .305 -I- i 1478.331 -I- I 1.60 -I- 6.20 -I- I .60 I 1478.93 .00 I .48 I 1.21 I 1.500 I I .000 .00 I 1 C .181 .2698 I I I I I -I- .0264 -I- .00 -I- .31 -I- 2.37 .18 -I- -I- .013 -I- .00 .00 1- PIPE 122.495 -I- 1478.075 -I- .316 -I- 1478.390 -I- 1.60 -I- 5.92 I .54 I 1478.93 .00 I .48 I 1.22 I 1.500 I I .000 .00 I 1 C .157 .2698 -I- -I- .0231 -I- .00 -I- .32 -I- 2.22 .18 -I- -I- .013 -I- .00 .00 1- PIPE 215 [ I 1 I t I I I f 1 9 1 F I 11 E I IV I r l [ i f i t I 11 t 1 F 1# 1 1 1 FILE: D2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 4 For: Madole s Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:41 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-2 I Invert I Depth I Water I Q I Vel Vel J* Energy I Super ICriticallFlOW ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth t Width -I- IDia.-FTlor -I- I.D.I -I- ZL -I IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I 122.652 I 1478.117 I .326 1478.443 1.60 5.64 -I- 49 -I- 1478.94 -I- .00 -I- .48 -I- 1.24 -I- 1.500 -I- .000 -I- .00 1 .0 I- -I- .135 -I- .2698 -I- -I- -I- .0202 .00 .33 2.08 .18 .013 .00 .00 PIPE I 122.787 I 1478.154 I .337 I 1478.491 I 1.60 5.38 I .45 -I- I 1478.94 -I- I .00 -I- I .48 -I- 1.25 -I- I I 1.500 -I- I .000 -I- .00 I 1 .0 -I- .116 -I- .2698 -I- -I- -I- -I- .0177 .00 .34 1.94 .18 .013 .00 .00 I- PIPE I I 122.904 I 1478.185 I .349 I 1478.534 I 1.60 5.13 I .41 I 1478.94 I .00 -I- I .48 -I- 1.27 -I- I I 1.500 -I- I .000 -I- .00 1 .0 -I- .099 -I- .2698 -I- -I- -I- -I- -I- .0154 -I- .00 .35 1.82 .18 .013 .00 .00 1- PIPE I 123.003 I 1478.212 I .361 I 1478.573 I 1.60 4.89 I .37 I 1478.94 I .00 .48 I 1.28 I 1.500 I I .000 .00 I 1 .0 -I- .083 -I- .2696 -I- -I- -I- -I- -I- .0135 -i- .00 -I- .36 -I- 1.71 -I- .18 -I- .013 -I- .00 .00 1- PIPE I 123.086 1478.234 I I .373 I 1478.607 I 1.60 4.66 I .34 I 1478.94 I .00 .48 I 1.30 I 1.500 I I .000 .00 I 1 .0 -I- .069 -I- .2698 -I- -I- -I- -I- -I- .0118 -I- .00 -I- .37 -I- 1.60 -I- .18 -I- .013 -I- .00 .00 1- PIPE I 123.155 1478.253 I I .386 I 1478.639 I 1.60 4.44 I .31 I 1478.95 I .00 .48 I 1.31 I 1.500 I I .000 .00 I 1 .0 -I- .056 -I- .2698 -I- -I- -I- -I- -I- .0103 -I- .00 -I- .39 -I- 1.50 -I- .18 -I- .013 -I- .00 .00 1- PIPE I 123.211 1478.268 I I .399 I 1478.667 I 1.60 4.24 I .28 I 1478.95 I .00 .48 I 1.33 I 1.500 I I .000 .00 I 1 .0 -I- .044 -I- .2698 -I- -I- -I- -I- -I- .0090 -I- .00 -I- .40 -I- 1.40 -I- .18 -I- .013 -I- .00 .00 1- PIPE I 123.256 1478.280 I I .413 I 1478.693 I 1.60 4.04 .25 I I 1476.95 I .00 .48 I 1.34 I 1.500 I I .000 .00 I 1 .0 -I- .033 -I- .2698 -I- -I- -I- -I- -I- .0079 -I- .00 -I- .41 -I- 1.31 -I- .18 -I- .013 -I- .00 .00 1- PIPE I 123.289 1478.289 I I .428 I 1478.716 I 1.60 3.85 .23 I 1478.95 I I .00 .48 I 1.35 I 1.500 I I .000 .00 I 1 .0 -I- .023 -I- .2698 -I- -I- -I- -I- -I- .0069 -I- .00 -I- .43 -I- 1.23 -I- .18 -I- .013 -I- .00 .00 1- PIPE 216 I i 1 t i F 1 I I r 1 I I I I I i I I I I F I I l F I ! I F 1 1 1 FILE: D2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 5 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:41 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-2 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I -I- (FT) I Elev I -I- -I- (CFS) I (FPS) Head I -I- Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I -I- -I- I SF Avel -I- -I- -I- HF ISE DpthlFroude NINorm -I- Dp -I- -I- I "N" I X -Fall) ZR -I IType Ch I I I I I I 123.312 -I- 1478.295 -I- .442 1478.738 -I- -I- 1.60 3.67 .21 -I- -I- -I- I I 1478.95 .00 .48 I 1.37 I I I 1.500 .000 .00 I 1 .0 .013 .2698 I I I I .0061 I -I- -I- -I- .00 .44 1.15 -I- .18 -I- -I- .013 .00 .00 1- PIPE 123.325 -I- 1478.299 -I- .458 1478.757 -I- -i- I 1.60 3.50 .19 -I- -I- -i- I I 1478.95 .00 .48 -I- I 1.38 I I I 1.500 .000 .00 I 1 .0 .005 .2698 I .0053 -I- -I- .00 .46 1.07 -I- .18 -I- -I- .013 .00 .00 1- PIPE 123.330 -I- I I 1478.300 -I- i .475 1478.775 -I- -I- I I 1.60 3.33 .17 -I- -I- -I- I I 1478.95 .00 .48 -I- -I- -I- I 1.40 -I- I I I 1.500 .000 -I- -i- .00 I 1 .0 I- 217 I i 1 t 1 a I r 11 t 1 r 1 f 1 t 1! 1 f I [ I <! I C I [ I f I I I t I f� FILE: D3.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time:10:25:49 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT HEADING LINE NO 3 IS - LATERAL —D -3— -3W 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 100.000 1492.440 1 1495.220 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.160 1492.870 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 119.040 1495.030 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 119.040 1495.030 1 1495.030 218 I I I I f' 1 1 I 1 l l I [ I [ I [ I t I 11 I 1 11 I) 1 I I I [ 1 4 1 [ 1 FILE: D3.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:50 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-3 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.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I -I- ZL -I 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 -I- Dp -I- I "N" I X -Fall) ZR (Type Ch I I I I I I I I 100.000 I I 1492.440 I 2.780 I 1495.220 -I- 6.40 -I- 3.62 -I- .20 -I- 1495.42 -I- .00 -I- I .98 -I- .00 -I- 1.500 -I- .000 -I- .00 1 .0 -I- 3.160 -I- .1361 -I- .0037 .01 2.78 .00 .41 .013 .00 .00 1- PIPE 103.160 I I 1492.670 I 2.362 I 1495.232 I 6.40 -I- 3.62 I .20 -I- I 1495.44 .00 I .98 I .00 I 1.500 I I .000 -I- .00 I 1 .0 -I- 5.064 -I- .1360 -I- -I- -I- .0037 -I- .02 -I- 2.36 -I- .00 -I- .41 -I- .013 .00 .00 1- PIPE 108.224 I I 1493.559 I 1.690 I 1495.249 I 6.40 3.62 I .20 I 1495.45 .00 I .98 I .00 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 106.224 I I 1493.559 I .537 I 1494.096 I 6.40 11.25 I 1.97 I 1496.06 .00 I .98 I 1.44 I 1.500 I I .000 .00 I 1 .0 .440 .1360 .0492 .02 .54 3.15 .41 .013 .00 .00 PIPE 108.663 I I 1493.619 I .537 I 1494.156 I 6.40 11.25 I 1.97 I 1496.12 .00 I .98 I 1.44 I 1.500 I I .000 .00 I 1 .0 -I- 1.776 -I- .1360 -I- -I- -I- -I- -I- .0462 -I- .08 -I- .54 -I- 3.15 -I- .41 -I- .013 -I- .00 .00 1- PIPE 110.440 I 1493.860 I I .556 I 1494.417 I 6.40 10.73 I 1.79 I 1496.20 .00 I .98 I 1.45 I 1.500 I I .000 .00 I 1 .0 -I- 1.492 -I- .1360 -I- -I- -I- -I- -I- .0405 -I- .06 -I- .56 -I- 2.95 -I- .41 -I- .013 -I- .00 .00 1- PIPE 111.932 I 1494.063 I I .576 I 1494.640 I 6.40 10.23 1.63 I I 1496.26 .00 I .98 I 1.46 I 1.500 I I .000 .00 I 1 .0 -I- 1.262 -I- .1360 -I- -I- -I- -I- -I- .0355 -I- .04 -I- .58 -I- 2.75 -I- .41 -I- .013 -I- .00 .00 1- PIPE 113.194 I 1494.235 I I .597 -I- I 1494.832 I 6.40 9.75 1.48 I I 1496.31 .00 I .98 I 1.47 I 1.500 I I .000 .00 I 1 .0 -I- 1.074 -I- .1360 -I- -I- -I- -I- .0312 -I- .03 -I- .60 -I- 2.57 -I- .41 -I- .013 -I- .00 .00 1- PIPE 114.268 I 1494.381 I I .619 -I- 1495.000 I I 6.40 9.30 1.34 I I 1496.34 .00 I .98 I 1.48 I 1.500 I I .000 .00 I 1 .0 -I- .915 -I- .1360 -I- -I- -I- -I- .0274 -I- .03 -I- .62 -I- 2.40 -I- .41 -I- .013 -I- .00 .00 1- PIPE 219 E i i i[ l 11 t I t 1 t 1 i 1 1 1 t f t i[ 1[ l r 1 f l f I 1 41 1 9 1 FILE: D3.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:50 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-3 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 -I- Elev I -I- Depth -I- I Width -I- IDia.