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Home My WebLink AboutSierra Lakes - PM 158290 c t c c c c c i i SIERRA LAKES COMMERCIAL AREA CITY OF FONTANA DRAINAGE STUDY Revised November 4, 2002 Reference 126 -1484 Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948 -1311 Fax 948 -8464 Aaron T. Sk Date R.C.E. 62183 Exp.9 /30/05 W AS S �I�,� N0.62183 cn m Exp- rY5 e v c c c i i CONTENTS SECTION TITLE ❑ A DISCUSSION • Vicinity Map • Index Map ❑ Q Q100 HYDROLOGY ❑ H STORM DRAIN HYDRA ULICS • Westerly Portion of Line A (from Ex Caltrans Drain) & Line C (to S.L. Infiltration System Failure Overflow) • Easterly Portion of Line A (from Line A/C junction to Sierra Ave.) ❑ R REFERENCES & MAPS • Soils Map (from San Bernardino County Hydrology Manual) • Isohyetal Map (from San Bernardino County Hydrology Manual) • Drainage System Outlet Reference Drawings & Hydraulics • Excerpts of Tettemer Study (infiltration system failure mode) ❑ Hydrology Map 0 DISCUSSION This hydraulic study is for the Sierra Lakes Commercial Development, a portion of Tract No. 15908, located in the City of Fontana, California. This development is bounded on the north by Sierra Lakes Parkway, on the south by the 210 Freeway, on the west by Citrus Avenue, and on the east by Sierra Avenue. Hydrology and hydraulic studies were developed for this future commercial development using a 100 -year storm event. The storm drain mainline was designed to fully intercept the runoff from this area, including a constant overflow of 381.4 cfs from Fairway 12 (Basin 6) which discharges into this development. See enclosed "Integrated Flood Control Water Conservation and Storm Water Quality Management System ", dated September 1998 (revised January 1999), item 5, page 14, under the heading Results of Flood Routing Studies ". The constant overflow of 381.4 cfs was not included in the hydrology calculations, but was added in the hydraulic calculations (WSPG) as part of a lateral flow for the mainline. The mainline discharges into an existing 96 -inch Caltrans storm drain at Citrus Avenue. A 96 -inch lateral connecting to the mainline was designed to intercept the constant overflow of 381.4 cfs from Fairway 12 (Basin 6). Lateral stubs sealed at the ends with brick and mortar join the mainline at strategic points to serve the future commercial development, which is only rough - graded at this time. �I 1 FI �7111, I.\I9A - 14R4 \storm \HYD- MAP.dwa. 08/29/2002 11:48:39 AM, at: Mnnor.E 1, assocInTM, INC, SISRRS I.AI� tt CONSULTING cnnL ENGINEERS AM AND LANG PLANNERS '°R ` STREET, ' °' CU 9, 73G R ANCH O CUaA1�GNCti CA VICINITY MAP (909) 944- 1311 I.\I9A - 14R4 \storm \HYD- MAP.dwa. 08/29/2002 11:48:39 AM, at: IS ME 1 b� F I I P-01 l's I 11 -mm Illm 70F ,r7n W-m-0 SIERRA LAKES MADOLE & ASSOCIATES, INC. COUNMIAL AM CONSULTING CIVIL ENGINEERS AND LAND PLANNERS IMI CHURCH STREET, SUITE 107 RANCHO CUCAMONG& CA 91730 INDEX MAP (909) 948 -1311 S F I I P-01 l's I 11 -mm Illm 70F ,r7n W-m-0 ats SIERRA LAKES MADOLE & ASSOCIATES, INC. COUNMIAL AM CONSULTING CIVIL ENGINEERS AND LAND PLANNERS IMI CHURCH STREET, SUITE 107 RANCHO CUCAMONG& CA 91730 INDEX MAP (909) 948 -1311 ats n ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 10/23/02 Q'2 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX- 948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES COMMERICAL SITE * ALONG 210 FWY BTN CITRUS & SIERRA * CONNECT TO EX. LINE C; PICKUP FAILURE OVERFLOW FROM SL INFILTRATION SYS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: P: \126 - 1484 \Drainage \SLCOM.DAT TIME /DATE OF STUDY: 11:00 10/23/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- INED STREET - SECTIONS FOR COUPLED PIPEFLOW STREETFLOW MODEL* HALF- OWN TO STREET- CROSSFALL: CURB TER - GEOMETRIES: MANNING WIDTH CR FALL IN- / OUT- /PARK- HE WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (n) T N0. (FT) (F SIDE / SIDE/ WAY (FT) 1 _ _ --------- ------- - - - - -- -- - -- 1 30.0 20.0 0. 8/0.0 0.020 0.67 2.00 0.0312 0.167 0.0150 u GLOBAL STREET FLOW -DE CONS INTS: 1. Relative Flo epth = 0.00 T as (Max' Allowable Street Flo th) - (Top -of -Curb) 2. (De *(Velocity) Constraint = 6.0 *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ** *USER- ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 200.10 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 1561.80 DOWNSTREAM(FEET) = 1549.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.459 10/23/02 Q'2 0 G i i r d r * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.635 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 5.00 0.98 0.10 32 9.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 20.42 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 20.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.10 TO NODE 200.20 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ---------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1543.00 DOWNSTREAM(FEET) = 1538.00 FLOW LENGTH(FEET) = 780.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.66 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.42 PIPE TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 11.41 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.20 = 1500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.20 TO NODE 200.20 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE - PEAK - FLOW<<< << --------------- - - - -- MAINLINE Tc(MIN) = 11.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.142 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 10.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 36.40 EFFECTIVE AREA(ACRES) = 15.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 54.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.20 TO NODE 200.30 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1538.00 DOWNSTREAM(FEET) = 1531.50 FLOW LENGTH(FEET) = 988.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.61 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 54.60 PIPE TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 13.32 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.30 = 2488.50 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.30 TO NODE 200.30 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.32 10/23/02 Q'3 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.774 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 16.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 52.94 EFFECTIVE AREA(ACRES) = 31.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 31.00 PEAK FLOW RATE(CFS) = 102.58 FLOW PROCESS FROM NODE 200.30 TO NODE 200.40 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< - - -- ----------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1531.50 DOWNSTREAM(FEET) = 1527.00 FLOW LENGTH(FEET) = 505.