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Home My WebLink AboutSierra Lakes Pkwy❑ Thienes Engineering, Inc. CIVIL ENGINEERING • LAND SURVEYING HYDROLOGY AND HYDRAULIC CALCULATIONS FOR 6w p 1 5(8`( PUBLIC STORM DRAIN LATERAL SIERRA LAKES PARKWAY AND SIERRA AVENUE FONTANA, CALIFORNIA 92336 PREPARED FOR RS DEVELOPMENT 1641 LANGLEY AVENUE IRVINE, CA 92614 (849) 833 -2244 DATE: DECEMBER 20, 2007 REVISED: JANUARY 30, 2008 REVISED: FEBRUARY 11, 2008 REVISED: FEBRUARY 21, 2008 REVISED: AUGUST 06, 2008 j N' m JOB NO. 2642B PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 fG�PNOVED 14349 Firestone Blvd. • La Mirada, CA 90638 • Tel: (714) 521 -4811 • Fax: (714) 521 -4173 c c c e C G E C C L 1 1 (714) 521 -4811 HYDROLOGY AND HYDRAULIC CALCULATIONS FOR PUBLIC STORM DRAIN LATERAL SIERRA LAKES PARKWAY AND SIERRA AVENUE PREPARED BY ALEX NAJARA UNDER THE SUPERVISION OF No. E331) HAIDOOKAdHAIVAN DATE R.C.E. 43293 EXP. 03/31/10 t c c e E TABLE OF CONTENTS INTRODUCTION PAGE 1 VICINITY MAP PAGE 2 DISCUSSION PAGE 3 HYDROLOGY CALCULATIONS APPENDIX A • 10 -year Proposed Conditions • 25 -year Proposed Conditions • 100 -year Proposed Conditions HYDRAULIC CALCULATIONS APPENDIX B STREET FLOW AND CATCH BASIN APPENDIX C CALCULATIONS REFERENCE MATERALS APPENDIX D HYDROLOGY MAPS APPENDIX E Ii E C L E O 0 c c c INTRODUCTION PROJECT LOCATION The project site is located at the intersection of Sierra Avenue and Sierra Lakes Parkway in the city of Fontana. Please see Figure 1 for vicinity map. STUDY PURPOSE The purpose of this study is to determine the 100 -year peak flow rate from the tributary area to the proposed storm drain facilities at Sierra Avenue and Sierra Lakes Parkway. PROJECT STAFF: Thienes Engineering staff involved in this study include: Haidook Aghaian Brian Weil Alex Najara Page 1 4 O lt: —------------ if 4 � '•r .� ��L 1', N J z Tr, City «li a IPA •� .•� ��. f , - .� � - — 4 /s�4 PROJECT ITE Je it rrrr — A ve-- HIGHI.AWD '4 'a`i it _ It - _ •I .�. ... i� 31 'Reselv6jrs �- � .� � Ala � 9 , �, Ali q ,. • ..._ .- - W A 1480 32 lu Well P. d 31. la s 32 1% % 1 /4 • CIA es a SE fill Rd A ld e r 1400 Jr High Sob 7' i t ....... t Resurrecti • ....; i-I I Un . Jl r I 1A Pp, Sch fl ...... . ..•. .1314 1364 • if --_ *,, I CA TNtjMN 1/2 I MILE 1 1000 09 3000 4000 FEET f 13' /s' Printed from TOPOI @1997 Wildflower ProdwWris, (www.topo.com) All A i PA Q-- 2- C n 1 DISCUSSION Proiect Description The project site includes the proposed storm drain facilities at the corner of Sierra Avenue and Sierra lakes Parkway. Improvements include the construction of a storm drain lateral connecting to the existing 52" Sierra Avenue storm drain. Three catch basins in Sierra Lakes parkway will also be constructed as part of the street improvements. Please see Appendix D, for the existing Sierra Avenue storm drain plans. The drainage area tributary to the storm drain improvements cover approximately 0.83 acres. Existing Condition IF JL Currently, this section of the street at Sierra Lakes Parkway has been surfaced with AC pavement. Runoff collected in this area tends to spillover to Sierra Avenue and continue its drainage path south. The existing drainage area covers approximately the same area as the proposed improvements. Therefore, there will not be a significant difference between existing and proposed runoff. Proposed Condition Proposed street improvements to Sierra Lakes Parkway at Sierra Avenue have been designed with catch basins in the low point of the street in order to help prevent any excess runoff from Sierra Avenue from being conveyed through Sierra Lakes Parkway. Normally, the only runoff expected at this location will be from rain falling directly onto this portion of Sierra Lakes Parkway. This area covers approximately 0.83 acres. The 100 -year peak flow rate at this location is approximately 3.7 cfs. The proposed 24" R.C.P. (Line `B ") has been designed to convey the entire flow to the existing 52" Sierra Avenue storm drain. Each catch basin will be located at a sump. In the event of excess runoff in this area, each side of the streetwill be able to overflow the high point in the street east of the catch basins and continue to drain east along the Sierra Lakes Parkway curb and gutter. Page 3 C Methodology Hydrology calculations were computed using Advanced Engineering Software's Rational Method Program for San Bernardino County. The soil type is "A" per the San Bernardino County Hydrology Manual. The water surface control elevation used for the storm drain hydraulic calculations was taken from the city of Fontana storm drain plans for Sierra Avenue (Drawing No. 3066). The HGL at the point of connection is approximately 1558. n 0 11 0 r Page 4 a l APPENDIX A HYDROLOGY CALCULATIONS 10 -year Proposed Conditions 25 -year Proposed Conditions 100 -year Proposed Conditions I ' u i J i I I I W[R I7 I I i Q ^ m ' ♦ I I _ 6 I-, AREA •� YRr L I ! 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IRe1 LA NDS ws aro• Av[ �',- - -- - ' I. - .1 k -` - ;� ILL- t • • I I '••. - '� . _ �, :, „' C11E[TYOIIE I I • -, _ . _ i... � 1 / r . _ aaP \ ._ t _ .- -1.1 i \, r --1 I ` e 4 I ARM AMMif ff I cp .• I Y° ♦ 'o� • suhuR ` • W tl . [RID A T[RR�CE V �[v- T I►A , / I • i CHINO •'•a_ "^°,, "Ai " At --t —, e I I '4 - — - • P.a ,__' �uD "� _ 1 , - - - - •, - - - ;� ?�-� r + -, - - --4 +- -- j }- -� - - �; .AR 9 • ; I `'n,° / j R I E _ i I I T23 - - - _ 7� t RIVSRND[ OOWI,T W RSIDE <' A [ :.` fR•• ,•• �--- g P J '` / --I .S - - ca'�•I r �1 ..r s"" R4W I I R3 R2W \� iDD'RI f- + rt - - _ - - .� FAN BERNARDINO COUNTY - - - • L� - - ' �- R5W: T3S — — — I I • 1 F 00 CONTROL ! ASIN ..' -`� REDUCED DRAWING VALLEY AREA • ', I i t DAM • • -.. ^ `' SCALE I 4 MILES _ Y - 10 YEAR 1 HOUR I �� - -� - SAN BERNARDINO COUNTY MSED ON u.9,D.C., NpJ�A.IIILAS 2, W3 4 A • '� 30 APtRDUEO ST 8W ' • R7W •'• R6 - HYDROLOGY MANUAL 3 i ' DATE SCALE PI,E R0. 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FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR - 0.95" AND 100-YEAR CNE HOUR - 1.60 ", 25 -YEAR ONE HOUR - 1.18 ". REFERENCE iN0AA ATLAS 2, VOLUME XE - CAL.,19T3 RAINFALL DEPTH VERSUS SAN BERNARDINO* COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES n_7 - RIr11RF D_? ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 16800 VALLEY VIEW AVENUE LA MIRADA, CA 90638 PH: (714) 521 -4811 FAX: (714) 521 -4811 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • SIARRA SD AT SIERRA LAKES PKWY * 10 -YEAR HYDROLOGY • PROPOSED CONDITIONS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \HYD \2642 \10 \SIERRA.DAT TIME /DATE OF STUDY: 13:41 02/21/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TC;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »> RATIONAL METHOD INITIAL_SUBAREA_ANALYSISTI «< RATION NOMOGRAPH FOR INITIAL SUBAREA« » USE TIME-OF-CONCENTRATION SUBARE _ ->> - ------------------ INITIAL SUBAREA FLOW- LENGTH(FEET) = 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1562.14 DOWNSTREAM(FEET) = 1560.52 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.225 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.894 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.50 0.98 0.10 32 6.