-FTIor -I- I.D.I -I- ZL -I IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I I I I I 115.183 I 1494.505 I .642 I 1495.147 I 6.40 8.87 -I- 1.22 -I- 1496.37 -I- .00 -I- .98 -I- 1.48 -I- 1.500 -I- .000 -I- .00 1 1- .0 -I- .780 -I- .1360 -I- -I- -I- .0241 .02 .64 2.24 .41 .013 .00 I I .00 PIPE I I 115.963 I 1494.611 I .665 I 1495.277 I 6.40 8.45 I 1.11 I 1496.39 -I- I .00 -I- .98 -I- I 1.49 -I- I 1.500 -I- .000 -I- .00 1 1- .0 -I- .663 -I- .1360 -I- -I- -I- -I- -I- .0211 .01 .67 2.09 .41 .013 .00 I I .00 PIPE I I 116.626 I 1494.702 I .690 I 1495.392 I 6.40 8.06 I 1.01 I 1496.40 I .00 .98 I 1.50 -I- I 1.500 -I- .000 -I- .00 1 .0 -I- .561 -I- .1360 -I- -I- -I- -I- -I- .0186 -I- .01 -I- .69 -I- 1.95 .41 .013 .00 .00 I- PIPE I 117.187 I 1494.778 I .716 I 1495.494 I 6.40 7.69 I .92 I 1496.41 -I- I .00 -I- .98 -I- I 1.50 -I- I 1.500 -I- I I .000 -I- .00 I 1 .0 -I- .470 -I- .1360 -I- -I- -I- -I- -I- .0164 .01 .72 1.82 .41 .013 .00 .00 1- PIPE I 117.657 I 1494.842 I .743 I 1495.585 I 6.40 7.33 I .83 I 1496.42 I .00 .98 I 1.50 I 1.500 -I- I .000 -I- I .00 I 1 .0 -I- .390 -I- .1360 -I- -I- -I- -I- -I- .0144 -I- .01 -I- .74 -I- 1.69 -I- .41 .013 .00 .00 1- PIPE I 118.047 I 1494.695 I .772 I 1495.666 I 6.40 6.99 I .76 I 1496.42 I .00 .98 I 1.50 I 1.500 I .000 I .00 I 1 .0 -I- .316 -I- .1360 -I- -I- -I- -I- -I- .0127 -I- .00 -I- .77 -I- 1.58 -I- .41 -I- .013 -I- .00 .00 1- PIPE I 118.363 1494.938 I I .801 I 1495.739 I 6.40 6.66 I .69 I 1496.43 I .00 .98 I 1.50 I 1.500 I .000 I .00 I 1 .0 -I- .250 -I- .1360 -I- -I- -I- -I- -I- .0112 -I- .00 -I- .80 -I- 1.47 -I- .41 -I- .013 -I- .00 .00 1- PIPE I 118.614 1494.972 I I .833 1495.805 I I 6.40 6.35 I .63 I 1496.43 I .00 -I- .98 -I- I 1.49 i 1.500 -I- I .000 I .00 I 1 .0 -I- .189 -I- .1360 -I- -I- -I- -i- -I- .0099 -I- .00 .83 1.36 -I- .41 .013 -I- .00 .00 1- PIPE I 118.803 1494.998 I I .866 1495.864 I I 6.40 6.06 I .57 I 1496.43 I .00 .98 I 1.48 i 1.500 I .000 I .00 I 1 .0 -I- .133 -I- .1360 -I- -I- -I- -I- -I- .0087 -I- .00 -I- .87 -I- 1.26 -I- .41 -I- .013 -I- .00 .00 1- PIPE 220 I I ( t t) f 1 f 1 f 1 1 1 f 1 I i f l f l f 1 f '1 t 1 [' 1 f i f 1 4 1 f 1 FILE: D3.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 3 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:25:50 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-3 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/]Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I -I- Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I I -I- -I- I SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- -I- I "N" I X -Fall) ZR -I IType Ch I I I I I 118.935 -I- 1495.016 -I- .901 1495.917 -I- -I- I 6.40 5.77 .52 -I- -I- -I- I 1496.43 -I- .00 I I .98 1.47 I I I 1.500 .000 .00 I 1 .0 .079 .1360 I I I .0077 I .00 -I- .90 -I- 1.17 -I- .41 -I- -I- .013 .00 .00 1- PIPE 119.014 -I- I 1495.026 -I- .938 1495.964 -I- -I- I 6.40 5.51 .47 -I- -I- -I- I 1496.44 -I- .00 I I .98 1.45 I I I 1.500 .000 .00 I 1 .0 .026 .1360 .0068 .00 -I- .94 -I- 1.08 -I- .41 -I- -I- .013 .00 .00 1- PIPE 119.040 -I- 1 I 1495.030 -I- I I .978 1496.008 -I- -I- I I 6.40 5.24 .43 -I- -I- -I- I 1496.44 -I- .00 -I- I I .98 -I- 1.43 -I- I I I 1.500 .000 -I- -I- .00 I 1 .0 I- 221 [ 1 1 t 1 [ I t 1 f -1 t 1 t 1 f 1 t 1 t 1 1, `i f 1 t 1 t 1 t l t i t i t I FILE: D4.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 8-30-1999 Time:10:25:58 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W • PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - WESTERLY DRAINAGE HEADING LINE NO 2 IS - Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT HEADING LINE NO 3 IS - LATERAL D-4_ 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 100.000 1504.880 1 1507.710 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 103.040 1504.960 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 140.280 1506.000 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 140.280 1506.000 1 1506.000 222 t) I l [) t) #) t V t t f i I) t I I) t 1 t T t i t I I t l t) t) FILE: D4.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole S Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8-30-1999 Time:10:26: 0 SUMMIT HEIGHTS - WESTERLY DRAINAGE Q25 - FROM LINE A ON SAN SEVAINE TO SUMMIT LATERAL D-4 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- -I- L/Elem ICh Slope I -I- -I- I I -I- -I- I -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- -I- I "N" I X-Fa11I -I ZR (Type Ch I I I I I 100.000 1504.880 I I 2.830 1507.710 5.20 2.94 .13 I 1507.84 .00 I .88 I .00 I I 1.500 .000 .00 I 1 .0 -I- -I- 3.040 .0263 -I- -I- -I- -I- -I- .0025 -I- .01 -I- 2.83 -I- .00 -I- .57 -I- -I- .013 .00 .00 1- PIPE I I 103.040 1504.960 I I 2.757 1507.717 I 5.20 2.94 I .13 -I- I 1507.85 .00 I .88 I .00 I I I 1.500 .000 .00 I 1 .0 -I- -I- 37.240 .0279 -I- -I- -I- -I- .0025 -I- .09 -I- 2.76 -I- .00 -I- .56 -I- -I- .013 .00 .00 1- PIPE I I 140.280 1506.000 -I- -I- I I 1.809 1507.809 -I- -I- I 5.20 2.94 -I- -I- I .13 -I- I 1507.94 -I- .00 -I- I .88 -I- I .00 -I- I I I 1.500 .000 -I- -I- .00 I 1 .0 I- 223 t I f i f f t 1 9 1 t 1 t' 1 r'f f i t i I I t I( 1 t 3 f 1 t) t I t 3 t i FILE: ct1.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 9- 2-1999 Time:10:24:29 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE B THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL _CALTRANS CONNECTION TO OPEN CHANNEL_ W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 1000.000 1547.390 1 1551.360 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1006.800 1547.520 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1048.600 1547.990 1 .013 49.292 48.587 .000 0 ELEMENT NO 4 IS A JUNCTION UIS DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1050.600 1548.010 1 1 0 .013 3.600 .000 1548.000 .000 66.100 .000 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1153.670 1549.280 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1153.670 1549.280 1 1549.280 224 t) f 1 f t 1 91 f I [ i I i t i [ I t i t i t I t 1 E i [) t) t) [# FILE: ctl.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole 6 Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 2-1999 Time:10:24:31 SUMMIT HEIGHTS Q25 LINE B THRU TRACT 15839 LATERAL CALTRANS CONNECTION TO OPEN CHANNEL ++++ww+w+++wwwwwwwwwwwwwwwwwwwwww++++w+*ww+wwwwwww+ww++++++www++++++ww++++++++rwwww+++++++wwwwww++++w+++++++++wwwww++++w++ w+ww+++w 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 ICh -I- Slope I -I- -I- I I -I- I -I- -I- SF Avel -i- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) -I ZR IType Ch +ww++wwwwlwwwww++++I++++wwwwwwwwwwwww+www+w+w+I+w+++++I+w+++++w+wwwwwwwl++++++wlwwww+++++++++++w1+++wwwwlww++++wlwww++ I I ww++ww+ I 1000.000 -I- I 1547.390 -I- 3.970 1551.360 -I- -I- I 8.20 -I- 4.64 -I- I .33 -I- I 1551.69 .00 I I 1.11 .00 I I 1.500 I .000 .00 I 1 .0 6.800 .0191 I I .0061 -I- .04 -I- 3.97 -I- .00 -i- .81 -I- .013 -I- .00 .00 1- PIPE I 1006.800 -I- I 1547.520 -I- 3.881 1551.401 -I- -I- I 8.20 -I- 4.64 -I- I .33 -I- I 1551.74 .00 I I 1.11 .00 I I 1.500 I .000 .00 I 1 .0 41.800 .0112 .0061 -I- .25 -I- .00 -I- .00 -I- .96 -I- .013 -I- .00 .00 1- PIPE I 1048.600 I 1547.990 I I 3.715 1551.705 I 8.20 4.64 I .33 I 1552.04 .00 I I 1.11 .00 I I 1.