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.16 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 102.58 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 14.08 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.40 = 2993.50 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 200.40 TO NODE 200.40 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------------------------------------- MAINLINE Tc(MIN) = 14.08 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.651 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 11.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 35.18 EFFECTIVE AREA(ACRES) = 42.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 42.00 PEAK FLOW RATE(CFS) = 134.34 FLOW PROCESS FROM NODE 200.40 TO NODE 200.50 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1527.00 DOWNSTREAM(FEET) = 1522.00 FLOW LENGTH(FEET) = 925.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.83 ' ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 134.34 PIPE TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 15.65 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.50 = 3918.50 FEET. FLOW PROCESS FROM NODE 200.50 TO NODE 200.50 IS CODE = 81 ---------------------------------------------------•------------------------- ' »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10/23/02 Q-4 1� 0 I L L 0 L u [7 I MAINLINE Tc(MIN) = 15.65 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.427 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFSJ = 23.97 EFFECTIVE AREA(ACRES) = 50.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) = 149.83 FLOW PROCESS FROM NODE 200.50 TO NODE 200.60 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< -------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1522.00 DOWNSTREAM(FEET) = 1517.50 FLOW LENGTH(FEET) = 508.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.11 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 149.83 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 16.35 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.60 = 4426.70 FEET. FLOW PROCESS FROM NODE. 200.60 TO NODE 200.60 IS CODE = 81 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.338 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 5.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES)'= 5.00 SUBAREA RUNOFF(CFS) = 14.58 EFFECTIVE AREA(ACRES) = 55.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 55.00 PEAK FLOW RATE(CFS) = 160:42 ++++++++++++++++++++++++++++++++++++++*++++++ + + + + + + + + + + + + + * + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 200.60 TO NODE 200.70 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1517.50 DOWNSTREAM(FEET) = 1516.80 FLOW LENGTH(FEET) = 497.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.23 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 160.42 PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 17.68 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.70 = 4924.30 FEET. ++++++++++++++++*++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 200.70 TO NODE 200.70 IS CODE = 81 10/23/02 Q'5 ' -- »»>ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW«« <----------------------- MAINLINE Tc -(MIN) = 17.68 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.185 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ' COMMERCIAL A 4.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.12 EFFECTIVE AREA(ACRES) = 59.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 59.00 PEAK FLOW RATE(CFS) = 163.96 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 200.70 TO NODE 200.80 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ----------------------- ELEVATION DATA: UPSTREAM(FEET) = 1516.80 DOWNSTREAM(FEET) = 1516.40 FLOW LENGTH(FEET) = 259.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.4 INCHES El PIPE -FLOW VELOCITY(FEET /SEC.) = 6.51 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 163.96 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 18.34 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.80 = 5183.80 FEET. C! 1 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 200.80 TO NODE 200.80 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.116 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 3.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 8.15 EFFECTIVE AREA(ACRES) = 62.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 62.00 PEAK FLOW RATE(CFS) = 168.41 FLOW PROCESS FROM NODE 200.80 TO NODE 200.90 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1516.40 DOWNSTREAM(FEET) = 1515.48 FLOW LENGTH(FEET) = 665.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.31 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 168.41 PIPE TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 20.10 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.90 = 5849.60 FEET. 10/23/02 Q'6 n FLOW PROCESS FROM NODE 200.90 TO NODE 200.90 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.949 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 20.53 EFFECTIVE AREA(ACRES) = 70.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 70.00 PEAK FLOW RATE(CFS) = 179.66 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 70.00 TC(MIN.) = 20.10 EFFECTIVE AREA(ACRES) = 70.00 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 179.66 END OF RATIONAL METHOD ANALYSIS 0 I I r 1 1 10/23/02 Q'7 FILE: P: \126- 1484 \Drainage \A -C.WSW W S P G W - EDIT LISTING - Version 14.04 Date:10-23 -2002 Time:11:29: 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 4.750 CD 2 4 1 2.500 CD 3 4 1 2.750 CD 4 4 1 2.000 CD 5 4 1 3.000 CD 6 4 1 5.000 CD 7 4 1 6.000 CD 8 4 1 8.000 CD 9 4 1 1.500 CD 10 2 0 .000 4.000 4.000 .00 CD 11 2 0 .000 7.250 43.000 .00 CD 12 4 1 4.