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.71 0 u TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 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) = 1556.78 DOWNSTREAM(FEET) = 1556.71 FLOW LENGTH(FEET) = 37.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.35 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.71 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 6.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 32.00 = 217.18 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---- -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << ------ --- - - - --- INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1561.06 DOWNSTREAM(FEET) = 1560.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.538 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.472 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.25 0.98 0.10 32 7.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - 21.00 TO NODE - - - -- 3100 - IS - CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA UPSTREAM(FEET) = 1556 88 DOWNSTREAM(FEET) = 1556 82 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 1.92 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 7.81 H C N' I I � 0 I I LONGEST FLOWPATH FROM NODE 20.00 TO NODE 31.00 = 182.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 7.81 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.397 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.08 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.24 EFFECTIVE AREA(ACRES) = 0.33 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 0.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 1556.81 DOWNSTREAM(FEET) = 1556.71 FLOW LENGTH(FEET) = 50.17 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.09 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.98 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.22 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 232.17 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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 0.98 8.22 3.297 0.98( 0.10) 0.10 0.3 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 232.17 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 1.71 6.49 3.798 0.98( 0.10) 0.10 0.5 10.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 32.00 = 0.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.46 8.22 3.297 0.98( 0.10) 0.10 0.8 20.00 i H_ 10.00 = 0.10 232.17 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK ## 1 « «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 2 2.60 6.49 3.798 0.98( 0.10) 0.10 0.8 >>>>>USING COMPUTER - ESTIMATED PIPESIZE TOTAL AREA(ACRES) = 0.83 ELEVATION DATA: UPSTREAM(FEET) = 1556.70 DOWNSTREAM(FEET) 1556.39 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW LENGTH(FEET) = 155.41 MANNING'S N = 0.013 PEAK FLOW RATE(CFS) = 2.60 Tc(MIN.) = 6.488 PIPE -FLOW VELOCITY(FEET /SEC.) = EFFECTIVE AREA(ACRES) = 0.76 AREA- AVERAGED Fm(INCH /HR 15.00 NUMBER OF PIPES = 1 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.83 LONGEST FLOWPATH FROM NODE 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 10.00 = 0.10 232.17 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK ## 1 « «< u �11__ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 - - FLOW >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1556.70 DOWNSTREAM(FEET) 1556.39 FLOW LENGTH(FEET) = 155.41 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.60 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.60 PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 7.48 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 33.00 = 387.58 FEET. --------------- - - - - -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.83 TC(MIN.) = 7.48 EFFECTIVE AREA(ACRES) = 0.76 AREA- AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 PEAK FLOW RATE(CFS) = 2.60 AREA- AVERAGED Ap = 0.10 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.60 7.48 3.487 0.98( 0.10) 0.10 0.8 10.00 2 2 22 3077 098( 010)- 010 8 2000 46 °== 9 = = = == -- °=== 0 = = = = = == END OF RATIONAL METHOD ANALYSIS 1 u �11__ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 16800 VALLEY VIEW AVENUE LA MIRADA, CA 90638 PH: (714) 521 -4811 FAX: (714) 521 -4811 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • SIERRA SD AT SIERRA LAKES PKWY • 25 -YEAR HYDROLOGY Pm * PROPOSED CONDITIONS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \HYD \2642 \25 \SIERRA.DAT TIME /DATE OF STUDY: 13:59 02/21/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.1500 *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 «4 TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA << -- - - -- - - >>USE - - - _ - --------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1562.14 DOWNSTREAM(FEET) = 1560.52 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.225 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.478 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.50 0.98 0.10 32 6.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.97 C� TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 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) = 1556.78 DOWNSTREAM(FEET) = 1556.71 FLOW LENGTH(FEET) = 37.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.43 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.97 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 6.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 32.00 = 217.18 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 10 ---------------------------------------------------------------------------- -- >>>>>MAIN- STREAM MEMORY - COPIED - ONTO - MEMORY - BANK - # - 1 - << «<----------------- **************************************************************************** - - FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << --------- - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1561.06 DOWNSTREAM(FEET) = 1560.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.538 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.992 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.25 0.98 0.10 32 7.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 2100 -TO- NODE - - - -- 3100 -IS -CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1556 88 DOWNSTREAM(FEET) = 1556 82 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 1.99 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.88 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 7.81 u LONGEST FLOWPATH FROM NODE 20.00 TO NODE 31.00 = 182.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 -------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 7.81 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.910 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.08 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 0.33 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 1.