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0100 -I- -I- -I- -I- -I- .0040 -I- .01 -I- 3.72 -I- .00 -I- -i- .013 -I- .00 .00 I- PIPE I 1050.600 -I- I 1548.010 I I 4.109 1552.119 I 4.60 2.60 I .11 I 1552.22 .00 I I .82 .00 I I 1.500 I .000 .00 I 1 .0 103.070 -I- .0123 -I- -I- -I- -I- -I- .0019 -I- .20 -I- 4.11 -I- .00 -I- .65 -I- .013 -I- .00 .00 1- PIPE I 1153.670 -I- I 1549.280 -I- I I 3.037 1552.317 -I- -I- I 4.60 -I- 2.60 -I- I .11 -I- I 1552.42 -I- .00 -I- I .82 -I- I .00 -I- I I 1.500 -I- I .000 -I- .00 I 1 .0 I- 225 t 1 f 1 f 1 t) f f I f t [ I [ I t 1 f I i t [ I t I [)[ I( 1 I 1 f 3 FILE: ct2.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 9- 2-1999 Time:10:24:34 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - Q25 LINE B THRU TRACT 15839 HEADING LINE NO 3 IS - LATERAL CT -2 _CALTRANS CONNECTION TO OPEN CHANNEL_ 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 1000.000 1548.000 1 1552.130 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1002.120 1548.030 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 1067.270 1549.300 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1067.270 1549.300 1 1549.300 226 9 1 [ 1 t 1 f 1 f 1 f 1 t 1 [)[! f 1 f) t) t ) X) t) [ l t) FILE: ct2.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 9- 2-1999 Time:10:24:35 SUMMIT HEIGHTS Q25 LINE B THRU TRACT 15839 wwwwwwwwwwwwwwwwwwwww+wwwwwwwwwwwwwwwwwwwwww+wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww+wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww LATERAL CT -2 CALTRANS CONNECTION TO OPEN CHANNEL wwww+www 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- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- -I- I "N" I X-Fa111 ZR -I (Type Ch wwwwwwwwwlwwwwwwwwwlwwwwwwwwlwwwwwwwwwwwwwwwwwwwwwwwwwlwwwwwwwlwwwwwwwwwlwwwwwwwwwwwwwwwlwwwwwwwwlwwwwwwwwwwwwwwlwwwww I wwwwwww 1000.000 I I 1548.000 I I 4.130 1552.130 I 3.60 2.04 .06 I 1552.19 .00 I I .72 .00 I I I 1.500 .000 .00 I 1 .0 -I- 2.120 -I- .0142 -I- -I- -I- -I- -I- .0012 -I- -I- .00 4.13 -I- .00 .55 -I- -i- -I- .013 .00 .00 1- PIPE 1002.120 I I 1548.030 I I 4.102 1552.132 I 3.60 2.04 I .06 I 1552.20 .00 I I .72 .00 I I I 1.500 .000 .00 I 1 .0 -I- 65.150 -I- .0195 -I- -I- -I- -I- -I- .0012 -I- -I- .08 4.10 -I- .00 .51 -I- -I- -I- .013 .00 .00 1- PIPE 1067.270 -I- I I 1549.300 -I- I I 2.909 1552.209 -I- -I- I 3.60 2.04 -I- -I- I .06 -I- I 1552.27 .00 -I- -I- I I .72 .00 -I- I I I 1.500 .000 -I- -I- -I- .00 I 1 .0 I- 227 40 40 4W 4w aR it i1w am i. AAs bw r +ir ow an go OR 60 40 it it ur 00 it AM vAw Im rr Summit Heights Tract 15839 Freeboard Summary 126-964 9/2/99 9/2/99 964 SD ELEVS-B.xls B #/ T END/CB T NV CB W.S VEL HEA HGL TC Curb Inlet FB COVER Notes AN SEVAINE SYSTEM 1/1 1434.76 1436.39 0.19 1436.62 1440.26 1439.26 2.64 2.29 2/2 1434.78 1435.89 0.45 1436.43 1440.28 1439.28 2.85 2.29 3/3 1434.62 1437.87 0.4 1438.35 1441.12 1440.12 1.77 3.29 4/4 1435.62 1437.24 0.53 1437.88 1441.12 1440.12 2.24 2.29 5/5 1438.09 1441.54 0.76 1442.45 1448.09 1447.09 4.64 6.79 6/6 1441.1 1442.78 0.95 1443.92 1448.09 1447.09 3.17 3.78 7 1457 1458.62 1.02 1459.84 1464.5 1463.5 3.66 4.81 future/d1 1478.1 1478.72 0.23 1479.00 1482.6 1481.77 2.77 1.98 5/d2 1478.3 1478.78 0.17 1478.98 1482.8 1481.97 2.99 1.98 6/d3 1495.03 1496.01 0.43 1496.53 1499.53 1498.70 2.17 1.98 future/d4 1506 1507.81 0.13 1507.97 1511 1510.17 2.20 2.48 TRACT 15839/40 1,a1 1475.96 1477.35 1.08 - 1478.65 1480.47 1479.8 1.15 2.15 2,a2 1475.74 1476.84 0.53 1477.48 1480.26 1479.59 2.11 2.16 10,a4 1500.91 1501.78 0.00 1501.78 1505.41 1504.74 2.96 2.14 11,a3 1500.91 1501.85 0.40 1502.33 1505.41 1504.74 2.41 2.14 12,a6 1510.11 1513.46 0.11 1513.59 1515.11 1514.44 0.85 2.12 13,a5 1509.61 1513.41 0.02 1513.43 1515.11 1514.44 1.01 2.10 20,a7 1513.78 1514.63 0.35 1515.05 1518.28 1517.61 2.56 2.14 14,a8 1518.33 1519.37 0.47 1519.93 1522.83 1522.16 2.23 2.14 15,a9 1525.46 1526.26 0.32 1526.64 1529.96 1529.29 2.65 2.14 16,a10 1532.36 1533.30 0.40 1533.78 1536.86 1536.19 2.41 2.14 17,a11 1539.16 1539.94 0.31 1540.31 1543.66 1542.99 2.68 2.14 18,a12 1538.50 1538.92 0.05 1538.98 1543.00 1542.33 3.35 2.14 19,a13 1548.23 1548.58 0.12 1548.72 1552.73 1551.90 3.18 1.98 22,a14 1547.21 1548.68 0.38 1549.14 1552.21 1551.54 2.40 2.12 21,a15 1547.22 1549.12 0.58 1549.82 1551.72 1550.89 1.07 1.98 23,a16 1546.90 1550.44 0.11 1550.57 1552.00 1551.33 0.76 2.74 24,End A 1547.21 1551.46 0.39 1551.93 1553.52 1552.85 0.92 3.43 3, b 1 1476.54 1479.06 0.23 1479.336 1481.53 1480.86 1.52 2.11 4,b2 1482.37 1484.09 1.03 1485.326 1487.37 1486.7 1.37 2.12 9,b3 1486.47 1487.41 0.4 1487.89 1490.95 1490.28 2.39 2.12 8,end b 1484.48 1487.91 1.12 1489.254 1490.99 1490.32 1.07 3.63 BEECH SYSTEM Line C 1549.281 1552.32 0.11 1552.452 1553.78 1552.95 0.50 1.98 C-1 1549.31 1552.21 0.06 1552.282 1553.8 1552.97 0.69 1.98 9/2/99 964 SD ELEVS-B.xls go do sw 4w «.t Fm am as O.• 4. mm aw O. go oft ow 40. No mm Ow oft tw on ow so t. .m ow ON 4m ow oft 10 .. ow O. law REFERENCES 229 SAN BERNARDINO COUNTY HYDROLOGY MANUAL FT40 A L Ai!_ INDEX MAP 0 i xj r -T A A" 71 j Al iL T HIM L 'I f, I IT 7 . .....x.JIM A -7rrAJaJ_ kk, A4'm V, 6�- .01 .., , n T=, -If. "I, in ir k•�-'`"`-31 SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION BMINDARY Of INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA SAN BERNARD COUNTY C_ C C_ INDEX MAP 0 i xj r -T A A" 71 j Al iL T HIM L 'I f, I IT 7 . .....x.JIM A -7rrAJaJ_ kk, A4'm V, 6�- .01 .., , n T=, -If. "I, in ir k•�-'`"`-31 SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION BMINDARY Of INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA W ' LY R/W SAE SEVAINE AVENUE TYPICAL SECTION NTS LY R / W EXIST. GROUND x x FOR REDUCED PLANS 0 1 5 wai~ml ,2 7r,rkqrlqlK iCU 08234 EA ORIGINAL SCALE IS IN INCHES I I DGN ri:.F, •1, l.F5C-,)E,'82043of','(;.psf 204301 J 17�1 POST MILLS I:111 -LI LOTAL VROJF.0 I E AL �10 . ..... .... . . ........... 15,30. 08 SIA 136 b"N 1 184 ................ ........... ......... .. ..... ......... ...... .. .... .. .. ... 7... -Y -S, 03/25/97 ....... ... ... ..... . .. .... .... .• 1. 1 ....... ....... .. ..... .. ..... t RI 7 R[n C I V I I, I NG I NUER MARK .... .......... ..... . LANC01ER. 8-4-97 2 48048 ------ rLANS APPROVWI D c-12/31 /99 ra T. .. ... ........ ...... 7 .... .. . ........ -&W� wr 'lwoerktr. oi� CIVIL Awl rw to rwponwb# fw 1/0 occir *r , I. ow" (r.11ys *ppW, ....... .... ....... Prec es 11 .... .......... ... .... .... ........ W. .......... .. .. .... ....... .. - ........ ... ... >i. . . ..... 4 ....... -- -- l------_---- ....... w .. ... .... .... . ..... ........ -------- ... .............. ... .. > Ld 4 ..... . ........... . ... ... 10 -0 -- - - - - - cz .... . ...... 0 0. ..... . . .. . ...... .... ......... ........ .... ... ------ ......... ...... 7 . ....... .......... . ..... .... . ...... c) >- ... .. .... ...... . ...... ....... co w co .4 w ...... ... . ........ . ..... ..... . . .0 ...... . ........ .. _j Z w (L W . ........ -m- 0 7 T to 00 (D cr t.) C) Q ........ ... tn 0 M7 + NY . .. ...... > L, cr v c Ln t m C W .... . ...... ------ 7- .... .... . . ..... .. . ........... ... PG PG.. (r W > c ... . ... .... ... ..... 4D 0 n-. wz: Q - _-._.i............. Z U; 7 ........ I. i 7 0 J CC I .. ..... ... ... --�EVA NF RD.- ;UC ----- -- i L - 0 . ...... .............. .. BR.; NO.' 54�1139 . ...... ..... . . . ..... ... .... SEE CONSTRUCTION tn PAVING DETAILS: 1445 .......... ........ + + + te, rl PO N U u w 1440 Z (D cl� -4- ...... : SAN SEVAINE.ROAD > -0-80 013 1440 W 4) 4- 100, I 00� vC c 0 ... . ... .. .... ... ........ .... ... Boy, • 1435 a. 0 0, .......... A . ..... ........ .... .. 1. . .. .... 'T X !,7 u.. 0 w 1435 _j 9! UJ 4 - CC) :03 tA tri 'SEE' CONSTRUCTION --;PAViNG DETAILS - ....... ...... 7 . .... .......... . . --- ----- - ., _. _ '.. . ,V .. ..... OG' ..... 1. 1. . 1— > Ln C, + 0 fL "T 4- - - - .. . ... u 1430 0 1430 Lu 0 — F- 0 0 a 0. DBL 1 1 x7. 51L._� RCB - + 1425 OD rn cli . .......... ... ........... 4. L �L- 14 � �71 9 1425 or, Lu + + 1.9 IW... CJ ------ .... C) 1420 .......... ...... .. ... ...... ... PROFILE 1420 zl CC .......... .1.387 SAN SEVAINE ROAD. 00 m ........ .. . ..... SCALE: I VERT 1 A "150"'HOR I z 1415 d 1415 .7 . ..... Iml Station 125 12'6 127 128 1�9 130 131 132 — — — — — — — =1 134 135 116 137 138 cu ol 340SHEET Yds MJV IRA FOR REDUCED PLANS 0 1 5 wai~ml ,2 7r,rkqrlqlK iCU 08234 EA ORIGINAL SCALE IS IN INCHES I I DGN ri:.F, •1, l.F5C-,)E,'82043of','(;.psf 204301 THIS PLAN ACCURATE FOR DRAINAGE AND CONTOUR GRADING ONLY. 3/25/97 ,Of a•� PrGIStERED CIVIL LNGINEER � hrf• MATCH SHEET D-26 y�lt�' �lc,�� LANC STER r`: 4-97 --- -- ... — no. C48048 PLANS APPROVAL DaiE 12/31/99 M State of California r Its offI ° E�D•CI Il a i . ............ ........... / ` •' j' r agents "II rot M r.apPns lD 1. '.. _ / �/ • Py�� loaaraar I. 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Dca-016t m 116t or •Isotronlo cr ./d° i R/W ' S i m 1 LOL _N^` ` - _ / 12' CSP C o w 82 116 LOL )y_S — — — - --- — i 117 C NNECTOR - _ -- -- -----� 18 �o._.._. / 121 '::' ;/ 122 A B f 14 \ 9 _ -_ .-120 _ -� 12 / 124 125 •`/ C A 126 G i J 115 II IN i /' \ 127 129 6 RAMP B om 1 11Joi - -- --'-----' I Slz ,:1 - -- -- 119 J VI I T I i I •T w (LI MPROVEMENT ROUTE 30 rn . r — ` w I 1- -..1 L4 115 116 117 11 120 .^�...,.J. L._ 122___•_ ' 1 3''- -- E 4_.--- 1 5 126"• - ----�---_- N - - -- - - ui -- - _ _ N Q. u w, i C C BARRIER (TYPE: K) \ \ ��'� \ \�,\ 36 a wl U \ \ 128 �i Z — - - I6 11 / 127 1 A D E 00, F- a -46...- -_- - - - - _ r I 5 x..30 5__- -.; u •• - J,§LAND VENUE (E Is . 12 •-- -• _ ... •_ --.� 7 _ 124 x 5 �.��' _-~'_'_' 121 •- .: DBL 11 it -/h� �A 19 QI liJ 118 9 1 o 117 142 8 d = .�- -` - , _ _ _ , / •� ` CHANNEL x _ _ _ - �19 T� R/W' /W Wpll O r -... _ V ER1 • _ -1 j o _ I —j 115 _ _ _ �• 141 0. -�" 'J~ f l 126+05.77 BC ItHIGHLAND CHANNEL 801.8_ rel-' 4gq ... �. 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R/W ••1 coo" o f thMY u plalolof eleotranle ? v ILL R/W E �. F t - r I AR 14 DJS N R/W _ , > j ►W- h` 6' at t]7•69.3T Sm Sevalne.Rd E FOR HIGHLAND CHANNEL DETAILS t ocr.a1 .. 137+66.37 IL SDMN • • SEE DRAINAGE DETAILS 60 _ 61 _ 134.+93. 37- EC Q HIGHLAND CHANNEL 144 La A . R/W ! I�>^� 130►79.71 8C 2 HIGHLAND CHANNEL' w I A _ W o m or SPEC CHNL W -- - 24" B I I < i I m CONN B I �t7. i[ ! 4" _ P AC RD _ — IL , . J . W ui R/W i . i/- E 90vu ACCESS. RD!Z_ cu ho E R ------------ `cc o _ - /moi it 1 I ~ C �� q0 I 42 D ' w! (i = - - ' ' I u1i LOL S CONN. A `!4• �B 1 / 7 1 B A C 0 1 #i A i B 128/ I 90. j/ �' - ` — I 7 1.Al2.500 �' MPROVEMENT' Se C /s-OBL RCB i I I ' TYPE 60 CONCRETE BA ER x / -� In ROUTE 30 ;M ! `" 'WES OUND HOV EN ANCE RAMP v ! Q. `1 { 1 I i _ - t • I3§•. 136 37 138 y39 t40 142 �i Z � �: , � V X A57BOUN0 W `-` d CONC BAR Ea�.; ! S ` \ i \ (TYPE K) J A i• li i ' 39 \ 41 l i x I O \ A B \� i 1�Lu OL N -E H _ — ul SINGLE 5T -- - - I d ii �� A _ HDWL - }� R/W �! i B D I rt Channe 1 —}-- i 100 �' �• I 60 i 129+57.18 EC HIGHLAND CHANNEL x DRAINAGE & CONTOUR 1 GRADING PLAN�'� I I SCALEI 1 "-50' 1 SEE SHEET 0-45 D ' 1 � - I 1 FOR REDUCED PLANS 0 1 2 3 USERNAME •> trDing ORIGINAL SCALE IS IN INCHES l . - 1 --- DLM (ICC ([:SC_OE7820430III.D�T—_ , - -ICU 08234 EA 204301 STORM ORAIN CURVE DATA NO. R I a I T L 1 100' 24• 13' 02.00" 1 21.45' 42.27' 2 400' 50• 0' 09.81 ": 187. 957 351.41' 3 400'• j 59' S' 12. 96" 227.48' ' 413.67'•• 08 I ySud 1 115.30 R 10. 0/ 219 1 184 NEGISTEISTE� o•7 Itrr.� 3/2S/97`ofFOiESt/ah( RED CIVIL ENGINCCR � Nom+ W1RK ri LANCASTER e ' 110 54L 1, 57!.000 '—'--- 1 PIANS APPRUYAI DALE + Elo. I L3 t/9! Tlla SfoN 01 [OI Ilarhl• or INo0Nf10Ya 1 � 1 t er ath rat W .hall href ws.&le /er J+ CIVIC.the ` �.... —. `• ` G .... an ohmat. R/W ••1 coo" o f thMY u plalolof eleotranle ? v ILL R/W E �. F t - r I AR 14 DJS N R/W _ , > j ►W- h` 6' at t]7•69.3T Sm Sevalne.Rd E FOR HIGHLAND CHANNEL DETAILS t ocr.a1 .. 137+66.37 IL SDMN • • SEE DRAINAGE DETAILS 60 _ 61 _ 134.+93. 37- EC Q HIGHLAND CHANNEL 144 La A . R/W ! I�>^� 130►79.71 8C 2 HIGHLAND CHANNEL' w I A _ W o m or SPEC CHNL W -- - 24" B I I < i I m CONN B I �t7. i[ ! 4" _ P AC RD _ — IL , . J . W ui R/W i . i/- E 90vu ACCESS. RD!Z_ cu ho E R ------------ `cc o _ - /moi it 1 I ~ C �� q0 I 42 D ' w! (i = - - ' ' I u1i LOL S CONN. A `!4• �B 1 / 7 1 B A C 0 1 #i A i B 128/ I 90. j/ �' - ` — I 7 1.Al2.500 �' MPROVEMENT' Se C /s-OBL RCB i I I ' TYPE 60 CONCRETE BA ER x / -� In ROUTE 30 ;M ! `" 'WES OUND HOV EN ANCE RAMP v ! Q. `1 { 1 I i _ - t • I3§•. 136 37 138 y39 t40 142 �i Z � �: , � V X A57BOUN0 W `-` d CONC BAR Ea�.; ! S ` \ i \ (TYPE K) J A i• li i ' 39 \ 41 l i x I O \ A B \� i 1�Lu OL N -E H _ — ul SINGLE 5T -- - - I d ii �� A _ HDWL - }� R/W �! i B D I rt Channe 1 —}-- i 100 �' �• I 60 i 129+57.18 EC HIGHLAND CHANNEL x DRAINAGE & CONTOUR 1 GRADING PLAN�'� I I SCALEI 1 "-50' 1 SEE SHEET 0-45 D ' 1 � - I 1 FOR REDUCED PLANS 0 1 2 3 USERNAME •> trDing ORIGINAL SCALE IS IN INCHES l . - 1 --- DLM (ICC ([:SC_OE7820430III.D�T—_ , - -ICU 08234 EA 204301 D11 COUNT POSI MILL�i 11�"[A: 'I I'D Tc11TLs TAL PROJECT NO s IF THIS PLAN ACCURATE FOR DRAINAGE 7—.— - T, I '_0*1 1 184 MATCH S�FET 0-39 08 SBd 15.30 1 1 �LO/R 13. 1 AND CONTOUR GRADING ONLY. -a_ 1/7'R�-3��'12�2 A RrCI'I(RFI) CIVIL ENGINtLR X R/W MARKRK LANCASTER 111 ANS AI'I'nOVAI nnI I L4 pqj Q_ 11 31/99 The Ste" Of COI I fa 10 01` Ito Off omlos Of th I or .0—f 6 om I I rot b. ..P—. I b I * I:f. CIVIL th. OOO—910y W 0-- Of Ioctr-l. 14 pI_ ot�t. ROAQ 142o 148 1 41 R/W W111 > W W(r In Ld > t- 147+97.44 PI(tHIGHLAND CHANNEL 60 W -4 cc C3 60 R/W x HIGHLAND CHANNEL SEE DRAINAGE DETAILS 1 46 ,C) A ACCESS RD '24" RCP 24" RCP ul 450 Nr N58- 44- W C, ISO-. 4 56 157 _J z 11 4- -),.) — - 1J— u— ACCESS RD E,24" RCP -IA. .j E 24" RCP I W Q0 U C Ca R/W 44 0 C 7 .. .. .... 