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKE COMMERCIAL STORM DRAIN HEADING LINE NO 2 IS - Q -100 HYDRAULICS - PUBLIC MAINLINE PORTION HEADING LINE NO 3 IS - EX. HIGHLAND LINE TO LINE A TO LINE C, THEN LINE C 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 164.910 1515.480 8 1523.480 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 168.700 1515.490 8 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 172.700 1515.500 8 4 0 .013 11.300 .000 1519.500 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 197.930 1515.530 8 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 314.880 1515.700 8 .013 199.998 33.504 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 399.020 1515.810 8 .013 200.003 - 24.104 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 489.830 1515.940 8 .013 .000 .000 .000 1 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 728.980 1516.280 8 .013 1482.129 9.245 .000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10/23/02 H -2 832.710 1516.430 8 .013 .000 .000 .000 0 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 837.380 1516.440 8 9 0 .013 4.400 .000 1520.410 .000 - 45.000 .000 RADIUS ANGLE .000 .000 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT. N ` 933.240 1516.570 8 .013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 1095.380 1516.800 8 .013 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1100.000 1516.810 8 9 0 .013 3.600 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 1377.940 1517.200 8 .013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 1540.860 1517.430 8 .013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 1556.560 1517.450 8 .013 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1569.750 1517.470 8 12 0 .013 149.800 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N 1612.310 1517.550 8 .013 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 1616.000 1517.555 8 .013 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1619.000 1517.560 8 4 0 .013 10.600 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N 1922.310 1517.980 8 .013 ELEMENT NO 22 IS A TRANSITION U/S DATA STATION INVERT SECT N 1946.310 1518.000 10 .013 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N 2047.310 1524.000 10 .013 PAGE NO 3 10/23/02 H -3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 + .000 .000 + 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1521.070 .000 - 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 1371.644 - 11.610 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 49.964 - 18.004 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1520.470 .000 30.000 .000 RADIUS ANGLE 118.713 -6.366 RADIUS ANGLE ANG PT MAN H 36.613 - 66.603 .000 0 RADIUS ANGLE ANG PT MAN H .000 + .000 .000 + 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1522.000 .000 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 4 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 10/23/02 H -3 ELEMENT NO 24 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 2047.310 1524.000 11 .500 ELEMENT NO 25 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2047.310 1524.000 11 1524.000 10/23/02 H -4 4" 4�ft silt am FILE: P: \126 1484 \Drainage \A -C.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10 -23 -2002 Time:11:29: 8 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PUBLIC MAINLINE PORTION +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ EX. HIGHLAND LINE TO LINE A TO LINE C, THEN LINE C + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ 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 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 -Fall) ZR - I IType Ch I I 164.910 I 1515.480 - I - 8.000 I 1523.480 I 561.10 11.16 I 1.93 I 1525.41 .00 I 6.04 I .00 i 8.000 I I .000 .00 I 1 .0 - I - 3.790 .0026 - I - - I - - I - - I - - I - .0038 - I - .01 - I - 8.00 - I - .00 - I - 8.00 - I - .013 - I - .00 .00 1- PIPE 168.700 - I - I I 1515.490 - I - I 8.004 - I - I 1523.494 - I - I 561.10 - I - 11.16 - i - I 1.93 - I - I 1525.43 .00 I 6.04 I .00 I 8.000 I I .000 .00 I 1 .0 JUNCT STR .0025 .0037 - I - .01 - I - 8.00 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 172.700 - I - I I 1515.500 - I - I 8.146 - I - 1523.646 - I - I I 549.80 10.94 I 1.86 I 1525.50 .00 I 5.98 I .00 I 8.000 I I .000 .00 I 1 .0 25.230 .0012 - I - - I - - I - .0036 - I - .09 - I - 8.15 - I - .00 - i - 8.00 - I - .013 - I - .00 .00 1 PIPE 197.930 - I - I I 1515.530 - I - 8.207 - I - I 1523.737 - I - I I 549.80 10.94 I 1.86 I 1525.60 .00 I 5.98 I .00 I 8.000 I I .000 .00 I 1 .0 116.950 .0015 - I - - i - - I - .0036 - I - .42 - I - .00 - I - .00 - I - 8.00 - I - .013 - I - .00 .00 1- PIPE 314.880 i I 1515.700 8.689 - I - I 1524.389 I I 549.80 10.94 I 1.86 I 1526.25 .00 I 5.98 I .00 I 8.000 I I .000 .00 I 1 .0 - I - 84.140 - I - .0013 - I - - I - - I - - I - .0036 - I - .31 - I - .00 - I - .00 - I - 8.00 - I - .013 - I - .00 .00 1- PIPE 399.020 I I 1515.810 9.077 - I - I 1524.887 I I 549.80 10.94 I 1.86 I 1526.74 .00 I 5.98 I .00 I 8.000 I I .000 .00 I 1 .0 - I - 90.810 - I - .0014 - I - - I - - I - - I - .0036 - I - .33 - I - 9.08 - I - .00 - I - 8.00 - I - .013 - I - .00 .00 1- PIPE 489.830 I I 1515.940 9.370 I 1525.310 I I 549.80 10.94 I 1.86 I 1527.17 .00 I 5.98 I .00 I 8.000 I I .000 .00 I 1 .0 - I - 239.150 - I - .0014 - I - - I - - I - - I - - I - .0036 - I - .87 - I - .00 - I - .00 - I - 8.00 - I - .013 - I - .00 .00 1- PIPE 728.980 I I 1516.280 10.018 I 1526.298 I I 549.80 10.94 I 1.86 I 1528.16 .00 I 5.98 I .00 I 8.000 I I .000 .00 i 1 .0 - I - 103.730 - I - .0014 - I - - I - - I - - I - - I - .0036 - I - .38 - I - 10.02 - I - .00 - I - 8.00 - I - .013 - I - .00 .00 1 PIPE 832.710 I I 1516.430 10.245 I 1526.675 I I 549.80 10.94 I 1.86 I 1528.53 .00 I 5.98 I .00 i 8.000 I I .000 .00 I 1 C - I - JUNCT STR - I - .0021 - I - - I - - I - - I - - I - .0036 - I - .02 - I - 10.24 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 10/23/02 H -5 FILE: P: \126- 1484 \Drainage \A -C.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10 -23 -2002 Time:11:29: 8 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PUBLIC MAINLINE PORTION EX. HIGHLAND LINE TO LINE A TO LINE C, THEN LINE C 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 Avel -I- HF ISE -I- DpthlFroude - I- NINorm Dp -I- -I- I "N" -I- I X -Fa111 -I ZR IType Ch I I 837.380 I 1516.440 I 10.306 i 1526.746 545.40 10.85 I 1.83 I 1528.57 I .00 I 5.95 .00 I 8.000 I I .000 .00 I 1 .0 - I - 95.860 - I - .0014 - I - - i - - I - - I - - I - .0036 - I - .34 - I - 10.31 - I - .00 8.00 - I - - I - .013 - I - .00 .00 1- PIPE I 933.240 I 1516.570 10.519 I I 1527.089 I 545.40 - I - 10.85 I 1.83 I 1528.92' I .00 I 5.95 .00 I 8.000 I I .000 .00 I 1 .0 - I - 162.140 - I - .0014 - I - - I - - I - - I - .0036 - I - .58 - I - 10.52 - I - .00 8.00 - I - - I - .013 - I - .00 .00 1- PIPE I 1095.380 I 1516.800 10.869 I 1527.669 I I 545.40 10.85 I 1.83 I 1529.50 I .00 I 5.95 .00 I 8.000 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0022 - I - - I - - I - - I - - I - .0036 - I - .02 - I - .00 - I - .00 - I - - i - .013 - I - .00 .00 I- PIPE I 1100.000 I 1516.810 10.920 I 1527.730 I I 541.80 10.78 I 1.80 I 1529.53 I .00 I 5.93 .00 I 8.000 I I .000 .00 I 1 .0 - I - 277.940 - I - .0014 - I - - I - - I - - I - - I - .0035 - I - .98 - I - .00 - I - .00 8.00 - I - - I - .013 - I - .00 .00 1- PIPE I 1377.940 1517.200 I 11.641 I 1528.840 I 1 541.80 10.78 1.80 I I 1530.64 I .00 I 5.93 .00 I 8.000 I I .000 .00 I 1 .0 - I - 162.920 - I - .0014 - I - - I - - I - - I - - I - .0035 - I - .57 - I - 11.64 - I - .00 8.00 - I - - I - .013 - I - .00 .00 1- PIPE I 1540.860 1517.430 I 11.985 I 1529.415 I I 541.80 10.78 1.80 I I 1531.22 I .00 I 5.93 .00 I 8.000 I I .000 .00 I 1 .0 - I - 15.700 - I - .0013 - I - - I - - I - - I - - I - .0035 - I - .06 - I - .00 - I - .00 8.00 - I - - I - .013 - I - .00 .00 1- PIPE 1556.560 I 1517.450 I 12.182 I 1529.632 I I 541.80 - I- 10.78 1.80 I I 1531.44 -I- I .00 -I- I 5.93 - I- .00 I 8.000 I I .000 .00 I 1 .0 -I JUNCT STR -I- .0015 -I- -I- -I -I .0027 .04 .00 .00 -I- -I- .013 -I- .00 .00 I- PIPE 1569.750 I 1517.470 I 13.162 I 1530.632 I I 392.00 7.80 .94 I I 1531.58 I .00 - I - I 5.03 - I - .00 I 8.000 - I - - I - I I .000 - I - .00 i 1 .0 - I - 42.560 - I - .0019 - I - - I - - I - - I - - I - .0018 - I - .08 .00 .00 6.49 .013 .00 .00 1- PIPE 1612.310 I 1517.550 I 13.323 I 1530.873 I I 392.00 7.80 .94 I I 1531.82 I .00 - I - I 5.03 - I - .00 I 8.000 - I - - I - I I .000 - I - .00 i 1 .0 - I - 3.690 - I - .0014 - I - - I - - I - - I - - I - .0018 - I - .01 13.32 .00 8.00 .013 .00 .00 1- PIPE 10/23/02 H -6 M M M M 4. r."- r"- a FILE: P: \126 -1484 \Drainage \A -C.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10 -23 -2002 Time:11:29: 8 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PUBLIC MAINLINE PORTION EX. HIGHLAND LINE TO LINE A TO LINE C, THEN LINE C 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- -I- -I- - i- -I- -I- -I- -I- -I- -I- -I- -I -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch, I I I I I I I I I I I I I 1616.000 1517.555 13.325 1530.880 392.00 7.80 .94 1531.82 .00 5.03 .00 8.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - I- JUNCT STR .0017 .0018 .01 13.32 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1619.000 1517.560 13.410 1530.970 381.40 7.59 .89 1531.86 .00 4.96 .00 8.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 303.310 .0014 .0017 .53 13.41 .00 8.00 .013 .00 .00 PIPE I I I I I I I i I I I I I 1922.310 1517.980 13.521 1531.501 381.40 7.59 .89 1532.39 .00 4.96 .00 8.000 .000 .00 1 .0 TRANS STR .0008 .0018 .04 13.52 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1946.310 1518.000 13.699 1531.699 381.40 6.96 .75 1532.45 .00 6.56 4.00 4.000 4.000 .00 0 .0 - i - - I - - I - - I - - I - - I - - i - - I - - I - - I - - I - - I - - I - 1 9.772 .0594 .0019 .02 13.70 .33 3.02 .013 .00 .00 RECTANG I I i I I I I I I I I i I 1956.082 1518.580 13.062 1531.642 381.40 7.30 .83 1532.47 .00 6.56 4.00 4.000 4.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - i - - I - 1 9.158 .0594 .0021 .02 13.06 .36 3.02 .013 .00 .00 RECTANG I I I I I I I I I I I I I 1965.239 1519.125 12.454 1531.578 381.40 7.66 .91 1532.49 .00 6.56 4.00 4.000 4.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 8.554 .0594 .0023 .02 12.45 .38 3.02 .013 .00 .00 RECTANG I I I I I I I I I I I I I 1973.793 1519.633 11.874 1531.507 381.40 8.03 1.00 1532.51 .00 6.56 4.00 4.000 4.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 7.957 .0594 .0025 .02 11.87 .41 3.02 .013 .00 .00 RECTANG I I I I I I I I I I I i I 1981.751 1520.105 11.322 1531.427 381.40 8.42 1.10 1532.53 .00 6.56 4.00 4.000 4.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 7.365 .0594 .0028 .02 11.32 .44 3.02 .013 .00 .00 RECTANG I I I I I I I I I I I I I 1989.116 1520.543 10.795 1531.338 381.40 8.83 1.21 1532.55 .00 6.56 4.00 4.000 4.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - i - - I - - I - 1- 6.775 .0594 .0031 .02 10.79 .47 3.02 .013 .00 .00 RECTANG 10/23/02 11 -7 FILE: P: \126- 1484 \Drainage \A -C.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10 -23 -2002 Time:11:29: 8 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PUBLIC MAINLINE PORTION ++ xxxxx+ xxx+ xxx+# xxxxxxxx+#++ EX. HIGHLAND LINE TO xxx++#+++ x+ xxxxxxx+ x+# LINE A TO LINE xxxxxxxx+# xxxxxxxxxx# C, THEN LINE C x## xxxxxxxx++# xxxxxxx # +x # +xxxxxxx +xxx # +xxxx # +xxxx+ +xxxxx +x 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- -I- NINorm Dp -I- I "N" -i- I X -Fall) -I ZR IType Ch + xxxxxx++ Ixxx+# xxxxl## xxxx+ xlx## xxxxx+ Ix+ x* xxxxxl#+++# xxlxx# xxxxlxx++++ xxxlxxxxxx+ I+# xxxxxxl + +x #xxxxlxxx +xxxlx +xxx + #Ixxxx+ Ixxx + #xx I 1995.891 - I - I 1520.945 - I - I 10.293 - I - I 1531.238 I 381.40 9.26 I 1.33 I 1532.57 I .00 I 6.56 4.00 I 4.000 I I 4.000 .00 I 0 .0 6.183 .0594 - i - - I - - I - - I - .0035 - I - .02 - I - 10.29 - I - .51 - I - 3.02 - I - .013 - i - .00 .00 1 RECTANG I 2002.074 I 1521.313 - I - I 9.814 I 1531.126 I 381.40 9.72 I 1.47 I 1532.59 I .00 I 6.56 4.00 I 4.000 I I 4.000 .00 I 0 .0 - I - 5.585 .0594 - I - - I - - I - - I - - I - .0039 - I - .02 - I - 9.81 - I - .55 - I - 3.02 - I - .013 - I - .00 .00 1- RECTANG I 2007.659 I 1521.645 9.357 I I 1531.001 I 381.40 10.19 I 1.61 I 1532.61 I .00 I 6.56 4.00 I 4.000 I I 4.000 .00 I 0 .0 - I - 2.822 - I - .0594 - I - - I - - I - - I - - I - .0042 - I - .01 - I - 9.36 - I - .59 - I - 3.02 - I - .013 - I - .00 .00 1 RECTANG I 2010.481 1521.812 I 9.113 I 1530.926 I I 381.40 10.46 I 1.70 I 1532.63 I .00 I 6.56 4.00 I 4.000 I I 4.000 .00 I 0 .0 HYDRAULIC JUMP 2010.481 I 1521.812 I 4.536 I 1526.348 I I 381.40 21.02 I 6.86 I 1533.21 I .00 I 6.56 4.00 I 4.000 I I 4.000 .00 I 0 .0 - I - 8.045 - I - .0594 - I - - I - - I - - I - - I - .0210 - I - .17 - I - 4.54 - I - 1.74 - I - 3.02 - I - .013 - I - .00 .00 1- RECTANG 2018.526 I 1522.290 I 4.700 I 1526.990 I I 381.40 20.29 I 6.39 I 1533.38 I .00 I 6.56 4.00 I 4.000 I I 4.000 .00 I 0 .0 - I - 8.700 - I - .0594 - I - - I - - I - - I - - I - .0190 - I - .17 - I - 4.70 - I - 1.65 - I - 3.02 - I - .013 - I - .00 .00 1- RECTANG 2027.226 I 1522.807 I 4.929 I 1527.736 I I 381.40 19.34 5.81 I I 1533.55 I .00 I 6.56 4.00 I 4.000 I I 4.000 .00 I 0 .0 -I 6.775 -I- .0594 - I- -I- -I- -I- -I .0169 -I- .11 -I- 4.93 -I- 1.54 -I- 3.02 -I- .013 -I- .00 .00 1- RECTANG 2034.001 I 1523.209 I 5.170 I 1528.379 I I 381.40 18.44 5.28 I I 1533.66 I .00 I 6.56 4.00 I 4.000 I I 4.000 .00 I 0 .0 - I - 5.148 - I - .0594 - I - - I - - I - - I - - I - .0151 - I - .08 - I - 5.17 - I - 1.43 - I - 3.02 - I - .013 - I - .00 .00 1- RECTANG 2039.149 I 1523.515 I 5.422 I 1528.937 I I 381.40 17.59 4.80 I I 1533.74 I .00 I 6.56 4.00 I 4.000 I 4.000 i .00 I 0 .0 3.747 .0594 .0135 .05 5.42 1.33 3.02 .013 .00 .00 1- RECTANG 10/23/02 H -8 FILE: P: \126 1484 \Drainage \A -C.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10 -23 -2002 Time:11:29: 8 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PUBLIC MAINLINE PORTION EX. HIGHLAND LINE TO LINE A TO LINE C, THEN LINE C 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 IType Ch. I I I I I I I I I I I I I 2042.896 1523.738 5.686 1529.424 381.40 16.77 4.37 1533.79 .00 6.56 4.00 4.000 4.