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>, PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< -_ >>>>> USING_ COMPUTER-ESTIMATED - PIPESIZE - ( NON - PRESSURE FLOW)<< « <--- _- - - -___ ELEVATION DATA: UPSTREAM(FEET) = 1556.81 DOWNSTREAM(FEET) = 1556.71 FLOW LENGTH(FEET) = 50.17 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.16 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.13 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.19 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 232.17 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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 1.13 8.19 3.798 0.98( 0.10) 0.10 0.3 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 232.17 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 1.97 6.48 4.372 0.98( 0.10) 0.10 0.5 10.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 32.00 = 0.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.84 8.19 3.798 0.98( 0.10) 0.10 0.8 20.00 N 2 3.01 6.48 4.372 0.98( 0.10) 0.10 0.8 10.00 TOTAL AREA(ACRES) = 0.83 r! COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.01 Tc(MIN.) = 6.480 EFFECTIVE AREA(ACRES) = 0.76 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.83 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 232.17 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12 ---------------------------------------------------------------------------- __ » »> CLEAR - MEMORY - BANK - # - 1 - <<<<< j F-11 r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 - - FLOW ---------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< - - -_ ELEVATION DATA: UPSTREAM(FEET) = 1556.70 DOWNSTREAM(FEET) = 1556.39 FLOW LENGTH(FEET) = 155.41 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.01 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 7.42 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 33.00 = 387.58 FEET. ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.83 TC(MIN.) = 7.42 EFFECTIVE AREA(ACRES) = 0.76 AREA- AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 PEAK FLOW RATE(CFS) = 3.01 AREA- AVERAGED Ap = 0.10 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.01 7.42 4.031 0.98( 0.10) 0.10 0.8 10.00 2 2 84 9 14 098( 010) 010 ===== 0 8 2000 = = == 3556 -- END OF RATIONAL METHOD ANALYSIS 1 j F-11 r �A' n ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 16800 VALLEY VIEW AVENUE LA MIRADA, CA 90638 PH: (714) 521 -4811 FAX: (714) 521 -4811 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • SIERRA SD AT SIERRA LAKES PKWY • 100 -YEAR HYDROLOGY • PROPOSED CONDITIONS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \HYD \2642 \100 \SIERRA.DAT TIME /DATE OF STUDY: 14:05 02/21/2008 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _____________________________________________ _______________________________ -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* L ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1562.14 DOWNSTREAM(FEET) = 1560.52 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.225 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.452 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.50 0.98 0.10 32 6.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.41 L LI I E ' u r-� �J j TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 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) = 1556.78 DOWNSTREAM(FEET) = 1556.71 FLOW LENGTH(FEET) = 37.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.51 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.41 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.47 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 32.00 = 217.18 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1561.06 DOWNSTREAM(FEET) = 1560.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.538 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.860 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.25 0.98 0.10 32 7.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 1.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 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) _ FLOW LENGTH(FEET) = 32.00 M, DEPTH OF FLOW IN 12.0 INCH PIPE PIPE -FLOW VELOCITY(FEET /SEC.) _ ESTIMATED PIPE DIAMETER(INCH) _ PIPE- FLOW(CFS) = 1.07 PIPE TRAVEL TIME(MIN.) = 0.26 1556.88 DOWNSTREAM(FEET) = 1556.82 %NNING'S N = 0.013 IS 7.5 INCHES 2.08 12.00 NUMBER OF PIPES = 1 Tc(MIN.) = 7.79 0 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 31.00 = 182.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 7.79 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.764 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.08 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.34 EFFECTIVE AREA(ACRES) = 0.33 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 1.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 1556.81 DOWNSTREAM(FEET) = 1556.71 FLOW LENGTH(FEET) = 50.17 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.23 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.39 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 8.17 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 232.17 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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 1.39 8.17 4.631 0.98( 0.10) 0.10 0.3 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 232.17 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 2.41 6.47 5.326 0.98( 0.10) 0.10 0.5 10.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 32.00 = 0.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.48 8.17 4.631 0.98( 0.10) 0.10 0.8 20.00 P 1 2 3.68 6.47 5.326 0.98( 0.10) 0.10 0.8 10.00 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12 ---------------------------------------------------------------------------- __ » »> CLEAR - MEMORY - BANK - # - 1 - <<<<< TOTAL AREA(ACRES) = 0.83 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< - - -- PEAK FLOW RATE(CFS) = 3.68 Tc(MIN.) = 6.472 FLOW LENGTH(FEET) = 155.41 MANNING'S N = 0.013 EFFECTIVE AREA(ACRES) = 0.76 AREA - AVERAGED Fm(INCH /HR) = 0.10 PIPE -FLOW VELOCITY(FEET /SEC.) = AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 232.17 FEET. FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 12 ---------------------------------------------------------------------------- __ » »> CLEAR - MEMORY - BANK - # - 1 - <<<<< H 0 l ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 -- - >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< - - -- ELEVATION DATA: UPSTREAM(FEET) = 1556.70 DOWNSTREAM(FEET) = 1556.39 FLOW LENGTH(FEET) = 155.41 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.68 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 33.00 = 387.58 FEET. ------------------------------- - - - - END OF STUDY SUMMARY: -- TOTAL AREA(ACRES) = 0.83 TC(MIN.) 7.37 - EFFECTIVE AREA(ACRES) = 0.76 AREA- AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 PEAK FLOW RATE(CFS) = 3.68 AREA- AVERAGED Ap = 0.10 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.68 