0- 460+ in —meo 4 0 - cr p cc --------- 1IiO -77 - + -- __ - - - - - - * - 7. -: - - - —--- f .., j476 W Lu W. 0Acl) W A 48� 4 w A W, 0 r) V) .,T�PE 50C CONIC BARRIER TYPE 50Q,.CONC BARRIER (RT 9KIMSE RET WALL) To U. z B 46 G y TYPE 27 CONIC BARRIER OF MSE RET WALUX F 0, M Lu ZIX LU TYPE 60 CONCRETE BAzR.Ell iIEL IMPROW5MZNT ROUTE 30 AND RAMPS. WESTBOUND HO X RAMP =4 156 157 u 141 14�i q'i 15, — 153 154 :10 N, Z- TYPE 50D CONC BARRIER (LT"Of MS RET RET WALL)/ E D TYPE 217. CONCLURRIER (TO 01 'ISE RET WALL) fZ X.TYPE 50C Cf'NC BARRIER/ 4 3', , B B 45 Q Q,�47) 0 A C W > it MI 81. W S�_7 ------------ I CL.- 480 _7 �O 40 -77- CC --- --- :4450 --AVENUE: (EX I ST.- _GHLAND • r. 77-1460 W 1A 0 Cc CL 44 DIrT Channel 4� x u DRAINAGE & CONTOUR SEE SHEET D-46 GRADING PLAN W SCALE: 1"-50' D-12 FOR REDUCED PLANS J I 3 hlnrl ORIGINAL SCALE IS IN INCHES I I 06N T OrI'V0430112•IlSF 1 CU 08234 EA 204301 I is ------- ..____---- _—__—_ ••••,•••,•r•+.>.w.w.wat.:+6+wWF+xwewuti+;rSt,a;t3Wfas4+i�li�3Hi71iitilwtStASFiS�u:%uii:ii::; :�'�I:,�:i�i�;.i�Lua,., i C: w cc W LLIz. � Za U F- z I N W. a Cl v. THIS PLAN ACCURATE FOR DRAINAGE AND CONTOUR GRADING ON Y. MATCH SHEET D-39 .T i !62 161.38:5 S.D.= R/W 159+50 POT H.C. A%CESS RO �f -f - ---_ ------ aCCCSS IiG ' E A4F� ` B 63 50 i `-� N CSP.- M. i I' 62 .- .- Y I,P/1.1-M STORM DRAIN CURVE DATA NO R .. A I T L I 1 66.30' 1 59- 56' 40" 1 38.23' 69.36' 40'RT.163+20 POT BEECH AVE. z 163+20 EC S.D. JSDJS 161+96.51 POT It BEECH AVE - 160+46.41 PI (t HIGHLAND CH OI Si COUNTY ROUtE u�r Mr LL> SHtGf.. tOIA-- 1 _ 111I AL I'110JLt.1 NO. IE E r08 SBd 15,30 221I 1 84 4 Y 1.6/1.000 -_ - -_- Rr.GISFERED C1vtl. Lw;::1ErN ?` MARK i LANCASTER8-4-97 . \` 1'L At I`i AF'f•I<OVAI OA 11.- -...-.- . _ 4 _ u� \ 12/31/99 I//. st.rh r✓ Cull/n•r✓o a I/$ •:.'L<rv., •P rrV.+ns W.11 -V A) :4.f{vvty/Wh %�� r:n .+.uvrxp s• C 1 Y I L W crMY/l•/cvnls u! a�Y,'1r4f�c' �•:[ir5 4r rris I/l.nr \ �•; fAF Mr/Y'.r I 60 f f /xOA 141 R/IY I48 I= „ u 24 "RCP B - - 24" RCP . ' ACCESS RD - .1: ..-. __—. ___ _. .moi`. '-___. _. .�-.. _ _ _ :--�_--+--_Ntl•__ _ _ __ E` 24" RCP 2 'RCP ji E 24" RCP E D ACCESS RD CD sA 74 — _ — _ I- ------ _ .... --' • - •- - - - . .. _ _ _ _ - .- - - - -- - - - tam _ _ -- _ - w L 18 St ` — ----- " q' S2 B, C A B TYPE 50D CONC BARRIER (RT OF MSE RET wALLI C A B TYPE 27 CONC BARRIER (TOP OF MSE RET -WALL) 56 TYPE SOC CONC BARRIER D c F ---- - -- -- ; - - - • I . n 1:. 500 r r , P, 7?. SOV ._.. . 18,,Sr A A A A A / ' ' 24"AP C WES BOUND MOV Ex AM V / TYPE 60 CONCRETE BARRIER 1 41 1r 1 _ASTBUU :C c� NCV EXIT 9A11P H �I w_ z i 8^SCS' K to IB" CS zi A �A TYPE 50t' COWC BARRIER Q.T OF MSF RET WALL) /-� TYPE 50C CONIC BARRIER I - /,•` �� 1 B 'TYeE 27 CLINC 3ARF!ER ;TOP OF MSE RET WAL1_)-- GA`1� I. Al B��_ v 53 r. c. --.- S - - - --- - - -- 7.... - - _ ---- - -- - _ - - 777 :7 �'- - - _ a. .CL- _ - - - - - -- t - - - - -- -- - _- - 6-11 / 1`•--R/w 00 ....... .. H/t'r R/w 100 U Channel \ C 24' AP B Dirt ChoweI ;INrLE ST HOWL tn DRAINAGE & CONTOUR - GRADING PLAN SCALE: 1',-50' D-13 - + ..I FOR REDUCED PLANS 0 r 1 ' ORIGINAL SCALE IS IN INCHES 1 Io.nf;', i; r F'1i-of CU 08234 EA 204301 --- THIS PLAN ACCURATE FOR DRAINAGE Dlst count. R, 3 IOTAL'PROJECT "N"o`.' SHEETS AND CONTOUR GRADING ONLY. os Sed 15_30 10.0!11 j 222 1184 • \. � UMMIT . � ? 1 } I REGISTERCD CIVIL ENGINEER VENUE i ,r MARK -- — ._ — Y � ; -- \__..._ - - -. 1 LANCASTER w, ._,._..... —I, 8-4-97 _ ; _ Z i _ PLANS APPROVAI f1n1E a Me.—�4�1/ 9 -- CK 0 w i IM slow of CnrlrorMQ a IIsEtp._ / E•) > ogervi SN_i(,IT n v t! IClcwe /(,N Ire MT}0" fr CIV I L olr hew. neross a e/ecrranrc nr+er a IM aan '7 e, CAI, Cr ..• It', � ILL I• I. :. - ,: 1 ao i IWiI w 'r. i A _ 179+47.41 POT HIGHLAND CHANNEL 66 f::' RM Z `1, o e b5 l f•f ...i c; , — •- a C 1 .- iV 4 I 1.J i X j 1 I --'_589'49'08'E-- ----- ACCESS.RO'' A r. Z Om) r �-- - - -._�__ _ _ i wm _.. _... _- _ ... --_ .J L law o :-_.—.--• ---- •- -- - _ -- - �-- - ------ ---_= I i•. + ,I -w ` I ACCESSlD kA �BC• O•t-'-- ��r� i a w UC), 58 Lu W! '" -- .......`\�• ..................................... ................ .---.------..-_.-..._.-. ..: .. \ I. a i .J {• ...; __.....:...' 'ti �. �.. ROVEMENT ROUTE 30 =� a• '` IMP j w _ .. .... :. :a_. T ... _ :,•_�_:.;. t•.r.;. \� `______-•- --• . 183 ------ --- 184... 686 187 I _ 172. ",.1.73_ ...._ ..._.iH4- --._"... 175 - .: i7b ::-:-FTy:... _::( �� _ ,_'�.,!- •18...._.-. - ...... ...... ....... . •......_.. .. _ .. .I::.:.;..i. ........ '^ .4-�.. i- ........ -. - 0(' ! t. 1} C?ilN . . .........CE .P 1._ .... .IB2.. ,........Lam...... + Z - 03 1 74 - f 75 7 -� \ ONNfCT/ .,\ �� • �� 59 r (6 �- W - ....._._._._ _ - _ �_- - _ _ - — _ - -CONNECTION __ ----- �--:'z..---`.�:: I T/ON�' ei A4 CO �� A / e INTERIM > - - 7:: - CD NEC A dp � c ul a a 57 2 ---� 184 •'� r ..6.H I GHLAND AVENUE (EXIST) U ,�-a�.. I 3"•: �; .. ; 35 �. d.i. lir) W R/W ;,•, �t i d g Dlrt 100 ChonneI ul n n DRAINAGE & CONTOUR a; GRADING PLAN '~^ SCALE: I'•50' 1 D-14 N I FOR REDUCED PLANS ORIGINAL SCALE IS IN INCHES IIISERIIAW > tr;,^.� •! CU 08234 EA 204301 � i . ... ..... � .. iDGN I,LC, •� Il?. Ue •A; J•l.O; ,s, p�/ , io 9 � 7 i W w_Im W iI H Q I O I I Oml r w m a W a �MC2 Y IaWW W . uol u I �•, PG •:130+68.11 129�PG 82 .... 730+30: 00 '- -...... ... ......... . .IM?...N... _... Rte 30 ; Top of Concrete Channel -� _ 13536.34 TRANSITION .. 91 X 8.5� ..... • t - SAN SEVAINE RD. RCD TO TRAP•CHANNEL'- 435+75 - 1,504,00FL • 1438:07 t •• WIDTH TRANS 1438.01 135+00 - 135+75 LT CELL ) P�oPet - :...-: 24" RCP q2 \\ z . . 13' - II' 92 133.75 - 134+00 ht' ........ _ . .._.. 14 1'�� t-11. 5' 40. - 24" RCP 24" RCP F /143b.13 VPI- �_-- 60•' RCP c 14 0.0 70 Y In\ 1• 2- m _.t•16.5I. - soffit _ .. ... ..... . I4ZT.70' ai' 143 100' VC +• I = S . ... AP VPI m\`• > \ FL 1432.71 �OG ,; 1 2 9 61 o loo, VC t3 W 11- 1465 W 0 1460 � J rte- W `$ W 1455 z � s V c W ; Cl i� 485 I� 11C t d ._ + ac ....-- M., -, 4 4. 0 Fl 1428.41 ... .. _.� 38. ....... .. 0 Y � ... .o,.- _ "F!•'�-1430.51 .. ... 1 1 5 •• DOUBLE RCB 140+00 1 .1 . . Exc. 8.256 CY ETT'b. 323 CY )IST COUNTY I OOUTE 1 TOTAL'P-ILL 5ROJECi SHE TISOT T' OBI SBd ! 15.30 i R I o. 0/ 11' ! 286 11184 3/25/97 REGISTERED CIVIL ENGINEER `o�Aorsssro+� «• MARK rs,,\ LANCASTER �I.1 8-4-97 OI AWL APPRnVA1 nAl i �•-48048 S s Slavd Cand.vo a n, Omer, 0, • ••� �-_- rr, dnw ror a roswwj[r, 1., Mr acs 1 r� c 1 v I L cavo M'+Y, a evamvC coo-* of IN, par •• For reinforcement and concrete - dimenslons see HI'ghland Channel..._. Typlcol Sectlons Highland ChomeIL.RCS from --•' fl'X 7.51... TRAP -...._._. -.. -_. .• DOUBLE RCB Rte 30 to San Sevalne Rd 12 134+00 - 135+00 _ _,,,,,.,_,,, ,•„ I1'X 8.5,159 35 t + _........,-L'T-13'X"7.5'. _ f 1. TRANSITION' 1.51+00 - ! RT- I I'X 7.5' 135+00 ---------- _---. - -. _ .... -- --._._......._.........._...---....__._ - ..- ____ 50+00 ..51-+00,..........128+50 • FL 1419.63.. ... _.•_ .._. ... I -.....-_._-.._....._ }_..... ......... . 1 -.............»...Fop ot-Concrete• Channel . _.-...__... _. -.. _ _:. _._..�..... _ -- - - -'- 8.89 . - t.._.- _... - -- - } 1.00 24 RC 129+00 130+00 ...... __...--- .. ..... . .. . ... ... _ i.': -24" RCP - - i453 66 ..