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 2.522 .0594 .0121 .03 5.69 1.24 3.02 .013 .00 .00 RECTANG I I I I I I I I I I I I I 2045.419 1523.888 5.964 1529.852 381.40 15.99 3.97 1533.82 .00 6.56 4.00 4.000 4.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 1.435 .0594 .0108 .02 5.96 1.15 3.02 .013 .00 .00 RECTANG I I I I I I I I I I I I I 2046.853 1523.973 6.255 1530.228 381.40 15.24 3.61 1533.84 .00 6.56 4.00 4.000 4.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 .457 .0594 .0097 .00 6.26 1.07 3.02 .013 .00 .00 RECTANG I I I I I I I I I I I I I 2047.310 1524.000 6.561 1530.561 381.40 14.53 3.28 1533.84 .00 6.56 4.00 4.000 4.000 .00 0 .0 WALL ENTRANCE I 2047.310 1524.000 11.467 1535.467 381.40 .77 .01 1535.48 .00 1.35 43.00 7.250 43.000 .00 0 .0 -I - I - - I - - I - - I - - I - - I - - I - -I - I - - I - -I -I I 10/23/02 H -9 FILE: P: \126- 1484 \Drainage \A.WSW W S P G W - EDIT LISTING - Version 14.04 Date:11- 4 -2002 Time: 9: 8:22 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 4.750 CD 2 4 1 2.500 CD 3 4 1 2.750 CD 4 4 1 2.000 CD 5 4 1 3.000 CD 6 4 1 5.000 CD 7 4 1 6.000 CD 8 4 1 8.000 CD 9 4 1 1.500 CD 10 4 1 5.500 CD 11 4 1 7.000 CD 12 4 1 5.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKE COMMERCIAL STORM DRAIN HEADING LINE NO 2 IS - Q -100 HYDRAULICS - PRIVATE STORM DRAIN HEADING LINE NO 3 IS - FROM LINE A TO LINE C JUNCTION - LINE A TO SIERRA AVE. W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1563.120 1520.470 12 1530.132 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1567.120 1520.490 12 .013 .000 .000 .000 0 ELEMENT NO 3 1 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1575.090 1520.520 12 .013 45.021 - 10.143 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1769.750 1521.280 12 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1810.130 1521.430 12 .013 399.932 -5.785 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2070.000 1522.450 12 .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 2077.800 1522.490 12 2 0 .013 15.500 .000 1522.200 .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 2497.670 1524.170 12 .013 .000 .000 .000 0 ELEMENT NO 9 IS A TRANSITION 11/04/02 H -10 RADIUS .000 RADIUS .000 * Q4 INVERT -3 Ii .000 1528.010 RADIUS .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 -1.260 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1532.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 1.040 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H 400.001 -8.040 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1538.670 .000 - 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 4 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 502.881 -9.934 .000 0 ANGLE .000 ANGLE ANG PT MAN H .000 .000 0 * 9VERT -4 PHI 3 PHI 4 .000 - 45.000 .000 ANGLE .000 PAGE NO 3 11/04/02 H -11 U/S DATA STATION INVERT SECT N 2502.330 1524.190 12 .013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 3009.200 1526.810 12 .013 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 3016.700 1526.850 12 2 0 .013 31.700 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 3200.000 1527.820 12 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 3373.700 1529.280 12 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 3515.000 1530.470 12 .013 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 3523.000 1532.530 5 5 0 .013 48.000 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 3912.400 1534.870 5 .013 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 3917.060 1534.890 5 .013 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N 4247.100 1536.870 5 .013 ELEMENT NO 19 IS A PEACH U/S DATA STATION INVERT SECT N 4303.230 1537.210 5 .013 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 4504.420 1538.420 5 .013 ELEMENT NO 21 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 4510.090 1538.450 5 2 0 .013 34.200 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N 4575.660 1538.850 5 .013 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N 4662.850 1539.370 5 .013 ELEMENT NO 24 IS A REACH RADIUS .000 RADIUS .000 * Q4 INVERT -3 Ii .000 1528.010 RADIUS .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 -1.260 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1532.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 1.040 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H 400.001 -8.040 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1538.670 .000 - 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 4 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 502.881 -9.934 .000 0 ANGLE .000 ANGLE ANG PT MAN H .000 .000 0 * 9VERT -4 PHI 3 PHI 4 .000 - 45.000 .000 ANGLE .000 PAGE NO 3 11/04/02 H -11 RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT N ANGLE .000 .000 4810.900 1540.260 5 .013 ELEMENT NO 25 IS A TRANSITION 1 RADIUS ANGLE ANG PT MAN H 418.107 - 55.290 .000 U/S DATA STATION INVERT SECT N 1543.300 4814.090 1540.530 2 .013 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N 4880.030 1540.920 2 .013 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N 5283.500 1543.340 2 .013 ELEMENT NO 28 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 5283.500 1543.340 2 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H 418.107 - 55.290 .000 1 W S ELEV 1543.300 11/04/02 H -12 FILE: P: \126 - 1484 \Drainage \A.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11- 4 -2002 Time: 9: 8:25 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PRIVATE STORM DRAIN FROM LINE A TO LINE C JUNCTION - LINE A TO SIERRA AVE. ( Invert I Depth I Water I Q ( Vel Vel I Energy I Super (CriticallFlow 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 I I 1563.120 1520.470 - I - I 9.662 I 1530.132 - I - I 149.80 7.63 I .90 I 1531.04 I .00 I 3.51 .00 I I 5.000 I .000 .00 I 1 .0 - I - 4.000 .0050 - I - - I - - I - - I - .0033 - I - .01 - I - 9.66 - I - .00 - I - 3.42 - I - .013 - I - .00 .00 1- PIPE I 1567.120 I 1520.490 - I - I 9.655 1530.145 - I - I I 149.80 - I - 7.63 - I - i .90 I 1531.05 I .00 I 3.51 .00 I I 5.000 I .000 .00 I 1 .0 - I - 7.970 .0038 - I - - I - .0033 - I - .03 - I - .00 - I - .00 - I - 3.84 - I - .013 - I - .00 .00 1- PIPE I 1575.090 I 1520.520 - I - 1 9.712 - I - 1530.232 - I - I I 149.80 - I - 7.63 - I - I .90 I 1531.14 I .00 - I - 1 3.51 .00 I I 5.000 I .000 .00 I 1 .0 - I - 194.660 .0039 - I - .0033 - I - .64 9.71 - I - .00 - I - 3.78 - I - .013 - I - .00 .00 1 PIPE I 1769.750 I 1521.280 9.596 I 1530.876 - I - I I 149.80 7.63 - I - I .90 I 1531.78 I .00 3.51 I .00 I I 5.000 I .000 .00 I 1 .0 - I - 40.380 - I - .0037 - I - - I - - I - .0033 - I - .13 - I - .00 - I - .00 - I - 3.87 - I - .013 - I - .00 .00 1- PIPE 1810.130 I I 1521.930 9.626 I 1531.056 - I - I 1 149.80 7.63 I .90 I 1531.96 