7.37 4.926 0.98( 0.10) 0.10 0.8 10.00 48 08 8 2000 098(- 010) 010 ===== ?3= = == == == 4347 - - 0 = = = = = == END OF RATIONAL METHOD ANALYSIS 1 H 0 l n n u APPENDIX B I HYDRAULIC CALCULATIONS L J �I Hi n J n L J P i j L T1 SIERRA LAKES PARKWAY AND SIERRA AVE. FONTANA, CA 0 T2 REVISION OF LAT. "B" T3 Q100 1 SO 1004.7501554.470 1 1557.100 R 1162.6301554.790 1 .013 .000 .000 0 JX 1167.1301554.799 3 2 .013 2.600 1554.790 55.0 .000 R 1173.0301555.450 3 .013 .000 .000 0 R 1184.2201556.680 3 .013 28.495 .000 0 1 R 1187.7101557.064 3 .013 .000 .000 0 WE 1187.7101557.064 4 .500 SH 1187.7101557.064 4 1557.064 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 3 0 .000 3.500 3.000 .000 .000 .00 Q 1.100 .0 Hi n J n L J P i j L k J FILE: B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 5 -2008 Time: ' 4:53:21 SIERRA LAKES PARKWAY AND SIERRA AVE. FONTANA, CA REVISION OF LAT. "B" Q100 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 Dia. -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" - I - I X -Fall) - I ZR (Type Ch 1004.750 .0 I I 1554.470 I 2.630 I 1557.100 I 3.70 1.18 I .02 I 1557.12 .00 I .67 I .00 I 2.000 I I .000 .00 I 1 -I- 157.880 -I- .0020 -I- -I- -I- -I- -I- .0003 -I- .04 -I- 2.63 -I- .00 -I- .83 -I- .013 -I- .00 .00 1- PIPE 1162.630 I I 1554.790 I 2.352 i 1557.142 I 3.70 1.18 I .02 I 1557.16 .00 I .67 I .00 I 2.000 I I .000 .00 I 1 .0 -I- -i- -I- -I- -I- -I- I- -I- JUNCT STR -I- .0020 -I- -I- -I- -I- -I- .0002 .00 2.35 .00 .013 .00 .00 PIPE I I I I I 1167.130 I I 1554.799 I 2.363 1557. I I 1.10 .62 I .01 I 1557.17 .00 I .39 .00 1.500 .000 .00 1 0 -I- -I- -I- -I- -I- 1- -I- 5.900 -I- -I- -I- -I- -I- -I- .0001 -I- .00 2.36 .00 .18 .013 .00 .00 PIPE .1103 I I I 1173.030 I I 1555.450 I 1.712 1557.162 1 I 1.10 .62 .01 I I 1557.17 .00 I .39 I .00 I 1.500 .000 .00 1 .0 -i- -I- -I- -I- -I- 1- -I- 1.937 -I- .1099 -I- -I- -I- -I- -I- .0001 -I- .00 .00 .00 .18 .013 .00 .00 PIPE I I I I 1174.967 I 1555.663 I 1.500 I 1557.163 I I 1.10 .62 .01 I I 1557.17 1.50 I .39 I .00 1.500 .000 .00 1 .0 -I- 1.252 -I- .1099 -I- -I- -I- -I- -I- .0001 -I- .00 -I- 1.50 -I- .00 -I- .18 -I- .013 -I- .00 .00 1- PIPE I I I I I 1176.219 I 1555.800 I 1.361 I 1557.161 I I 1.10 .65 .01 I I 1557.17 .00 I .39 .87 1.500 .000 .00 1 .0 -I- 730 -i- .1099 -I- -I- -I- -1- -I- .0001 -I- .00 -I- 1.36 -I- .08 -I- .18 -I- .013 -I- .00 .00 1- PIPE I I I I 1176.948 I 1555.881 I 1.280 I 1557.161 I i 1.10 .68 .01 I I 1557.17 .00 I .39 I 1.06 1.500 .000 .00 1 0 -I- -I- -I- -I- -I- -I- -I- -I- 1- -I- .600 -I- .1099 -I- -I- -I- .0001 .00 1.28 .10 .18 .013 .00 .00 PIPE I I I I I 1177.548 I 1555.947 I 1.214 I 1557.160 I I 1.10 .72 01 I I 1557.17 .00 I .39 1.18 1.500 .000 .00 1 .0 - I - - I - - I - - I - - i - - I - - I - - I - - I - - I - - I - - I - - I - 1- .524 .1099 .0001 .00 1.21 .11 .18 .013 .00 .00 PIPE I I I I I I 1178.072 0 I 1556.004 I 1.155 I 1557.159 I I 1.10 .75 .01 I I 1557.17 .00 .39 1.26 1.500 .000 .00 1 - I - .470 - I - .1099 - I - - I - - I - - I - - I - .0001 - I - .00 - I - 1.16 - I - .12 - I - .18 - I - .013 - I - .00 .00 1- PIPE k J ' FILE: B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 5 -2008 Time: ' 4:53:21 SIERRA LAKES PARKWAY AND SIERRA AVE. FONTANA, CA REVISION OF LAT. "B" Q100 + + + + + + ++ 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 Prs /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 IType Ch 1178.542 .0 I I 1556.056 1.103 1557.158 I 1.10 .79 .01 1557.17 .00 .39 1.32 1.500 .000 .00 1 -I- .429 -I- .1099 -I- -I- -I- -I- -I- .0001 -I- .00 -I- 1.10 -I- .14 -I- .18 -I- .013 -I- .00 .00 1- PIPE 1178.971 I i 1556.103 1.055 I 1557.158 I I 1.10 .83 I .01 I 1557.17 .00 I .39 I 1.37 I I 1.500 i .000 .00 I 1 .0 -I- .396 -I- .1099 -I- -I- -I- -I- -I- .0002 -I- .00 -I- 1.06 -I- .15 -I- .18 -I- .013 -I- .00 .00 1- PIPE 1179.367 I I 1556.146 1.010 I 1557.157 I i 1.10 .87 I .01 I 1557.17 .00 I .39 I 1.41 I I 1.500 I .000 .00 I 1 .0 -I- -I- -I- 367 PIPE -I- .1099 -I- -I- -i- -I- -I- .0002 -I- .00 -I- 1.01 -I- .16 -I- .18 .013 .00 .00 1- 1179.734 I I 1556.187 .969 I 1557.156 I I 1.10 .91 I .01 I 1557.17 .00 I .39 I 1.43 I I 1.500 i .000 .00 I 1 .0 -I- 343 -I- .1099 -I- -I- -i- -I- -I- .0002 -I- .00 -I- .97 -I- .18 -I- .18 -I- .013 -I- .00 .00 1- PIPE 1180.076 I I 1556.224 .930 I 1557.154 I I 1.10 .96 I .01 I 1557.17 .00 I .39 I 1.46 I I 1.500 I .000 .00 i 1 .0 Pq -I- 320 -I- .1099 -I- -I- -I- -I- -I- .0002 -I- .00 -I- .93 -I- .19 -I- .18 -I- .013 -I- .00 .00 - PIPE 1180.396 I I 1556.260 .893 I 1557.153 I I 1.10 1.00 I .02 I 1557.17 .00 I .39 I 1.47 I I 1.500 I .000 .00 I 1 .0 -I- 301 -I- .1099 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .90 -I- .20 -I- .18 -I- .013 -I- .00 .00 1- PIPE 1180.698 I I 1556.293 .859 I 1557.151 I I 1.10 1.05 I .02 I 1557.17 .00 I .39 I 1.48 I I 1.500 I .000 .00 I 1 0 - I - - I - - i - - I - - I - - I - - I - - I - - I - - I - 1- - I - .283 - I - .1099 - I - .0003 .00 .86 .22 .18 .013 .00 .00 PIPE I I 1180.980 I I 1556.324 .826 i 1557.150 I I 1.10 1.10 I .02 I 1557.17 .00 I .39 I 1.49 I I 1.500 .000 .00 1 .0 - I - - I - -I- - I - -I- - I - -I- - I - -I - I - -I- - I - - I - 1- .266 .1099 .0003 .00 .83 .24 .18 .013 .00 .00 PIPE I I 1181.246 0 I I 1556.353 .795 I 1557.148 I I 1.10 1.16 I .02 I 1557.17 .00 i .39 I 1.50 I I 1.500 .000 .00 1 - I - .251 - I - .1099 - I - - I - - I - - I - - I - .0004 - I - .00 - I - .80 - I - .26 - I - .18 - I - .013 - I - .00 .00 1- PIPE l IL IL I ' FILE: B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 5 -2008 Time: ' 4:53:21 SIERRA LAKES PARKWAY AND SIERRA AVE. FONTANA, CA REVISION OF LAT. "B" Q100 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 1Dia. - FTIor I.D.) ZL IPrs /Pip -I- L /Elem - I - ICh Slope 1 - I - - i - 1 1 -I- 1 - I - - I - SF Avel - i - - I - HF ISE DpthlFroude - I - NINorm Dp - I - - I - I "N" - I - I X -Fall) ZR - I IType Ch 1181.997 .0 1556.381 .765 I 1557.196 i 1.10 1.21 .02 1557.17 .00 .39 1.50 1.500 .000 .00 1 -I- .236 -I- .1099 -i- -I- -I- -I- -I- .0004 -I- .00 -I- .77 .27 -I- .18 -i- -I- .013 -I- .00 .00 1- PIPE 1181.733 I I 1556.406 .737 I 1557.144 I I 1.10 1.27 I .03 I 1557.17 .00 I .39 I 1.50 i 1.500 I I .000 .00 I 1 .0 - I - - I - - I - -I- .222 - I - .1099 - I - - I - - i - - I - - I - .0005 - I - .00 - i - .74 .30 - I - .18 .013 .00 .00 1- PIPE 1181.955 I I 1556.431 .711 I 1557.141 I I 1.10 1.33 I .03 I 1557.17 .00 I .39 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- -I- -I- -I- 210 PIPE -I- .1099 -I- -I- -I- -I- -I- .0006 -I- .00 -I- .71 .32 -I- .18 .013 .00 .00 1- 1182.164 I I 1556.454 .685 I 1557.139 I I 1.10 1.40 I .03 I 1557.17 .00 I .39 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- 196 -I- .1099 -I- -I- -I- -I- -I- .0006 -I- .00 -I- .69 .34 -I- .18 -I- -I- .013 -I- .00 .00 1- PIPE 1182.361 I I 1556.476 .660 I 1557.136 I I 1.10 1.47 I .03 I 1557.17 .00 I .39 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- 135 -I- .1099 -I- -I- -I- -I- -I- .0007 -I- .00 -I- .66 .36 -I- .18 -I- -I- .013 -I- .00 .00 1- PIPE 1182.496 I I 1556.490 .637 