•._- - .� 45 F _...._ + _... . - ------ Y 46. TRAP....__ .._....... 1451.2 - _ _ _ - -- -- - - - . -Q.. _.. - 8 ------ ----------------------- 1.80 FL 1456.87 _-- �- 54+00 4" •• -FL 1454.37 - , I RCP ..-_... ....._. _.•--�-'.:..-ter.:.__--•---....._..__..._. .. ._._..._ �.. _. \ _ .... ... ._... -- - - ... _... ..._ _ .._ ....-•- -...._ _._.... ... .... ._... -. __......_...__. ...._.. .-----•-- r-.........._1444.90 ` VPI 150+00 144 -...._ ._.-:........... j. _... } _.... _ ..._ I.. ._......_ I_......_. ' c .. _ ._..J........ .._._...-.._.__.._9 .. .._.. -----_......_.-..__....�-_--1-- - EmbY 1.801 CY1.00 y ,.-Fi 4444:83--- ._ 145+00 f 1 Ft•-�'1.439.43-..__.._ _ I '_..__-_._.. I _. ._7'_- mFI '------- -. .........-- - - -TION,----.----- BEECH -' - •X 8r 4 --- - -- - _-_...--------- = -- F- - - -- - _TRANSRAN-- g 140+00 �. FL 1438.07 - TO TRAP CHANNEL - 161+55 - 179+47. �� `_ 148 - _ RCB r • _ E -..... �_._.... �.......... __....--- �.-._...._ ..-._.... ' - aPet 51+05 161+55... J _ ..... _.1. ......---f-.... �......... 'TRANSITION i`. L-- TRAP CHANNEL TO RCB_... -•• ., _,-• __ - •_. - .. +- 159+35 - 159+85 -- o"-'- ----------- _ _.... _....__.Sc)ft.lt. 447.... 52. _.._.._.14-69 .- -----' _- - Toa at -Concrete Channel._.._.._..__._._....__ _..__:_-.__-. ........ - � � 24 2q"• RCP._...._..... _ --_._.- _...__...._.... _.-..••-t•1''X 8.5'_.JRAP _._ - � ••---.._. ......-.____. _ ._......_..60.". RCP -• ...62. .. -- P -- - - - - 466 ..._......._..__ _._ x._.1.00 % ...._ _ __..-.. _ ..-. .... _ ____.. ._...F6 - 1471.27 .._... :.--- " R RCP 146 ! 14 68+00 1 -- 146 1462. 24" RCP - _ pl VPI 165*00 -._.-_..: HI _land Channel=_..RC8.-- __.._.g 807. FL 1462.8at Beech Ave A 1 ' --t- ---- --- - - EXC:-tt:-g36-CY-- -� 1 9.9 t .... _.........__..._ ..--_••_ ... +0 1 ..� _..- --..._ ...._�._._-.. : � 4 , _ . .. 4- 1.00 14=X--7'•-TiCB- � -1-- 1.59+85 161+05; i ! ' 160400 ' I ' t ,-.. FL . -1456.87 1 E - ; - i - ! , " __._ ___ ' I 1490 -..-.-...- - ----- - - -� 154+00 155+00 :' ! i; TOP OF CONCRETE CHANNEJ. --------------- - • _----._._._._ - _ -.. ? OC 9, TRAP. _......... __...... ---..._r _._.._....__- _ _. _ ._..._.... -- _ . _... _ ..... _ _ _ _ X 8_S' .. '. .: - ..... -Obi' 36". R� ....fi5 .. ._„� A - ... ' 1485 . .. :- .� Q'HQ �_-- T ChannelBeginning ------•----'- r lord Channe • C -II ' 1 8 0 i gh I h Exc. 66 12.906 CY �NEET-TG7XC4 c 64 1480 •--... _ .. 36 RCP-- .:. ._`._._.._._.._ ... •'_ --•t:irbr-315*.CY -•--ixar42.-W&•CY••� 1480 F t _ ff 56 -F--� Eft. 3.443 CY 1� _.._..c. _..... _ ._...-.....Z9':_.RCP.._... .._. _ ...... ......__... :.... ..147 .84 .. _..........._ _ _ ..._ - -..._.-_-_._........_.__. -......FL ..-1481•.02 -N -- -- -- - ---- - --*-.- o 0.85 % f !175+00 + i I 11475: 4 4.92 ... .. .. . ..... _-- .. ... . _ ... ......_.... I. _ ... ....-_...... _.�... _ .. ........ _... 1 .... _...;._. . .. j. _.. 1475 - !'_ I n VP �-9 1:00 % . _..... _....._.:._.......... .. 1 . 1 ... --- _.. _ _ . _..._.._..-_..... _.. _ i AND.. CHANNEL. TOTALS . .. E S t7o>oo DRAINAGE P R G Fi 11470 Emb• 1932!54 YY ' ' � ....- __--.-.._.-._....-•_--- -- SCALEt HOR I Z. I "•50' L --.... .. _- VERT - o FL . • 1471.27 FL 1472.77 0 78 i F! 168+00 SHEET 3 OF •3 ' o 1 FOR REDUCED PLANS 0 I 2 3 USERNAME •) 1rinikesi ORIGINAL SCALE IS IN INCHES I- , !, ! I I DGN BILE •) [ESC-OEI820430I78.Osf CU 08234 EA 204301 TURN LINE DISTCOUNTIj ROUTE TOPTOS T P�,OLJE'Cr ..E0� Q THOETEIT,S 267 1 184 . .... ... 08 1 SBd 1 15.30 _TgI .0 R . . .......... .. ........ .. 3/25/97 z SDJS 2 6 REGISTERED CIVIL ENGI ,w z z . . ..... I ...... ..... MARK C3 CsNCA T R i 1° 8-4-97 ..... ...... - I. . • ... .... - �_. 1. . . _ . . . . - . .... __1 . _. I ... .. . . . .. - . z ...... A 7 46046 PLANS APPROVAL DATE �ln 12/31/99 RIM 1486.00 Its crfl�s 2/31/99 r,*L Sn" of Colff�ria � owvs stri, tw Pe rma"Ift 1w CIVIL Z I my v 1. 9, or PaqwWorws & e"mffrc"NVc INS "Jeer.'m 1. 1 C. (Q SDJS a✓ 0.1 36-X.2,csp, w ... .... RfSEP/ Q /."CHECKERED P- 6 ------------ -- M .. - _. ...TURN.L.INE -7- --- --- ---- -- ------ 36-x-'4*CSP RISER .. .... r�v -1470.3- _0=66.30' RIM 1477.09' 1: C 1.11 m cc G:59':6'40" "A"CHECKERED PL.... --------------------- Uj 7 - ---------- . ..... LJ (A . .... ... =..,_...._ .-...FC_._.. L :;80 T18:23" OG -,s ------- Z O W ---;= = > HCJS FG TY -1 fi- w PE rooX 764, RCP ------- % P�UG O�F PIPE/ A TWreC >- w 1470 ............. I80O ,jkCp 60"X (71) .1.5 01 nA FL 1466.53" to 1460 ft� 146 C, ir2 FL m x I C1_ -FL 1462.82' RIM 1486.00- O 1VAFF INLET -/------- 0 -50' scale, Horlz I" r ..... OG DRAINAGE SYSTEM TYPE 2 -APRON --- --------- 7_ W cr ... .... 1480 , .. . .......... ...... FL M81.30' z ...... S-12.0 y Turn L I.ne ep r 1470 a rn 0 > R/W 41._FL 1476.46' 7 . ....... ..... .. . ............ 4 w I w 0 36" AP InIe!F7_ S _j z w TYPE 2 APRON c 0 U- U 4 tA W ... .... 0 JI 4w x CO 1439.54 u 0 e-OGVI ' 1440 .......... . ................ . ....... - ---- J --- ............ ... ....... _7 _j W 4- 0: S. 6.50./ D 1430 w C ns z0 . .......... J jSDJS 11 z FL 1431. 12 w... ... tn C F 1440 Go F1 Scale: I"-10' .... ....... L) ....... . .... ....... .r - - - - ----- ---- -- -------------- 7- 0 FG 36" CSP RISER/ ...... ....... CHECKERED - P I ...... OG ... ....... . .. ........ ........ ... ... . . ..... Uj C > R/W d. -------- OC In 0 C) 1435 CL 0 . .... . ... N .5" RCS tD %n 36" AP Inlet/ 2 APRON C'r C _j C TYPE Ul 4:07---_.- �A- S TU B 6 T F. I > P7CC of p. I ug. e 1439.54 end o). p.ipe '4 RIM. F OG FIL 1432.66.. FGINI _. 7 '.7 1�44O Or See Rt. for Laterals ....... X. -22 . . ...... ..... .. A S.7.80% U1 11430 14301 11 II F . L 143!.12 , FL 1431.20 F L I .. 432.66 /FL f4S5:'66' FL 1427.70 0 . - .. - [ - .. __ - .— - __ . .... . .. - .. _... . . - . . - _... . � ........ . ....... . C, ! I ---- ... ... I' F 1431 1 �,3 7. Fj� -.....Sca I.e: L".! 1.0, Cr 138-00 . ... ...... .... . .. . ....... ... 114:70 i 0 Fl. 1479.38- _R /w 1430 6 I— z rl 4 �35 1430 r SPECIAL' CHANNEL CONNECTION 2' Turn Line i7l 4 275 \FL 1427.12 DRAINAGE SYSTEM... �61 > DRAINAGE PROFILES k6H '20- Sccie: SCALE AS SHOWN . ......... ....... . 601 e D - 7 9F IF -7 _-�+- 4,: cm, FOR EDUCED PLANS 0 GR SCALE N INCHES ORI INAL I USERNAME trmis,.es, ICU 08234 EA 204301 VN F':.E (ESC-0EIR70430179.nsf � x ori o,, i + ACCESS RD I ! \ oe< 0.25' AC E\p\t (TYPE A) 1 X m � W W Ir w w W H Ir 0 a'( I I Varies 37.5' - 47.5' No. 4 bars a 18" o.c. (both walls) 2-No.5 bars 27 Det A D 18" o.c. HIGHLAND CHANNEL 1 P v. O0X . Varies 42.5' - 47.5' 12" -{ -20' of I 27- ACCESS RD M 12" ie I _ v+ No. 4 Dowe I s o 1 8" o. C. x `/,\ IPG 1 N centered in each cut-off wall Cut -Off wall - 12" thick. 1-6" deep. Place a 200' max o.c. No.4 bars 0 18" a. c. See Note I See Note 5 t0 TRAPEZOIDAL CHANNEL NOTES I. 4" did. formed weepholes a 20' t o.c., backed. with one cu. ft. of pervious backfill material In a burlap sack, securely tied. Place 6" sq. aluminum or galvanized steel wire. 4 -mesh hard- ware cloth on backface of channel lining prior to placement of concrete. Wire Ella. 0.03" min. (typical both walls). 