I .00 3.51 I .00 I I 5.000 I .000 .00 I 1 .0 - I - 259.870 - I - .0039 - I - - I - - I - - I - .0033 - I - .86 - I - 9.63 - I - .00 - I - 3.77 - I - .013 - I - .00 .00 1- PIPE 2070.000 I 1522.45C I 9.465 I 1531.915 I I 149.80 7.63 I .90 I 1532.82 I .00 3.51 I .00 I I 5.000 I .000 .00 I 1 .0 - I - JUNCT STR - I - .0051 - I - - I - - I - - I - - I - .0030 - I - .02 - I - 9.47 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 2077.800 I 1522.490 I 9.749 I 1532.239 I I 134.30 6.84 I .73 I 1532.97 I .00 3.32 I .00 I I 5.000 I .000 .00 I 1 .0 - I - 419.870 - I - .0040 - I - - I - - I - - I - - I - .0027 - I - 1.12 - I - 9.75 - I - .00 - I - 3.43 - I - .013 - I - .00 .00 1- PIPE 2497.670 I 1524.170 I 9.185 I 1533.355 I I 134.30 6.84 I .73 I 1534.08 I .00 3.32 I .00 I 5.000 I I .000 .00 I 1 .0 TRANS STR .0043 .0027 .01 9.19 .00 .013 .00 .00 PIPE 2502.330 I 1524.190 I 9.178 I 1533.368 I I 134.30 6.84 - I - I .73 I 1534.09 I .00 3.32 I .00 I 5.000 I I .000 .00 I 1 .0 - I - 506.870 - I - .0052 - I - - I - - I - - I - .0027 - I - 1.35 - I - 9.18 - I - .00 - I - 3.13 - I - .013 - I - .00 .00 1- PIPE 11/04/02 -H-13 M M e= r MM BT2 M M M WWI M = m FILE: P: \126- 1484 \Drainage \A.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 4 -2002 Time: 9: 8:25 SIERRA LAKE COMMERCIAL STORM.DRAIN Q-100 HYDRAULICS - PRIVATE STORM DRAIN FROM LINE A TO LINE C JUNCTION - LINE A TO SIERRA AVE. I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip - I - L /Elem - I - ICh Slope I -I- I - I - I - I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude - I - NINorm Dp -I -I I "N" - I - I X -Fall) ZR - I IType Ch I I I I 3009.200 - I - 1526.810 - I - 7.905 1534.715 I 134.30 6.84 I .73 I 1535.44 I .00 I 3.32 .00 I 5.000 I I .000 .00 I 1 .0 JUNCT STR .0053 - I - - I - - I - - I - - 1 - .0021 - I - .02 - I - 7.91 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 3016.700 - I - I I 1526.850 - I - I 8.257 - I - I 1535.107 - I - I 102.60 - I - 5.23 - I - I .42 I 1535.53 I .00 - I - I 2.88 .00 I 5.000 I I .000 .00 I 1 .0 183.300 .0053 - I - .0016 - I - .28 8.26 - I - .00 2.62 - I - - I - .013 - I - .00 .00 1 PIPE 3200.000 - I - I I 1527.820 - I - I 7.572 1535.392 - I - I I 102.60 - I - 5.23 I .42 I 1535.82 I .00 I 2.88 .00 I 5.000 I I .000 .00 I 1 .0 173.700 .0084 - I - - I - - I - .0016 - I - .27 - I - 7.57 - I - .00 2.29 - I - - I - .013 - I - .00 .00 1 PIPE 3373.700 - I - I I 1529.280 - I - 6.381 I 1535.661 - I - I I 102.60 - I - 5.23 I .42 I 1536.09 I .00 I 2.88 .00 I 5.000 I 1 .000 .00 I 1 .0 141.300 .0084 - I - - i - - I - .0016 - I - .22 - I - 6.38 - I - .00 2.29 - I - - I - .013 - I - .00 .00 1- PIPE 3515.000 - I - I I 1530.470 - I - 5.412 - I - I 1535.802 - I - 1 I 102.60 - I - 5.23 I .42 I 1536.31 I .00 I 2.88 .00 I 5.000 I I .000 .00 I 1 .0 JUNCT STR .2575 - I - - I - .0041 - i - .03 - I - 5.41 - I - .00 - I - - 1 - .013 - I - .00 .00 I- PIPE 3523.000 -I- I I 1532.530 - I- 3.115 - I - I 1535.645 - I - I I 54.60 - I - 7.72 I .93 I 1536.57 I .00 I 2.40 .00 I 3.000 I I .000 .00 I 1 .0 389.400 .0060 - I - - I - .0067 - I - 2.61 - I - 3.12 - I - .00 2.65 I - I - .013 - I - .00 .00 1 PIPE 3912.400 I I 1534.870 3.388 I 1538.258 I I 54.60 7.72 I .93 I 1539.18 I .00 I 2.40 .00 I 3.000 I I .000 .00 I 1 .0 4.660 .0043 .0067 .03 3.39 .00 3.00 .013 .00 .00 PIPE 3917.060 I I 1534.890 3.399 I 1538.289 I I 54.60 7.72 I .93 I 1539.22 I .00 I 2.40 .00 I 3.000 I I .000 .00 I 1 .0 - I - 330.040 - I - .0060 - I - - I - - I - - I - - I - .0067 - I - 2.21 - i - 3.40 - I - .00 2.65 - I - - I - .013 - I - .00 .00 1- PIPE 4247.100 1 I 1536.870 3.677 I 1540.547 I I 54.60 7.72 I .93 I 1541.47 I .00 2.40 I .00 I 3.000 I I .000 .00 I 1 .0 - I - 56.130 - I - .0061 - I - - I - - I - - I - - I - .0067 - I - .38 - I - .00 - I - .00 2.63 - I - - I - .013 - I - .00 .00 1 PIPE 11/04/02 H -14 FILE: P: \126- 1484 \Drainage \A.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 4 -2002 Time: 9: 8:25 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PRIVATE STORM DRAIN FROM LINE A TO LINE C JUNCTION - LINE A TO SIERRA AVE. 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.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" - 1 - I X -Fall) - 1 ZR IType Ch I 4303.230 I 1537.210 I 3.769 I 1540.979 I 54.60 7.72 I .93 I 1541.91 I .00 I 2.40 .00 I 3.000 I I .000 .00 I 1 .0 - I - 201.190 - I - .0060 - I - - I - - I - - I - - I - .0067 - I - 1.35 - I - 3.77 - I - .00 - I - 2.65 - I - .013 - I - .00 .00 1- PIPE I 4504.420 I 1538.420 I 3.907 I 1542.327 - I - I 54.60 - I - 7.72 i .93 I 1543.25' - I - I .00 - I - I 2.40 .00 I 3.000 I I .000 .00 I 1 .0 - I - JUNCT STR - I - .0053 - I - - I - - I - .0038 .02 3.91 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE I 4510.090 I 1538.450 4.753 I I 1543.203 I 20.40 2.89 I .13 I 1543.33 I .00 I 1.45 .00 I 3.000 I I .000 .00 I 1 .0 -I- 65.570 - I - .0061 - I - - I - - I - - I - - I - .0009 - I - .06 - I - 4.75 - I - .00 - I - 1.30 - I - .013 - I - .00 .00 1- PIPE 4575.660 i I 1538.850 4.414 I I 1543.264 I 20.40 2.89 I .13 I 1543.39 I .00 I 1.45 .00 I 3.000 I I .000 .00 i 1 .0 - I - 87.190 - I - .0060 - I - - I - - I - - 1 - - i - .0009 - I - .08 - I - .00 - I - .00 - I - 1.31 - I - .013 - I - .00 .00 1- PIPE 4662.850 I I 1539.370 3.984 I I 1543.354 I 20.40 2.89 I .13 I 1543.48 I .00 1.45 I .00 I 3.000 I I .000 .00 I 1 .0 - I - 148.050 - I - .0060 - I - - I - - I - - I - - I - .0009 - I - .14 - I - 3.98 - I - .00 - I - 1.31 - I - .013 - I - .00 .00 1 PIPE 4810.900 I I 1540.260 3.232 I 1543.493 I I 20.40 2.89 i .13 I 1543.62 I .00 1.45 I .00 I 3.000 I I .000 .00 I 1 .0 TRANS STR .0846 .0017 .01 3.23 .00 .013 .00 .00 PIPE 4814.090 I I 1540.530 2.857 I 1543.387 I I 20.40 4.16 I .27 I 1543.66 I .00 1.53 I .00 I 2.500 I I .000 .00 I 1 .0 - I - 65.940 - I - .0059 - I - - I - - I - - I - - I - .0025 - I - .16 - I - 2.86 - I - .00 - I - 1.46 - I - .013 - I - .00 .00 1 PIPE 4880.030 I I 1540.920 2.643 I 1543.563 I I 20.40 4.16 I .27 I 1543.83 I .00 - I - 1.53 I .00 I 2.500 I I .000 .00 I 1 .0 - I - 45.079 - I - .0060 - I - - I - - I - - I - - I - .0025 - I - .11 .00 - I - .00 - I - 1.46 - I - .013 - I - .00 .00 1- PIPE 4925.108 I I 1541.190 2.500 I 1543.690 I I 20.40 4.16 I .27 I 1543.96 I 2.50 1.53 I .00 I 2.500 I I .000 .00 I 1 .0 - I - 55.160 - I - .0060 - I - - I - - I - - I - - I - .0023 - i - .13 - I - 2.50 - I - .00 - I - 1.46 - I - .013 - I - .00 .00 1 PIPE 11/04/02 H -15 FILE: P: \126- 1484 \Drainage \A.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 4 -2002 Time: 9: 8:25 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PRIVATE STORM DRAIN FROM LINE A TO LINE C JUNCTION - LINE A TO SIERRA AVE. 