I 1557.127 I I 1.10 1.54 I .04 I 1557.16 .00 I .39 I 1.48 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP I I I 1182.496 I I 1556.490 .214 I 1556.704 I I 1.10 7.14 I .79 I 1557.50 .07 I .39 I 1.05 I 1.500 .000 .00 1 .0 -I- 050 -I- .1099 -I- -I- -I- -I- -I- .0539 -I- .00 -I- .29 3.28 -I- .18 -I- -I- .013 -I- .00 .00 1- PIPE I I I 1182.546 I I 1556.496 .221 I 1556.717 I I 1.10 6.80 I .72 I 1557.44 .07 I .39 I 1.06 I 1.500 .000 .00 1 .0 -I- .923 -I- .1099 -I- -I- -I- -I- -I- .0470 -I- .04 -I- .29 3.07 -I- .18 -I- -I- .013 -I- .00 .00 1- PIPE I I I i 1183.469 I I 1556.598 .228 I 1556.826 I I 1.10 6.49 I .65 I 1557.48 .06 I .39 I 1.08 1.500 .000 .00 1 0 -I- .751 -I- .1099 -I- -I- -I- -I- -1- .0411 -I- .03 -I- .29 2.88 -I- .18 -I- -I- .013 -I- .00 .00 1- PIPE C r 11 n 1 i J H-1 FILE: B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 5 -2008 Time: 4:53:21 SIERRA LAKES PARKWAY AND SIERRA AVE. FONTANA, CA REVISION OF LAT. "B" Q100 + + + + + + ++ 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 - SF Avel - I - -I- HF ISE DpthlFroude -I- NlNorm - I - Dp -I- "N" I -I- X -Fall) ZR -I (Type Ch 1184.220 .0 I I 1556.680 .236 I 1556.915 I I 1.10 6.19 I .59 I 1557.51 .00 I .39 I 1.09 I I 1.500 I .000 .00 I 1 -I- .122 -I- .1100 -I- -I- -I- -I- -I- .0379 -I- .00 -I- .24 -I- 2.70 -I- .18 -I- .013 -I- .00 .00 1- PIPE 1184.342 .0 I I 1556.693 .237 I 1556.930 I I 1.10 6.14 I .59 I 1557.52 .00 I .39 I 1.09 I I 1.500 I .000 .00 i 1 -I- .607 -I- .1100 -I- -I- -I- -I- -I- .0352 -I- .02 -I- .24 -I- 2.68 -I- .18 -I- .013 -I- .00 .00 1- PIPE I i 1184.948 I 1556.760 .245 i 1557.005 1.10 5.86 .53 1557.54 .00 .39 1.11 1.500 .000 .00 1 .0 -I- -I- 508 -I- .1100 -I- -I- -I- -I- -I- .0307 -I- .02 -I- .24 -I- 2.51 -I- .18 -I- .013 .00 .00 1- PIPE 1185.456 I I 1556.816 .253 I 1557.069 I I 1.10 5.59 I .48 I 1557.55 .00 I .39 I 1.12 I I 1.500 I .000 .00 I 1 .0 -I- -I- - I - -I- 427 - I - .1100 - I - -I - I - - I - -I- .0268 -I- .01 -I- .25 - I - 2.35 .18 .013 .00 .00 1 PIPE 1185.884 I I 1556.863 .261 I 1557.124 I I 1.10 5.33 I .44 I 1557.56 .00 I .39 I 1.14 I I 1.500 I .000 .00 I 1 .0 -I- 361 - I - .1100 -I- - I - - I - -I- -I- .0234 -I- .01 - I - .26 -I- 2.20 -I- .18 - I - .013 -I- .00 .00 1- PIPE I I 1186.244 I I 1556.902 .270 I 1557.173 I I 1.10 5.08 I .40 I 1557.57 .00 I .39 I 1.15 I I 1.500 .000 .00 1 .0 -I- 305 - I - .1100 - I - - I - - I - -I- - i - .0205 - I - .01 -I- .27 - I - 2.06 -I- .18 -i .013 - I - .00 .00 1- PIPE I I 1186.549 I I 1556.936 .279 I 1557.215 I I 1.10 4.84 I .36 I 1557.58 .00 I .39 I 1.17 I i 1.500 .000 .00 1 .0 - I - .256 -I- .1100 - I - - I - - i - -I - I - .0179 - I - .00 -I- .28 - I - 1.93 -i- .18 - I - .013 -I- .00 .00 I- PIPE I I 1186.805 I I 1556.964 .289 I 1557.253 I I 1.10 4.62 I .33 I 1557.58 .00 I .39 I 1.18 I 1.500 I .000 .00 1 0 -I- .216 -I- .1100 -I- -I- -I- -I- -I- .0156 -I- .00 -I- .29 -I- 1.81 -I- .18 -I- .013 -I- .00 .00 1- PIPE I I I 1187.021 0 - I - I I 1556.988 - I - .299 - I - I 1557.286 - I - I I 1.10 - I - 4.40 - I - I .30 - I - I 1557.59 - I - .00 - I - I .39 - I - I 1.20 - I - I 1.500 - I - .000 - I - .00 1 1- .178 .1100 .0137 .00 .30 1.70 .18 .013 .00 .00 PIPE n 1 i J H-1 FILE: B.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 8- 5 -2008 Time: 4:53:18 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 2.000 CD 2 4 1 1.500 CD 3 4 1 1.500 CD 4 3 0 .000 3.500 3.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKES PARKWAY AND SIERRA AVE. FONTANA, CA HEADING LINE NO 2 IS - REVISION OF LAT. "B" HEADING LINE NO 3 IS - Q100 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 1004.750 1554.470 1 1557.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1162.630 1554.790 1 .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 1167.130 1554.799 3 2 0 .013 2.600 .000 1554.790 .000 55.000 .000 RADIUS ANGLE .000 .000 "! ELEMENT NO 4 IS A REACH [; U/S DATA STATION INVERT SECT N ■i RADIUS ANGLE ANG PT MAN H 1173.030 1555.450 3 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.220 1556.680 3 .013 22.500 28.495 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H t 1187.710 1557.064 3 .013 .000 .000 .000 0 ELEMENT NO 7 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1187.710 1557.064 4 .500 ELEMENT NO 8 IS A SYSTEM HEADWORKS ' W S ELEV U/S DATA STATION INVERT SECT 1187.710 1557.064 4 1557.064 T1 SIERRA LAKES PARKWAY AND SIERRA AVE., FONTANA ,CA T2 REVISION OF LAT. "B -1" T3 Q100 SO 1002.7001554.800 1 1557.162 R 1018.9801554.830 1 .013 R 1025.0701556.940 1 .013 JX 1028.0701557.049 3 2 .013 .400 1562.160 R 1093.3301557.690 3 .013 WE 1093.3301557.690 4 .500 SH 1093.3301557.690 4 1557.690 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 5.120 3.000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 3 0 .000 3.480 3.000 .000 .000 .00 s Q 2.400 .0 C C r L C n n .000 .000 0 .000 .000 0 90.0 .000 .000 .000 0 1-1 0 u L H FILE: B1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 8- 6- 2008 Time: 8:15:26 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 3 0 .000 5.120 3.000 .000 .000 .00 CD 3 4 1 1.500 CD 4 3 0 .000 3.480 3.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKES PARKWAY AND SIERRA AVE., FONTANA ,CA HEADING LINE NO 2 IS - REVISION OF LAT. "B -1" HEADING LINE NO 3 IS - Q100 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 ELEMENT NO 2 IS A 1002.700 REACH 1554.800 1 1557.162 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.980 1554.830 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 1025.070 1556.940 1 .013 .000 000 .000 0 ELEMENT NO * 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1028.070 1557.049 3 2 0 .013 .400 .000 1562.160 .000 90.000 .000 RADIUS ANGLE .000 000 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1093.330 1557.690 3 .013 .000 000 .000 0 ELEMENT NO 6 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1093.330 1557.690 4 .500 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1093.330 1557.690 4 1557.690 0 u L H u 0 I F FILE: B1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 6 -2008 Time: 8:15:29 SIERRA LAKES PARKWAY AND SIERRA AVE., FONTANA ,CA REVISION OF LAT. "B -1" Q100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert I Depth I Water I Q I Vel Vel I Energy I Super CriticallFlow 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 1Dia. -FTIor I.D.1 ZL Prs /Pip - i - L /Elem - I - Ch Slope - I - - I - - I - - I - - I - SF Ave - I - - I - HF ISE DpthFroude - I - NNorm Dp - I - - I - i "N" - I - I X -Fa111 ZR - I (Type Ch I 1002.700 .0 I 1554.800 2.362 I I 1557.162 I 2.80 1.58 I .04 I 1557.20 .00 I I .64 .00 I 1.500 I I .000 .00 I 1 - I - 16.280 -I .0018 -I- - I - -I- - I - -I- .0007 -I- .01 -I- 2.36 - I - .00 .86 -I- -I- .013 -I .00 .00 1- PIPE 1018.980 0 1559.830 2.344 1557.174 2.80 1.58 .04 1557.21 .00 .64 .00 1.500 .000 .00 1 -I- 2.440 -I- .3465 -I- -I- -I- -I- -i- .0007 -I- .00 -i- 2.34 -I- .00 .22 -I- -I- .013 -I- .00 .00 1- PIPE I I I I I I I I I 1021.420 I 1555.675 I 1.500 I I 1557.175 2.80 1.58 .04 1557.21 .00 .64 .00 1.500 .000 .00 1 0 -I- -I- -I- -I- -I- 1- -I- 388 -I- .3465 -I- -I- -I- -I- -I- .0007 -I- .00 1.50 .00 .22 .013 .00 .00 PIPE I I I i 1021.808 I 1555.810 I 1.361 I I 1557.171 I 2.80 1.66 I .04 I 1557.21 .00 I .64 I .87 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- I- -I- .221 -I- .3465 -I- -I- -I- -I- -I- .0006 -I- .00 1.36 .21 .22 .013 .00 .00 PIPE I I I I 1022.029 I 1555.886 I 1.280 i 1557.167 I I 2.80 1.74 I .05 I 1557.21 .00 I .64 I 1.06 1.500 .000 .00 1 .0 .179 .3465 .0007 .00 1.28 .25 .22 .013 .00 .00 PIPE I I I I I 1022.208 I 1555.948 I 1.214 I 1557.162 I I 2.80 1.83 I O5 I 1557.21 .00 I .64 1.18 1.500 .000 .00 1 .0 154 .3465 .0008 .00 1.21 .28 .22 .013 .00 .00 PIPE I I I I 1022.362 I 1556.002 I 1.155 I 1557.157 I I 2.80 1.92 I .06 I 1557.21 .00 I .64 I 1.26 1.500 .000 .00 1 0 -I- .135 -I- .3465 -I- -I- -I- -I- -I- .0009 -I- .00 -I- 1.16 -I- .31 .22 -I- -I- .013 -I- .00 .00 1- PIPE I I I I I 1022.497 I 1556.048 I 1.103 I 1557.151 I I 2.80 2.01 I .06 I 1557.21 .00 I .64 1.32 1.500 .000 .00 1 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I -I- 1- .021 .3465 .0009 .00 1.10 .35 .22 .013 .00 .00 PIPE I I I I I 1022.519 I 1556.056 I 1.055 I 1557.110 I I 2.80 2.11 I .07 I 1557.18 .00 I .64 1.37 1.500 .000 .00 1 0 HYDRAULIC JUMP u 0 I F • FILE: Bl.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 6 -2008 Time: 8:15:29 . SIERRA LAKES PARKWAY AND SIERRA AVE., FONTANA ,CA REVISION OF LAT. "B -1" Q100 . 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) Elev I (CFS) (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I - /Elem ICh - I - Slope I - I - - I - I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR . L (Type Ch 1022.519 I I 1556.056 I .340 t 1556.396 I 2.80 9.29 I 1.34 I 1557.74 I .00 .64 i 1.26 I 1.500 I I .000 .00 I 1 ■ 0 -I- -I- -I- -I- -I- 1- -I- .365 -I- .3465 -I- -I- -I- -I- -I- .0522 -I- .02 .34 3.35 .22 .013 .00 .00 PIPE I f I I 1022.883 I I 1556.182 I .352 I 1556.534 I 2.80 8.86 I 1.22 I 1557.75 I .00 .64 I 1.27 1.500 .000 .00 1 . 0 -I- -I- -I- -I- -I- 1- -I- .328 -I- .3465 -I- -I- -I- -I- -I- .0456 -I- .01 .35 3.13 .22 .013 .00 .00 PIPE 1023.211 1556.296 .369 1556.660 2.80 8.45 1.11 1557.77 .00 .64 1.29 1.500 .000 .00 1 0 -I- -I- -I- -I- -I- 1- -I .288 -I- .3465 -I- -I- -I- -I- -I- .0399 -I- .01 .36 2.93 .22 .013 .00 .00 PIPE 1023.499 1556.396 .377 1556.772 2.80 8.06 1.01 1557.78 .00 .64 1.30 1.500 .000 .00 1 .0 - I - - I - - I - - I - - I - 1- - I - .252 - I - .3465 - I - - I - - I - - I - - I - .0349 - I - .01 .38 2.75 .22 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.751 1556.483 .390 1556.873 2.80 7.68 .92 1557.79 .00 .64 1.32 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- 1- -I- .221 -I- .3465 -I- -I- -I- -I- -I- .0305 .01 .39 2.57 .22 .013 .00 .00 PIPE I I I I I 1023.973 I I 1556.560 .403 I 1556.963 I I 2.80 7.32 I .83 I 1557.80 I .00 .64 1.33 1.500 .000 .00 1 .0 -I- - I - - I - - I - -I -I- I -I .193 - I - .3465 - I - - I - - I - - I - -I .0267 .01 .40 2.41 .22 .013 .00 .00 PIPE I I I I 1024.166 I I 1556.626 .417 I 1557.043 I I 2.80 6.98 I .76 I 1557.80 I .00 .64 I 1.34 1.500 .000 .00 1 .0 168 .3465 .0234 .00 .42 2.25 .22 .013 .00 .00 PIPE I I I I I 1024.334 I I 1556.685 .432 I 1557.116 I I 2.80 6.66 I .69 I 1557.80 I .00 .64 1.36 1.500 .000 .00 1 .0 .146 .3465 .0204 .00 .43 2.11 .22 .013 .00 .00 PIPE I I I I I 1024.479 I I 1556.735 .447 I 1557.182 I I 2.80 6.35 I .63 I 1557.81 I .00 .64 1.37 1.500 .000 .00 1 .0 - i - - I - - I - - I - -I - I - - I - - I - - I - - I - - I - - I - - I - 1 .126 .3465 .0179 .00 .45 1.97 .22 .013 .00 .00 PIPE F P 1 FILE: B1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 6 -2008 Time: 8:15:29 SIERRA LAKES PARKWAY AND SIERRA AVE., FONTANA ,CA REVISION OF LAT. "8-1" Q100 * * * * * * ** I Invert I Depth I Water I Q I Vel Vel I Energy I Super (CriticallFlow ToplHeight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head 1 Grd.E1.1 Elev I Depth 1 Width IDia. -FTIor I.D.1 ZL IPrs /Pip - 1 - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - -I L /Elem ICh Slope I I I I SF Ave' HF (SE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch ********* 1********* I******** I********* I********* 1******* I******* I********* I******* I******** I * * * * * * * *I * * * * * * *I * * * * * * *1 * * * ** I I I I I I 1 I I 1 I I I 1024.605 1556.779 .462 1557.241 2.80 6.05 .57 1557.81 .00 .64 1.39 1.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I .107 .3465 .0157 .00 .46 1.85 .22 .013 .00 .00 PIPE I I I I I I I I I I I I I 1024.712 1556.816 .478 1557.294 2.80 5.77 .52 1557.81 .00 .64 1.40 1.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 .090 .3465 .0137 .00 .48 1.73 .22 .013 .00 .00 PIPE I I I I I I I I I I I I I 1024.803 1556.847 .495 1557.343 2.80 5.50 .47 1557.81 .00 .64 1.41 1.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 .075 .3465 .0120 .00 .50 1.61 .22 .013 .00 .00 PIPE I I I I I I I I I I I I 1 1024.878 1556.874 .513 1557.386 2.80 5.25 .43 1557.81 .00 .64 1.42 1.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - 1 .061 .3465 .0105 .00 .51 1.51 .22 .013 .00 .00 , PIPE I I I 1 I I 1 I I I I I 1024.939 1556.895 .531 1557.426 2.80 5.00 .39 1557.81 .00 .64 1.43 1.500 .000 .00 1 .0 - I - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - - 1 - 1 .049 .3465 .0092 .00 .53 1.41 .22 .013 .00 .00 PIPE I 1 I I I I 1 I I I I I I 1024.988 1556.912 .550 1557.462 2.80 4.77 .35 1557.81 .00 .64 1.45 1.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - 1 .036 .3465 .0081 .00 .55 1.32 .22 .013 .00 .00 PIPE 1 I 1 I I I I I 1 1 1 I 1 1025.025 1556.924 .570 1557.494 2.80 4.55 .32 1557.81 .00 .64 1.46 1.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - 1 .025 .3465 .0071 .00 .57 1.23 .22 .013 .00 .00 PIPE 1 I I 1 1 I I I I 1 I I 1 1025.050 1556.933 .590 1557.523 2.80 4.34 .29 1557.82 .00 .64 1.47 1.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 .015 .3465 .0062 .00 .59 1.15 .22 .013 .00 .00 PIPE I I 1 I 1 1 1 I 1 I 1 I 1 1025.065 1556.938 .612 1557.550 2.80 4.13 .27 1557.82 .00 .64 1.47 1.500 .000 .00 1 .0 - I - I - - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I .005 .3465 .0055 .00 .61 1.07 .22 .013 .00 .00 PIPE 1 I 1 s FILE: Bl.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 6 -2008 Time: 8:15:29 SIERRA LAKES PARKWAY AND SIERRA AVE., FONTANA ,CA REVISION OF LAT. "B -1" 0100 * * *** * * * * * * * * *** * * * * * **** ****************************************************************** * ** * * * * * * * * * * * * * * * * ** * * * * * * * * ** I Invert I Depth I Water I 0 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.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 Ave' HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch .,,......< 1......... 1........ 1......... 1.. ****** *1*** ***** * ** * * **1. *** * * * **1**** *** * * ****** * * * * * * * *F * * *****1 * * * * * * *1 + + +.. I 1 1 I I 1 I I 1 I I 1 1 1025.070 1556.940 .635 1557.575 2.80 3.93 .24 1557.82 .00 .64 1.48 1.