2. Saw cut transverse weakened plane Joints In the Invert and side walls of the channel at 20' t o.c. The first and last Joints shall be placed 20' from each cut-off wall. Joints shall be I/a" max. In width and to a depth of within %2" of the reinforcement. 3. The Interval of weepholes shall be such that a weephole will be located 2' upstream of all cut- off walls and transverse weakened plane Joints. 4. The reinforcement mat shall be supported In both directions at 4' max. spacing or as directed by the Engineer. � 5. The Invert cross slope shall be 2% as shown Z 56+00 to 103+30. The Invert cross slope F5I W shall be' -27 135+75 to 159+85 & 161+55 to 179+47. STATION I W REINFORCED CONCRETE BOX NOTES X H) ,I W I. See Standard Plan D81 & D82. a- W 52+69.66 - 54+00 Trap CHANNEL i U) 2. Use Std Plan D81 and the nominal RCB sizes shown below to -- - -- Z Q determine the reinforcement and concrete thicknesses for RCB - --- J WI () sections 125+75 to 135+00. ui Z 125+75 - 128+00 Use Dbl 14' x 8' (10' fill) 'oi Q 69+90 Trap CHANNEL 9' X 9' J 128+00 - 132+50 Use Obi 14' x 8' (20' fill) with No.5 bars for "a" bars > I It a. 9' X 9' to 132+50 - 134+00 Use Dbl 14' x S' (10' fill) 20' - L,, oC • 134+00 - 135+00 Use Dbl 12' x 8' (10' fill) w V) '^ Cr' ACCESS RD w �, 1 104+55 2 - No. 5-. 2% - ACCESS RD e - F oa ~ 3. For transitions see details. TRAPEZOIDAL CHANNEL NOTES I. 4" did. formed weepholes a 20' t o.c., backed. with one cu. ft. of pervious backfill material In a burlap sack, securely tied. Place 6" sq. aluminum or galvanized steel wire. 4 -mesh hard- ware cloth on backface of channel lining prior to placement of concrete. Wire Ella. 0.03" min. (typical both walls). 2. Saw cut transverse weakened plane Joints In the Invert and side walls of the channel at 20' t o.c. The first and last Joints shall be placed 20' from each cut-off wall. Joints shall be I/a" max. In width and to a depth of within %2" of the reinforcement. 3. The Interval of weepholes shall be such that a weephole will be located 2' upstream of all cut- off walls and transverse weakened plane Joints. 4. The reinforcement mat shall be supported In both directions at 4' max. spacing or as directed by the Engineer. � 5. The Invert cross slope shall be 2% as shown Z 56+00 to 103+30. The Invert cross slope F5I W shall be' -27 135+75 to 159+85 & 161+55 to 179+47. 0. 25' AC (TYPE A) F/0)" 101. II STI COUNIr I ROUTE 1 '" M1LL° nncci iVIAL TOTAr PROJECT NU. SHEET'. 08 1 SBd ; 15. 30 R 1010%R l3� 1307 1 184 �- 3/25/97 „or us o REC151EPE0 :IVIL ENGINEER .`Q• +.rte MARK r\ LANCASTER a--4-97 _ IQ 48048 C PLANS ACPgpvAL DATE 1 12/31/9 a1 The State of Ca006"sornla WIts offto•rs a A • or op•s stall not W r•sparlD l• for J Civil "0poplmY or oagl•tsn•ss of •Isatran to �'E aCAt�`/ Copies of this DIM Onset. HIGHLAND CHANNEL SUMMARY STATION TO STATION - DESCRIPTION SIZE (W X H) 51+82.75 - 52+69.66 Confluence a- 52+69.66 - 54+00 Trap CHANNEL 14.5' X 8.5' O -- - -- 37. 5' + 47. 5' - - --- J I J 10' X 8.5' 55+00 - 56+00 0 Cr 3 R W 2. 69+90 Trap CHANNEL 9' X 9' ow'Z¢ 0 69+90 - > I / r 9' X 9' to W 20' - L,, oC Trap CHANNEL W z' w V) '^ Cr' ACCESS RD w �, 8"r~ 8" 2% --t -+ 104+55 2 - No. 5-. 2% - ACCESS RD e - F oa ~ u o a No.4 J a 12" 10' X 8' 2" Cover 105+80 - 106+80 V " off 0.25' AC No. 7 L 0 12'= •_ 2" 106+80 - 0.25' AC /0),CI- 16' X 9' E�otte (TYPE A) Cover i. -No. 4 a 18" (TYPE A) 117+60 - 1_Z5+25 Wi. 26' X 8' 125+25 - 125+75 « VWC to RCB 125+75 - oHI Double RCB (Rte 30) Lt - 13' X Rt - II' X 8' «« 8' 128+00 - .-128+50 O « Height Trans �- No.7 ; L 0 12" ! 128+50 - 133+75 Double RCB ' VERTICAL WALL CHANNEL NOTES 5•_0 j o N0.4 L 0 12" Rt Remains «« 11' X 7.5' '=1 d' I. Place weep holes at 20' o.c. Construction Joint Q j,d d -l" W<20' d-2" W>20' '^ 135+00 - 135+75 « RCB to Trap Chan as per Std Plan BO -3 3-1. 7" .- No.5 x 8'-0" 0 12"'INo.5 See Note I a 12' Cont., 150+00 Trap CHANNEL 9' X 8.5' 2. For longitudinal transverse 150+00 - 151+00 « Channel to Channel 9' X 8.5' to 11' X 8.5' w �-' and 4- No. 4 � '3" Cover L II' X 8.5' 3" Cover 159+35 - I �I construction Joints, see detail. No.4 0 18" 159+85 - Base Double RCB (Beech Ave) 10' Y, 7' 161+05 - 161+55 • RCB to Trap Chan 161+55 - 179+47.41 Trap CHANNEL 9' X 8.5' FOR REDUCED PLANS ORIGINAL ' ` SCALE IS IN INCHES 0. 25' AC (TYPE A) F/0)" 101. II STI COUNIr I ROUTE 1 '" M1LL° nncci iVIAL TOTAr PROJECT NU. SHEET'. 08 1 SBd ; 15. 30 R 1010%R l3� 1307 1 184 �- 3/25/97 „or us o REC151EPE0 :IVIL ENGINEER .`Q• +.rte MARK r\ LANCASTER a--4-97 _ IQ 48048 C PLANS ACPgpvAL DATE 1 12/31/9 a1 The State of Ca006"sornla WIts offto•rs a A • or op•s stall not W r•sparlD l• for J Civil "0poplmY or oagl•tsn•ss of •Isatran to �'E aCAt�`/ Copies of this DIM Onset. HIGHLAND CHANNEL SUMMARY STATION TO STATION - DESCRIPTION SIZE (W X H) 51+82.75 - 52+69.66 Confluence 52+69.66 - 54+00 Trap CHANNEL 14.5' X 8.5' 54+00 - 54+50 • Trap Chan to RCB 54+50 - 55+00 Double RCB (X -Over) 10' X 8.5' 55+00 - 56+00 « RCB to Trap Chan 56+00 - _ 69+90 Trap CHANNEL 9' X 9' 69+90 - 70+40 « Channel to Channel 9' X 9' to 9.5' X 9' 70+40 - 103+30 Trap CHANNEL 9.5' X 9' 103+30 - 104+55 It Trap Chan to RC8- 104+55 - 105+80 Double RCB (Cherry Ave) 10' X 8' 105+80 - 106+80 « RCB to VWC 106+80 - 115+60 Vertical Wall CHANNEL 16' X 9' 115+60 - 117+60 « Vertical Wall CHANNEL 16' X 9' to 26' X 8' 117+60 - 1_Z5+25 Ver )IcaI Wall CHANNEL 26' X 8' 125+25 - 125+75 « VWC to RCB 125+75 - 128+00 - Double RCB (Rte 30) Lt - 13' X Rt - II' X 8' «« 8' 128+00 - .-128+50 « Height Trans �- 8' ---7.5' «« _ 128+50 - 133+75 Double RCB Lt - 13' X RT_- III X 7.5' •« 7.5' 133+75 - 134+00 « Width Trans - Lt Cell (13' - II') Rt Remains «« 11' X 7.5' 134+00 - 135+00 Double RCB 11' X 7.5' •« 135+00 - 135+75 « RCB to Trap Chan 135+75 - 150+00 Trap CHANNEL 9' X 8.5' 150+00 - 151+00 « Channel to Channel 9' X 8.5' to 11' X 8.5' 151+00 - 159+35 Trap CHANNEL II' X 8.5' 159+35 - 159+85 « Trap Chan to RCB 159+85 - 161+05 Double RCB (Beech Ave) 10' Y, 7' 161+05 - 161+55 • RCB to Trap Chan 161+55 - 179+47.41 Trap CHANNEL 9' X 8.5' • - Transition •« - See Note 2 under Reinforced Concrete Box Notes. DRAINAGE DETAILS HIGHLAND CHANNEL Typical Sections No Scale CU 08234 .EA 204301 N D-99 ?p M;,ENSEi. !ALTRANS, DISTRICT 8 FOS15P PAGE ~ WATER SURFACE PROFILE LISTING RTE 15/30 INTERCHANGE HIGHLAND CHANNEL WATER SURFACE PROFILE CALCULATIONS USING Q'S FROM MARK FERTILE'S UNIT HYDROGRAPH WITH ALTERED N VALUES ,ATATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVSPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER Sri L/ELEM SO SF AVE HF NORM DEPTH ZR pirrrr►r•►•r►►►♦••r•r•rrr►►►r►rr►•rrrrr•►rrrrrre►rr►►►►rrr►rrr♦rrrr►rrrrrr♦r•♦srrrrrrr♦rrrrrrrrrrrrrrrrrrr►r►rrr►rr►•r. r•.►r•••.