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.1 ZL IPrs /Pip - I - L /Elem ICh -i- Slope 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 4980.268 I 1541.521 - I - I 2.268 I 1543.789 - I - I 20.40 - I - 4.36 I .30 I 1544.08 I .00 1.53 I 1.45 I I 2.500 I .000 .00 I 1 .0 - I - 28.071 .0060 - I - - I - - I - .0022 - I - .06 - I - 2.27 - I - .43 - I - 1.46 - I - .013 - I - .00 .00 1 PIPE I 5008.339 I 1541.690 - I - I 2.133 I 1543.823 - I - I 20.40 - I - 4.57 I .32 I 1544.15 I .00 1.53 I 1.77 I I 2.500 I .000 .00 I 1 .0 - I - 21.978 .0060 - I - - I - - I - .0024 - I - .05 - I - 2.14 - I - .51 - I - 1.46 - I - .013 - I - .00 .00 1- PIPE I 5030.316 1541.821 - I - I I 2.022 I 1543.844 - I - I 20.40 - I - 4.79 I .36 I 1544.20 I .00 1.53 I 1.97 I I 2.500 I .000 .00 I 1 .0 - I - 18.404 .0060 - I - - I - - I - .0027 - I - .05 - I - 2.03 - I - .57 - I - 1.46 - I - .013 - I - .00 .00 1- PIPE I 5048.721 1541.932 I 1.925 I 1543.857 I I 20.40 5.03 I .39 I 1544.25 I .00 1.53 I 2.10 I i 2.500 I .000 .00 I 1 .0 - I - 16.040 - I - .0060 - I - - I - - 1 - - I - - I - .0030 - i - .05 - I - 1.93 - i - .64 - I - 1.46 - I - .013 - I - .00 .00 1 PIPE I 5064.760 1542.028 - I - I 1.837 I 1543.865 - I - I I 20.40 - I - 5.27 I .43 I 1544.30 i .00 1.53 I 2.21 I I 2.500 I .000 .00 I 1 .0 - I - 13.655 .0060 - I - - I - - I - .0033 - I - .05 - I - 1.84 - I - .70 - I - 1.46 - I - .013 - I - .00 .00 1- PIPE 5078.416 I 1542.110 I 1.757 I 1543.867 I I 20.40 5.53 I .48 I 1544.34 I .01 1.53 I 2.29 I I 2.500 I .000 .00 I 1 .0 - I - 11.528 - I - .0060 - I - - I - - I - - I - - I - .0037 - I - .04 - I - 1.76 - I - .77 - I - 1.46 - I - .013 - I - .00 .00 1- PIPE 5089.943 I 1542.179 I 1.683 I 1543.862 I I 20.40 5.80 I .52 I 1544.38 I .01 1.53 I 2.35 I I 2.500 I .000 .00 I 1 .0 - I - 9.097 - I - .0060 - I - - I - - I - - I - - I - .0042 - I - .04 - I - 1.69 - I - .83 - I - 1.46 - I - .013 - I - .00 .00 1- PIPE 5099.040 I 1542.234 I 1.614 I 1543.848 I I 20.40 6.08 I .57 I 1544.42 I .01 1.53 I 2.39 I I 2.500 I .000 .00 I 1 .0 -I .094 - I - .0060 -I -I - I - - I - - I - .0047 - I - .00 - I - 1.62 - I - .91 - I - 1.46 - I - .013 - i - .00 .00 1- PIPE 5099.134 I 1542.234 I 1.549 I 1543.783 I 20.40 1 6.39 I .63 I 1544.42 I .01 1.53 I 2.43 I I 2.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 11/04/02 H -16 FILE: P: \126 - 1484 \Draina4e \A.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 4 -2002 Time: 9: 8:25 SIERRA LAKE COMMERCIAL STORM DRAIN Q -100 HYDRAULICS - PRIVATE STORM DRAIN FROM LINE A TO LINE C JUNCTION - LINE A TO SIERRA AVE. 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 L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch 5099.134 I I 1542.234 I 1.457 1543.691 I I I 20.40 6.87 .73 I I 1544.42 .01 1.53 I 2.47 I 2.500 I I .000 .00 I 1 .0 - I - 138.775 - I - .0060 - I - - I - - I - - I - - I - .0060 - I - - I - .83 1.47 - I - 1.10 1.46 - I - - I - .013 - I - .00 .00 1 PIPE 5237.909 I I 1543.067 - I - I 1.457 1544.523 - I - I I I 20.40 6.87 .73 - I - I I 1545.26 .01 1.53 I 2.47 I 2.500 I I .000 .00 I 1 .0 -I 37.760 .0060 - I - - I - - I - .0059 - I - - I - .22 1.47 - I - 1.10 1.46 - I - - I - .013 - I - .00 .00 1 PIPE 5275.669 I I 1543.293 - I - I 1.472 1544.765 - I - I I I 20.40 6.78 .71 - I - I I 1545.48 .01 1.53 I 2.46 I 2.500 I I .000 .00 I 1 .0 - I - 7.831 .0060 - I - - I - - I - .0055 - I - - t - .04 1.48 - I - 1.08 1.46 - I - - I - .013 - I - .00 .00 1- PIPE 5283.500 - I - I I 1543.340 - I - I 1.534 1544.874 -I- -I- I I I 20.40 6.46 .65 - I - - I - -I I I 1545.52 .01 -I - I- 1.53 - I - I 2.43 I 2.500 - I - - I - I I .000 - I - .00 I 1 .0 I 11/04/02 H -17 04/22/99 THU 11:52 FA=, 714 4346120 4� I rr' JXTa LEWIS HOMES OF CALIFORNIA SIERRA LAKES INTEGRATED FLOOD CONTROL WATER CONSERVATION AND STORM WATER QUALITY MANAGEMENT SYSTEM SUMMARY REPORT ADDENDUM #1 September 1998 (Revised January 1999) w Prepared by: John M. Tettemer and Associates, Ltd. Max Vahid, President Alan A. Swanson, Senior Vice President John S. Wolter, Senior Project Manager 2002 Z6 U4 / LL' yy 11JU 11:00 rA- 114 4J401LU Totals 2.32 21.11 * Initial Design values used for final design 1.55 14.10 1.76 14.38 The coarse subgrade materials, (poorly ed g with cobbles whi B� � ) h exist at the final basin locations has resulted in a higher infiltration rate than the subgrade material ( pe oriy graded gravel and sand with cobbles and boulders) at the original test pit location The higher infiltration rate will allow for a 0.77 acre 1 reduction in sand area and a 7.01 acre reduction in gravel area for the final basin construction. 1 W9•17 JW 10IR" 13 r� J.0 1:1 Table 3 Sierra Lake Infiltration System Summary of Sand and Gravel Acreages 27 Final Design Per Final Golf Initial Design (1998 and 1993 Course Grading (1993 Curve) Curves) Plans Sand Gravel Area Area Sand Gravel Area Infiltration Sand Gravel Area Area 30% 50% Basin # Location (AC) (AC) Red. Red (AC) (AC) Area (AC) (AC) 1 14" & 15" 0.21 1.91 X - 0.15 1.36 0.17 1.34 Fairways 2 6" & 17" 0.08 0.73 * * 0.08 0.73 0.11 0.73 Fairways 3 Practice 0.74 6.73 - X 0.37 3.36 0.39 3.37 4 Range 8 Fairway 0.20 1.83 X - 0.14 1.27. 0.18 1.28 5 6 6" Fairway 11"& 12'" 0.20 1.82 * * 0.15 1.36 0.15 1.64 0.29 2.64 X 0.20 1.82 0.22 1.85 Fairways 7 5'" Fairway 0.24 2.18 X - 0.17 1.55 0.19 1.53 8 is & 10 0.06 0.55 X - 0.04 0.38 0.07 0.38 Fairways 9 2" & P 0.17 1.55 X 0.12 1.09 0.15 1.09 Fairways 10 13'" 0.13 1.18 * * 0.13 1.18 0.13 1.17 Fairway Totals 2.32 21.11 * Initial Design values used for final design 1.55 14.10 1.76 14.38 The coarse subgrade materials, (poorly ed g with cobbles whi B� � ) h exist at the final basin locations has resulted in a higher infiltration rate than the subgrade material ( pe oriy graded gravel and sand with cobbles and boulders) at the original test pit location The higher infiltration rate will allow for a 0.77 acre 1 reduction in sand area and a 7.01 acre reduction in gravel area for the final basin construction. 