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - I JUNCT STR .0363 .64 1.00 .013 .00 .00 PIPE I I 1 I I I 1 I 1 I I I 1 1028.070 1557.049 .490 1557.539 2.40 4.79 .36 1557.89 .00 .59 1.41 1.500 .000 .00 1 .0 - I - - I - - 1 - - I - - I - - I - - I - - I - - I - - F - - I - - I - - I - 1 7.198 .0098 .0098 .07 .49 1.41 .49 .013 .00 .00 PIPE I I I I 1 I 1 1 I 1 1 I 1 1035.268 1557.120 .490 1557.610 2.40 4.79 .36 1557.97 .00 .59 1.41 1.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - I 26.127 .0098 .0098 .26 .49 1.41 .49 .013 .00 .00 PIPE 1 1 1 I 1 1 I 1 1 1 1 1 1 1061.395 1557.376 .491 1557.867 2.40 4.77 .35 1558.22 .00 .59 1.41 1.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - I 21.455 .0098 .0091 .20 .49 1.41 .49 .013 .00 .00 PIPE 1 1 1 1 1 1 1 I I 1 1 1 1 1082.850 1557.587 .508 1558.095 2.40 4.55 .32 1558.42 .00 .59 1.42 1.500 .000 .00 1 .0 - 1 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 6.104 .0098 .0080 .05 .51 1.32 .49 .013 .00 .00 PIPE I 1 1 1 I 1 1 I 1 1 I 1 1 1088.954 1557.647 .526 1558.173 2.40 4.34 .29 1558.47 .00 .59 1.43 1.500 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I 2.764 .0098 .0070 .02 .53 1.23 .49 .013 .00 .00 PIPE 1 1 1 I 1 I I 1 1 1 1 1091.718 1557.674 .545 1558.219 2.40 4.14 .27 1558.48 .00 .59 1.44 1.500 .000 .00 1 .0 - - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - I I 1.266 .0098 .0061 .01 .55 1.15 .49 .013 .00 .00 PIPE I 1 I I 1 I 1 I I 1 I 1 1 1092.984 1557.687 .565 1558.251 2.40 3.94 .24 1558.49 .00 .59 1.45 1.500 .000 .00 1 .0 - I - - I - - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 .346 .0098 .0054 .00 .56 1.07 .49 .013 .00 .00 j PIPE 1 I I 1 1 I 1 I I 1 I 1 1 1093.330 1557.690 .586 1558.276 2.40 3.75 .22 1558.49 .00 .59 1.46 1.500 .000 .00 1 .0 - I - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I WALL ENTRANCE { { 1 FILE: B1.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 3021 WATER SURFACE PROFILE LISTING Date: 8- 6 -2008 Time: 8:15:29 SIERRA LAKES PARKWAY AND SIERRA AVE., FONTANA ,CA REVISION OF LAT. "B -1" Q100 + + + + + + ++ Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip - I - - I - - I - - I - - I - - I - - i - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I SF Avel HF SE Dpth Froude NlNorm Dp "N" I X -Fa111 ZR (Type Ch I I I I i I I I I I I I I 1093.330 1557.690 .880 1558.570 2.40 .91 .01 1558.58 .00 .27 3.00 3.480 3.000 .00 0 EJ .0 -I- -I- -I- -I- -I- -I- -I- -t- -I- -I- -I- -I- -I- I- i H �10 7 7 0 APPENDIX C L 11 1 I� p STREET FLOW AND CATCH BASIN CALCULATIONS 7 n x**##**++*++**** xx*+#*******+*********** xxxxx * * + + + *xx * + * + # * *xxx * * * * * + + +xx +xx HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH (714) 521 -4811 FAX (714) 521 -4173 ---------------- - - - - TIME /DATE OF STUDY: 14:34 1/31/2008 --------------------------------------------------------------- xxxx * * * * # # # + + + + +x *x * * # # # #x DESCRIPTION OF STUDY k + + +xxxx *kxkkxxxxxxxxx * * ** * STREET FLOW CALCULATIONS * DEPTH OF FLOW AT CATCH BASIN #1 Foa Q rod k ## xkkxx********# k+ xxxx*****#*#+++ xx****### kxxx * * * * * * # + + + +x * * * * * * * * # + + + + + ++ >>>>STREETFLOW MODEL INPUT INFORMATION <<<< CONSTANT STREET GRADE(FEET /FEET) = 0.004800 CONSTANT STREET FLOW(CFS) = 2.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 52.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.021900 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.021900 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.17000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 10.57 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.75 PRODUCT OF DEPTH &VELOCITY = 0.70 n u 0 +++++++++ xxxxxxxxxxxxx++++ xxxxxxxxxx+++ xx++ xxxxxxx + + + +xx + + + + + + + + + + + + + + + + + + ++ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH (714) 521 -4811 FAX (714) 521 -4173 ----------- ---- - ---- TIME /DATE OF STUDY: 14:49 1/31/2008 + + + + + + + + + + + +xxxxx +xxxxxxx+ DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * *xxxx • STREET FLOW CALCULATIONS * DEPTH OF FLOW AT BASIN #2 • FOR Q100 ++++++++++ xxxx+ x++ x++++++++++ xxxxxxxx+ + + + + + + +xxxx + + + + + + + + + + + + + + + + + ++ >>>>CHANNEL INPUT INFORMATION <<<< CHANNEL Z1(HORIZONTAL /VERTICAL) = 38.00 Z2(HORIZONTAL /VERTICAL) = 50.00 BASEWIDTH(FEET) = 0.00 .� CONSTANT CHANNEL SLOPE(FEET /FEET) = 0.003000 UNIFORM FLOW(CFS) = 1.10 MANNINGS FRICTION FACTOR = 0.0150 - - -- NORMAL - DEPTH - FLOW - INFORMATION ------------------------------------------ >>>>> NORMAL DEPTH(FEET) = 0.16 FLOW TOP- WIDTH(FEET) = 13.93 FLOW AREA(SQUARE FEET) = 1.10 HYDRAULIC DEPTH(FEET) = 0.08 FLOW AVERAGE VELOCITY(FEET /SEC.) = 1.00 UNIFORM FROUDE NUMBER = 0.625 PRESSURE + MOMENTUM(POUNDS) = 5.76 AVERAGED VELOCITY HEAD(FEET) = 0.015 ` SPECIFIC ENERGY(FEET) = 0.174 CRITICAL-DEPTH FLOW INFORMATION: CRITICAL FLOW TOP- WIDTH(FEET) = 11.64 CRITICAL FLOW AREA(SQUARE FEET) = 0.77 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.07 CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 1.43 do CRITICAL DEPTH(FEET) = 0.13 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5.16 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.032 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.164 i C r i * xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx* x* xxx*** * * * * * * * * *x * *xxxxxxxxxxxxx * *xxxx HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 ---------------- - - - - PH (714) 521 -4811 FAX (714) 521 -4173 TIME /DATE OF STUDY: 14:39 1/31/2008 * * * * * * * * *x * *xxxxxxxxx * * * ** DESCRIPTION OF STUDY * * * * * * * xxxxxxxx * * *xxx *xxxx • STREET FLOW CALCULATIONS * DEPTH OF FLOW AT CATCH BASIN #3 • FOR Q100 xx******** xxxxxxxxxxxxxxx**** xxxxxxxxxxxxx* * * * *x *xxxxxx * * * * * * * * * * * * * * *x * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< CONSTANT STREET GRADE(FEET /FEET) = 0.003600 CONSTANT STREET FLOW(CFS) = 0.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 8.15 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 4.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.021700 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.021700 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.17000 FLOW ASSUMED TO FILL STREET - ON - ONE SIDE, AND - THEN SPLITS - - - - -- - - STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.26 ' HALFSTREET FLOOD WIDTH(FEET) = 4.