•• ism 12697.80 1417.49 5.208 1422.696 3284.0 26.28 10.721 1433.417 1.29 8.349 8.00 24.67 0.00 1 0.67 el+ 102.20 0.00628 .014399 1.47 6.932 0.00 800.00 1418.13 4.965 1423.095 3284.0 27.56 11.793 1434.886 0.00 8.349 8.00 24.67 0.00 1 0.57 *NS STR 0.01500 .015362 0.77 0.00 ?850.00 1418.88 4.958 1423.838 3284.0 27.60 11.826 1435.664 1.42 8.349 7.50 24.67 0.00 1 0.57 107.18 0.01213 .015840 1.70 5.413 0.00 ?957.18 1420.18 4.856 1425.036 3284.0 28.18 12.327 1437.363 0.00 8.349 7.50 24.67 0.00 1 0.67 72.82 0.01922 .016028 1.17 4.572 0.00 OlA OW030.00 1421.58 4.915 1426.495 3284.0 27.84 12.037 1438.532 1.44 8.349 7.50 24.67 0.00 1 0.67 1� 49.71 0.01509 .015810 0.79 4.995 0.00 13079.71 1422.33 4.905 1427.235 3284.0 27.90 12.086 1439.321 1.45 8.349 7.50 24.67 0.00 1 0.67 260.29 0.01498 .016216 4.22 5.007 0.00 13340.00 1426.23 4.825 1431.055 3284.0 28.36 12.487 1443.542 1.50 8.349 7.50 24.67 0.00 1 0.67 ■111 30.00 0.01500 .016634 0.50 5.005 0.00 MM370.00 1426.68 4.813 1431.493 3284.0 28.43 12.548 1444.041 0.00 8.349 7.50 24.67 0.00 1 0.67 'ICT STR 0.01400 gAli `< vAn ou .019478 0.10 0.00 011l 375.00 1426.75 4.075 1430.825 3012.0 30.80 14.732 1445.557 0.00 7.881 7.50 24.67 0.00 1 0.67 :BANS STR 0.01560 .021847 0.55 0.00 Iw 76100.00 1427.14 4.479 1431.619 3012.0 30.56 14.506 1446.125 1.60 8.352 7.50 22.67 0.00 1 0.67 M55.00 0.01491 .021892 1.20 5.120 0.00 13455.00 1427.96 4.411 1432.371 3012.0 31.04 14.962 1447.333 0.00 8.352 7.50 22.67 0.00 1 0.67 IS STR 0.01500 .022725 0.68 0.00 ba w� 8110 w I l I I I# I i 11 11 [ 1 f# I I I i [ I 11 r 1 r i I l 11 s 1 I i I I FILE: HIGHLAND.WSW W S P G W - EDIT LISTING - Version 12.7 Date: 7-28-1999 Time: 7:57:45 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 3 1 .670 6.000 24.670 .000 .000 .00 CD 2 3 1 .670 7.500 24.670 .000 .000 .00 CD 4 3 0 .000 6.500 5.500 .000 .000 .00 CD 5 3 1 .670 7.500 22.670 .000 .000 .00 CD 6 1 0 .000 8.500 11.000 1.500 1.500 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS - HIGHLAND CHANNEL - CALTRANS HEADING LINE NO 2 IS - MODIFIED WSPG TO SHOW EFFECT FROM SUMMIT SYSTEM HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 12697.800 1417.490 1 1422.696 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12800.000 1418.130 1 .014 400.003 -14.639 .000 0 ELEMENT NO 3 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 12850.000 1418.880 2 .014 399.998 -7.162 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12957.180 1420.180 2 .014 399.983 -15.353 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 13030.000 1421.580 2 .014 .000 .000 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 13079.710 1422.330 2 .014 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 13340.000 1426.230 2 .014 399.998 37.284 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 13370.000 1426.680 2 .014 400.017 4.297 .000 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 13375.000 1426.750 2 4 0 .014 442.400 .000 1427.700 .000 -47.000 .000 RADIUS ANGLE 400.110 .716 I I I I t I r I r I I I I I It I f I I I I I I I I I I i I I I I 1 f I I ELEMENT NO 10 IS A TRANSITION UIS DATA STATION INVERT SECT N RADIUS ANGLE 13400.000 1427.170 5 .014 399.998 3.581 ELEMENT NO 11 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 13455.000 1427.960 5 .014 400.009 7.878 .000 0 ELEMENT NO 12 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 13455.000 1427.960 5 1432.371 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING I l 11 t I 9 I 1 1 11 t i U 1 I i t i 11 1' 1 I I I I I I r' l II 11 at I FILE: HIGHLAND.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 1 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 7-28-1999 Time: 7:57:47 SUMMIT HEIGHTS - HIGHLAND CHANNEL - CALTRANS MODIFIED WSPG TO SHOW EFFECT FROM SUMMIT SYSTEM 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 (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- -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-Fa111 ZR 1Type Ch I I I I i I I I I I I I I 12697.800 1417.490 5.624 1423.114 3295.40 24.42 9.26 1432.37 1.11 8.00 24.67 8.000 24.670 .00 1 .7 -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- 1- 13.456 .0063 .0129 .17 6.73 1.84 7.37 .014 .00 .00 BOX I I I I 1 1 1 1 1 1 1 1 1 12711.260 1417.574 5.585 1423.160 3295.40 24.58 9.38 1432.54 1.13 8.00 24.67 8.000 24.670 .00 1 .7 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 88.744 .0063 .0139 1.23 6.71 1.86 7.37 .014 .00 .00 BOX I I I I I I I I I I I I 12800.000 1418.130 5.326 1423.456 3295.40 25.78 10.32 1433.78 1.24 8.00 24.67 8.000 24.670 .00 1 .7 TRANS SIR .0150 .0148 .74 6.56 2.00 .014 .00 .00 BOX I I I I I I I I I I I I I 12850.000 1418.880 5.328 1424.208 3295.40 25.77 10.31 1434.52 1.24 7.50 24.67 7.500 24.670 .00 1 .7 -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 107.180 .0121 .0152 1.63 6.57 1.99 5.73 .014 .00 .00 BOX I I I I I I I I I I I I I 12957.180 1420.180 5.218 1425.398 3295.40 26.32 10.75 1436.15 .00 7.50 24.67 7.500 24.670 .00 1 .7 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 72.820 .0192 .0153 1.11 5.22 2.06 4.84 .014 .00 .00 BOX I I I I I I I I I I I I I 13030.000 1421.580 5.313 1426.893 3295.40 25.84 10.37 1437.26 .00 7.50 24.67 7.500 24.670 .00 1 .7 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 49.710 .0151 .0149 .74 5.31 2.00 5.29 .014 .00 .00 BOX I I I I I I I I I I I I I 13079.710 1422.330 5.317 1427.646 3295.40 25.83 10.36 1438.00 1.24 7.50 24.67 7.500 24.670 .00 1 .7 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 260.290 .0150 .0148 3.85 6.56 2.00 5.30 .014 .00 .00 BOX I I I I I I I I I I I I I 13340.000 1426.230 5.332 1431.562 3295.40 25.75 10.30 1441.86 1.24 7.50 24.67 7.500 24.670 .00 1 .7 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 30.000 .0150 .0147 .44 6.57 1.99 5.30 .014 .00 .00 BOX I I I I I I I I I I I I I 13370.000 1426.680 5.335 1432.015 3295.40 25.74 10.29 1442.30 1.23 7.50 24.67 7.500 24.670 .00 1 i -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0140 .0188 .09 6.57 1.99 .014 .00 .00 BOX I I 1 1 t i [ I I I f I t I t I [ I t I f l t I I I t I C I 11 I I I I I I FILE: HIGHLAND.WSW W S P G W- CIVILDESIGN Version 12.7 PAGE 2 For: Madole & Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 7-28-1999 Time: 7:57:47 SUMMIT HEIGHTS - HIGHLAND CHANNEL - CALTRANS MODIFIED WSPG TO SHOW EFFECT FROM SUMMIT SYSTEM ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ I Invert I Depth I Water I 4 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 -I- ZL -I 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- -I- NINorm Dp -I- I "N" I X-Fa11I ZR (Type Ch I I I I I 13375.000 I I 1426.750 I I 4.089 1430.839 I I 2853.00 29.07 13.12 I 1443.96 1.57 I 7.50 24.67 7.500 24.670 .00 1 .7 TRANS STR .0168 .0225 .56 5.66 2.57 .014 .00 .00 BOX I 13400.000 I I 1427.170 I I 4.504 1431.674 I I 2853.00 28.79 12.87 I 1444.55 1.42 I I 7.50 22.67 -I- -I- I I I 7.500 22.670 -I- -I- .00 1 .7 1- -I- 55.000 -I- .0144 -I- -I- -I- -I- -I- .0226 -I- 1.24 -I- 5.92 2.43 5.27 .014 .00 .00 BOX 13455.000 -I- I I 1427.960 -I- I I 4.411 1432.371 -I- -I- I I 2853.00 29.40 13.42 -I- -I- -I- I 1445.79 -I- 1.48 -I- I I 7.50 22.67 -I- -I- I I I 7.500 22.670 -I- -I- .00 I 1 .7 I- J. WJ 6 e- , - •, t 11.IWf1SPA r J 1 •l .. ice' •t - 6V. Him fRUCK 'l I , 1 t a . 1 - n- v t SN ,1 - % - / I '1 � i � / �j � 'moi '• ��i � •� _` 1 ♦ � '•� t 1 `\� } ' �•-Lt _ .. S . 1` ' ` r ... ��- � i t t `