1 W9•17 JW 10IR" 13 r� J.0 1:1 Table 3 Sierra Lake Infiltration System Summary of Sand and Gravel Acreages 27 04/22%99 THU 11:56 FAX 714 4346120 Jh1TA g' 005 D. Results of Flood Routing Studies The results of the flood routing tudies for both the Design and Failure Mode g 8n Conditions are summarized in Table 4 on Page IS. The data tabulated indicate that the h-eeboard requirements are met for both analysis conditions. Summary calculations are included in the Appendix. The results of the Failure Mode analysis indicates overflow locations and peak discharges as follows: 1. Overflow from Fairway 6 to Fairway S (Basin S to Basin 7) of 81 cfs. 2. Overflow from Fairway 13 to Fairways 11 and 12 (Basin 10 to Basin 6) of f i 44. cfs. 3. Overflow into B street from Fairways 14 and 15 (Basin 1) of 136 cfs. 4. Overflow into "A" street from Fairway S (Basin 7) of 220 cfs. i Flood routing calculations are included in the Appendix. p (W,,VMA.A- v oy �j 11 11 in 081617rniotarr 14 2f TABLE 4 SIERRA LAKES Infiltration System Results of Flood Routing Studies b1fi ft Basin La;ation Gndiag Plan Mcasotal Sand Area ac =A:a&Dvpdi Condition Failure Made Condition 3 Minimum Pad Elev. an Grading Plan R Peat 100-Y Stage R Peals Storage Vdamc ataR WS EL + 3' Freobo ard R Pending Depth @ Peak 100-Y Stage R Peak Storage Volume (Mc-ft) fFr:wOb-ow@rd]* 1 14th dt 15th Fair ways 0.17 136 7.73 1581.73 10.25 1584.73 14.70 1588.70 40.70 1588.70 1589.00 2 16th & 17ffi Fairways 0.11 0.73 gAl 1616A1 3.76 1619.41 9.77 1617.77 528 1617.77 1620.00 3 Practice Range 0.39 3.36 17.52 1604-52 58.34 1607.52P 17.38 160439 57.31 1604.38 1607.50 4 8th Fairway 0.18 127 7.92 1625.92 7.48 1628.92 12.20 1630.20 23.49 1630.20 1632.00 3 6th Fairway 0.15 136 834 1588.34 4.83 1591.34 1251 1592.51 11.84 1292.31 1593.00 6 l Ith & 12tk Fairways 0.22 1.82 9.65 1532.65 17.11 1535.05 13.54 1536.54 3335 1536.54 1541.00 7 56 Fairway 0.19 1.33 8.01 1550.01 7.49 1553.01 12.56 1554.56 2139 1534.56 1357.00 8 1st A 10th Fairways 0.07 038 3.40 1569.40 132 1572.40 8.77 1574.77 12.64 1574.77 1575.00 9 tad A 3rd Fairways 0.13 1.09 625 154225 3.82 154525 13.52 1549.52 25.41 1549.52 1551.00 10 1316 Fairway 0.13 1.18 5-M 1579.34 2.03 158234 8.44 1382.44 5.44 1582.44 1582.50 t Dsdp conktioa weed odhbm d nnaff bon an ago@ iainage a= scald demo bfiltmoba Bade 3; AMC ML Two-dsy dons analyck 1 Panne ands Q=Abaa aaramed as Off ft rsaiff ad the imakatim wpseky dew hai n is ndend to zoo. 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IlOUNOARY OF INGICATED SOURCE SC�!►LE I�EDt9CED BY 11� H Y D R 0 LO G IC SOILS GROUP MAP SAN BERNARD WO COUNTY SAN BERNARDfNO COUNTY � �, FoR HYDROLOGY MANUAL � -� � -e - � =3 - r� � -4 SOUTHWEST -A AREA INDEX MAP _"�c �Ir'Yi�� r_I� La La LT R8 I R 7 W R 6 W I -- T r j} — + I' I 1 .1" } — --I- - T4N °s — �. — — .«fw , •,3D j I R5W i 4W , R2W -- t' rt I — - La I —j — , I .°.� jlir�l5 0, , — — — L'Ir�gD RIW R {E — ° E 116}.s NEfPIIIIA , �; y; - _-- —�— -{ -- — -- -- t -- — R2 - E LS I Lx - wEBr IT o l �6C 5 1 4 2 D •` i I I• / I -I I WLl[r T 3 I a — - —I �� —:— 1 t— r.J. /-I- j I / t IlTill I /, n ,.✓utti I La I I Q 1 pgg 4 -i — t t � -� r \ e w I� Iz ''II j • - I 1 `. - I" I p u � 1, +- ---. 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I io . — 7 — -- Id 45 -+-30 _ ; �• • - - -- • It __ _. ___ -. \ �,;� MM 'BERM • OUN - " }- ° •+' o ��- I � • I RZ I' I T /� IV BIDE cOuM� LS - - i - ._ I - - - __. - —' /- , ' ' ' T34.00 IT R 2W \ "� RI REDUCED DRAWING SCALE I = 4 MILES C 8 I I�NE PRECIPITATION (INCHES) B -I2 VALLEY AREA NOHYETALf YwD -100 YEAR 1 HOUR MM ON u iRC,. NDA& An AS t. WS MMOIIlO n OATE , WALS PLC "a I OWL Na Ion C•20L 4 N It FIGURE B -4 IIEaIAAAAA +.•••••. OM ''• `7 ! '\ \ r at I - ZP/ - � N � • R4W 1 '.ocua. •vt. R 3 -' I F - - - I ..- • 1 IF D CONTROL` iY - - R5 T3S — •, 31N `' '•" - - �. . - -- - SAN BERNARDINO COUNTY A 30 714 '' a W - - - -- W •'.•,• HYDROLOGY MANUAL IT R 2W \ "� RI REDUCED DRAWING SCALE I = 4 MILES C 8 I I�NE PRECIPITATION (INCHES) B -I2 VALLEY AREA NOHYETALf YwD -100 YEAR 1 HOUR MM ON u iRC,. NDA& An AS t. WS MMOIIlO n OATE , WALS PLC "a I OWL Na Ion C•20L 4 N It FIGURE B -4 W W W w > w tr x 1 % >. in w 1-0 w Z a W W w 4c W z 0 z T. Z Ix = III > 0 z - A co fn F 0) 01 u Lo (\I 2 0 LA_ _j 4 0 LLJ W A j J AVE my AR,T.ER 4o. 6 DISTI COUNTY I ROUTE S HEETS 37 469.79 OS F SBdT Fri 469.6i 4F9.36 - --- - - - - -- g� � OFESSr REGISdtRED CIVIL ENG I RT45t. I a AVE (BY OTHERS DAVID J. "AMY 1 46E.79 7 21 - - - - rk C17816 PLANS APPROVAL DATE /30 01 The Stato crf Cal 11 Id w Its afflows ... .......... '. _ i be re blo for 46T. 78 467.62 or agents awl I nat I for 79 ...... . ... 468. fto affoumay or ampleterwas of elsoftonlo OF CALI 107+82. 740 468.66 MEET EXIST ooples of thle plan SAN BERNARDINO ASSOCIATED GOVERNMENTS STORM,-MA-1,N CURVE DATA �tOR I "� I T I L [DI 540.000 [ 9 1 46.053 1 91.884 427 NORTH ARRO"EAD AVEWE 467. 20 4() 46 1. 36 . . .......... SAN BERNARDINO, CA. 92401 x 466.32 . �4 63 . 1 .. . ...... 467. DMJM 462 275 W. HOSPITALITY LN. SUITE 314 SAN BERNARDINO, CA 92408 ... ....... f_ . . .... 46T.34 468.15 x 909-889-3466 FAX009-888-4302 Iii _ ?7 -7. 4 466.70 : 67 I �3 • 466 1 4,6Z,72 `46C 467.89 467.95 SLOPE 46T. 92 +\ EASEMENT 4 6 5 R/W 466.31 46T. G7 467.69 i I POOL --- 467.63 _�467. 62 1 467.82 467. GT i 14b 7. 2, 466. Z9 466. 34 4 7.30 '7. 34 466. 28 467.50 Tv Ta 465. 4 - 157. 4Z 7F. 466. 58 466, . .. ..... .3 467.34 4670 467. V4E7. 22 . ..... 467.24 .... .. ----- -- s 1 ....... TEMP CONSI 46S.25 EASEMI�Nt L if ........... 29 !P I 455. 78 455. 27 � 6 6. In 4 f . . ....... ..... 106+46.223 POT Cf-TRU AVE� . . ........... _J ASPH 66. 65+12.675 P I IL HC 465. 86 ... . ..... .. 465.30 64+84. 955 FEf-4 900 Mn RISER .1 465. 1 _5�t59..639 HC . . ...... . . . ........ . 34 54 +59 63 BERM .......... . . . . ...... FAC I L I TY SOUND BERM 464, T5 DRA I NAGS EASEMENT.-.-. CY' \'Z 464.85 : 0 0 . ...... ........ ... 46 .- _T = .755 BC_ HC . ...... . . ..... 464. 94 .87 ... ....... 1 . . .......... . ... 4 463. 92. � �4 24 q tj �I. III %G NC�'47.Ail 462 ......... ... .... ........ _.- . ...... . .......... 467.21 . ........ 467. 1=7--DRAINAGE OFF -S ft EASEMENT k 466.74 GRADING 466. 73 466. 8 1 4GI by 4 OTHERS 466.81 4 ... . ..... . .......... ..... .. M"W P4660 4, 469, - \ 466.< 6.26 466.26 46F. 26 466.21 .... .......... OBAINAGE EASEMERT . • ...... 65+'A, 462. POT rL . HC 465. 83 465. 73 4F5. S 465. TO 46 465.77) . ............ 465.97 4§L, 34 . .. . . ..... . ...... ..... . . .. Lu a Q 7 . ... ..... ..... /......... . 464. 6T 466 461 0f2 4F4. 79 464. 2�-STSO O C_ Z464. 31 COW 6 a.._... 'v"' 74 DRAINAGE AND CONTOUR GRADING PLAN SCALE 11500 D-8 9-5 O CD to O W W 0: VI w > N w Q 0 O - X . _ w m �- m J Z W =)o Y J 1A W U G U W S _- - z D w M F 2 C1 N = W O Q O Z x 0 - z a rr ^ M o — v cn P m i QI W c — C v c I N — � M Z Li � J 2x J O 0 O_ W O � w < H N 466 464 N M 1 462 0 w w to w Z J S U 460 458 T k r c 462 460 458 ISTI COUNTY I ROUTE I TOTAL PROJECT No SHEET 08 SBd 30 R21.1/R24.3 11171353 REG 1 RED C I V I L ENG I ER fa�fE55�oN +` W DAVID J. �y aMlRRAY PLANS APPROVAL DATE s 017818 Ito Stall of Cal lfamlo or its *"Iowa * CI V I 01 or aowMs shol I not be roopornlbl• far `> the omlar'aoy or aamplstwwos of olsetronlo 4 k Q` CALIf ooplos of this plan skirt. SAN BERNARDINO ASSOCIATED GOVERNMENTS G 427 NORTH ARROWHEAD AVENUE SAN BERNARDINO. CA. 92401 DMJM 2T5 W. HOSPITALITY LN. SUITE 314 SAN BERNARDINO. CA 92408 909 - 889 -3466 FAX1909- 888 -4302 O DRAINAGE PROFILE SCALD HORIZ 400L1 VERT 4011 D- z 4.