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.11 PRODUCT OF DEPTH &VELOCITY = 0.29 r i 7 i PROP. NORTH R/W 61' C/L SOUTH 8.15' I 0100 =2.4 CFS DEPTH OF FLOW =0.4' ELEV= 1561.19 TC SS =O�_ 8" CURB S� _0,02 — 0100 =0.4 CFS DEPTH OF FLOW =0.26' I V= 0.1562.09 TC 8" CURB J BASIN 1 LJ C4 o ao r L C ATCH C4 U CATCH BASIN /3 to n tn t o Ln ^� to II L n L > J I J � TYPICAL SECTION SIERRA LAKES PARKWAY AT CATCH BASIN-1 AND 3 NTS Thienes Engineering ® OWL DWNE MA(G • LAND SURVOING 14349 RRE37LWE BLVD. LA ® Ph(yff 911 FAX�71f)MI- 173 TYPICAL CROSS SECTION SIERRA LAKES PARKWAY NORTH C/L SOUTH PROP. R/W 53.5' 12' 28.9' 10' 12' 0100 =1.1 US DEPTH OF FLOW =0.16' ELEV = 1560.70 TG S� 0.02 S- 0.0217 S M U C-4 Lo C14 to � Ln Z II II J e 11 W J W W = W U TYPICAL SECTION SIERRA LAKES PARKWAY AT CATCH BASIN-2 NTS T O Thienes Engineering CM DWNEMA(G • uNV SURVEYING TYPICAL CROSS SECTION IA c FO H SIERRA LAKES PARKWAY M(r4)Ml FMP14)MI -4 H H-11 Ll CATCH BASIN CALCULATIONS CATCH BASIN #1 AT NODE 11: CURB OPENING CATCH BASIN h = Height of basin opening = 0.67' H = Maximum depth of ponding = 0.83' H/h = 0.83'/0.67' = 1.24 Use Table "L" to yield 2.3 CFS/L.F. Q(100) at Node 11 = 2.4 CFS Minimum length of opening = 2.4 CFS = 1.1' 2.3 CFS/L.F. Length of opening recommended = 3.5' Maximum capacity of basin = 8 CFS O.K. CATCH BASIN #2 AT NODE 21: GRATING CATCH BASIN 24" X 36" grated catch basin Q/P = 3.0(H) 3/2 Q = Flow Rate P = Perimeter = 10' H = Depth of ponding at grate = 0.9' maximum assumed at TC. Qmax = 3.0(P)(H) = 3.0(10')(0.9') 312 = 25.61 CFS Assume 50% clogging => 12.8 CFS Q100 at Node 11 is 1.1 CFS <_ 12.8 CFS O.K. c a N CATCH BASIN #3 AT NODE 31: CURB OPENING CATCH BASIN h = Height of basin opening = 0.67' H = Maximum depth of ponding = 0.83' H/h = 0.83'/0.67' = 1.24 Use Table "L" to yield 2.3 CFS/L.F. Q(ioo) at Node 11 = 2.4 CFS Minimum length of opening = 2.4 CFS 2.3 CFS/L.F. Length of opening recommended = 3.5' Maximum capacity of basin = 8 CFS O.K. = 1.1' 1 4 /1eiph/ of O, ew;l9 Gtl , n /P' 0/ _ J th Lh Lh n� ti Co�ovcl/� der /vo/ of /en9/rs of oac�iii j (Q /Z in C. I -f ,ocn hoof i L I O O 0 0 to W n a 03 N �u 6\ �� •f rn cb ° ' M i l t �'l�l�l�t,t� t ( i( l � I . .l. o AS IN • rn� Ro /io of d o /JS of o/ vvEniis, /v 1,e,1gAl1 of cacnino ///h) /l /. V I it Fl-� APPENDIX D I REFERENCE MATERALS C 0 u n n Fl- c e c n 4; c e c n 4; Protection Condition Unrestricted Trench Width Trench Condition Trench Width = O.O. t 20 Inches ORANGE COUNTY FLOOD CONTROL DISTRICT DATA DESIGN DENSITY= 110 pcf D — LOA TABLE LOAD FACTOR = 1.8 FOR REINFORCED CONCRETE PIPE LIVE LOAD - H 20 - S 16 - 44 TRUCK 1972 I OF I ST -29 ORANGE COUNTY FLOOD CONTQ0L D.ST -IET PIPE DEPTH OF COVER IN FEET PIPE SIZE - 12 15 i8 11 1750 1500_ 12 2000 7750 13 2000 1750 14 2000 1750 15 2250 2000 7750 - _ _ 16 1 2250 2000 i 1750 � 17 2250 2000 17 50 18 2250 2 000 19 , 2250 ' 200 � 20 2250 2000 ------ -- --- 21 2250 2000 - -- 22 2250 2000 23 2500 2250 000 24 2500 2250 25 2500 2250 _ PIPE SIZE 12 _ 15 18 _- 21 21 1500 1500_ -- � -_. - -� 24 1750 6 2000 1500 10 2500 1750 - -° - --- --- ETE __L 2000 - --- 24 27 30 1250 ----- 1500_ - -- 1500 - - -- - - - -� 1400 - -- --` 150 0 --_ _ — -- - - --- 1600 -- -- 7700 1750 MIT -- •- --• -�--- 1700 `-- -- � -- 1750 1800 ---- --- 1800 --- --r —� 1900 - - -- 7900 _ 2000 27 1900 _ 30 - 33 36 yg 33 - 36 39 1200 1250 1300 -- -- 7300 -- 14 42 5 48 1200 _ -- -- — - -. - -- 7600 -- - — -- -- -_ ---- - -- - --- -- - - -- 7800 1500 27 . - -- 17so - xF ...45 - 1250 - -- � St 1100 30 -- - --- - -- --- -- _. 51 57 _.— --- -- - * - --- 1750 - -_ _- 57 60 - - 1300 - 33 36 1450 1500 __ - 63 1150 1250 - 1650 1500 93 39 1600 60 1750 1300 1850 1950 63 1100 1 300 1600 � 42 1500 1400 1300 1200 � yg� 45 — - - ... -- --- - -- - -- 1100 1000 69 72 _ 1400 42 _ 48 1550 - - -- -- -• -- --- -•--- - --- - --- -- - - -- -- - - -- 75 1050 1200 - -- 1 350 78 _ -- 1200 _..- -- °- ___ - --•-- - - -- - - -. - -- - -- - - -- 1300 75 - -- - S4 1200 11 78 1 84 - -- 2 et 1950 84 - -•- - - -- - - --- - -- - -- - -- - 1000 0 - 1100 93 1400 -- 1900 _ 93 950 950 - --- 850 1250 63 102 _1150 1050 • -- -- -- ._._.... 950 02 f 108 — 1100 -- --.. -.- � 08 66 _ 72 1300 1200 1100 1200 1350 69 75 350 - 1000 -- -- -- - -- 800 -- 900 1050 72 78 1250 - -1300 78 B1 400_ fl 84 _ _ 1150 --- - - - - - -- 1150 9t B7 1450 _1300 — 7000 84 97 -- 90 - - -- � -- '- 1250 90 93 1200 1050 900 -- - -- — — 96 1500 13 50 -- - -- -_ 1100 f 02 1550 _- - �O8 f OB 1400 ORANGE COUNTY FLOOD CONTQ0L D.ST -IET PIPE DEPTH OF COVER IN FEET PIPE SIZE - 12 15 i8 11 1750 1500_ 12 2000 7750 13 2000 1750 14 2000 1750 15 2250 2000 7750 - _ _ 16 1 2250 2000 i 1750 � 17 2250 2000 17 50 18 2250 2 000 19 , 2250 ' 200 � 20 2250 2000 ------ -- --- 21 2250 2000 - -- 22 2250 2000 23 2500 2250 000 24 2500 2250 25 2500 2250 _ PIPE SIZE 12 _ 15 18 _- 21 21 1500 1500_ -- � -_. - -� 24 1750 6 2000 1500 10 2500 1750 - -° - --- --- ETE __L 2000 - --- 24 27 30 1250 ----- 1500_ - -- 1500 - - -- - - - -� 1400 - -- --` 150 0 --_ _ — -- - - --- 1600 -- -- 7700 1750 MIT -- •- --• -�--- 1700 `-- -- � -- 1750 1800 ---- --- 1800 --- --r —� 1900 - - -- 7900 _ 2000 27 1900 _ 30 - 33 36 yg 33 - 36 39 1200 1250 1300 -- -- 7300 -- 14 42 5 48 1200 _ -- -- — - -. - -- 7600 -- - — -- -- -_ ---- - -- - --- -- - - -- 7800 1500 27 . - -- 17so - - - -- ...45 - 1250 - -- � St 1100 30 -- - --- - -- --- -- _. 51 57 _.— --- -- - * - --- 1750 - -_ _- 57 60 - - 1300 - 33 36 1450 1500 __ - 63 1150 1250 - 1650 1500 93 39 1600 60 1750 1300 1850 1950 63 1100 1 300 1600 � 42 1500 1400 1300 1200 � yg� 45 — - - ... -- --- - -- - -- 1100 1000 69 72 _ 1400 42 _ 48 1550 - - -- -- -• -- --- -•--- - --- - --- -- - - -- -- - - -- 75 1050 1200 - -- 1 350 78 _ -- 1200 _..- -- °- ___ - --•-- - - -- - - -. - -- - -- - - -- 1300 75 - -- - S4 1200 11 78 1 84 - -- 2 et 1950 84 - -•- - - -- - - --- - -- - -- - -- - 1000 0 - 1100 93 1400 -- 1900 _ 93 950 950 - --- 850 1250 63 102 _1150 1050 • -- -- -- ._._.... 950 02 f 108 — 1100 -- --.. -.- � 08 PIPE DEPTH OF COVER IN FEET PIPE SIZE 1 1.25 1.5 1.75 2 3 { S 6 7 t2 - 2000 2000 _15_ 1500 1 500 1250 1250 1250 i500 1750 6 2000 9 2250 10 2500 SIZE 12 15 _ CONC ETE C NCRE 1000 1500 1750 2000 225p 16 -- 18 BAC I 1500 l�AC FILL 1250 1000' - - -- 1250 ' - - r - - -_ 2000 18 21 1750 21 2 {� _ 24 _ - - -- 1500 1500 1000 1500 27 . ......_— 2000 — 17so - - - -- - 1250 -= 27 30 --__. 1750 30 - * - --- 1750 7500 --- -- - - - 33 36 - � 1250 _ 1000 - _ - 1500 93 39 1600 1500 1400 1300 1100 1100 1 300 1600 � 42 1500 1400 1300 1200 � yg� 45 1400 1200__ 1100 1000 _ 1400 42 _ 48 1300 - 1300 - -- 1200 4S 51 _ 1200 1100 1000 - - -- - -- - 1300 1500 4g S1 S4 1200 11 57 - -•- -- ...._— 800 900 54 -- - 1000 0 - 1100 1400 57 60 - 63 _ _ 950 950 850 1250 63 - 66 _1150 1050 950 69 1250 � 66 _ 72 1300 1200 1100 1200 1350 69 75 350 - 1000 -- -- -- - -- 800 -- 900 1050 72 78 1250 - -1300 78 B1 400_ fl 84 _ _ 1150 --- - - - - - -- 1150 9t B7 1450 _1300 — 7000 84 97 -- 90 - - -- � -- '- 1250 90 93 1200 1050 900 -- - -- — — 96 1500 13 50 -- - -- -_ 1100 f 02 1550 _- - �O8 f OB 1400 H L u n n u I pl H-1 u C r APPENDIX E HYDROGY MAPS it # � BASIN 13 3 =0.3 CFS I 0100 =0.4 CFS Tc =7.8 MIN. ELEV = 1561.39 FL ' ELEV = 1556.81 INV I W =3' V =4.83' ( D �CATC H BASIN 1 ' 025 =2.0 CFS 0100 =2.4 CFS Tc =6.2 MIN. ELEV = 1560.52 FL ELEV = 1556.78 INV W =3.5' V =4.38' s ■ I Fo . 50 R/W 1 � ' 10 A v n / j W jp 1 f � I I ;1} I 1C 0 ' S2 a b i 03 - - - - - - - - - - - - - - - - - - - - - - - - _- - - - - -- - - - - -- - - - -- �{ y r• »ry 1 0100 =3.7 CFS f , ELEV= 1554 INV VICINITY MAP N.T.S. �0-r- 0 20 40 80 120 SCALE:1 " =40' LLa M i W 1561.04 FL H f r 1 � � I I CATCH BASIN /2 21 025 =0.9 CFS 0100 =1.1 CFS ELEV = 1 MIN. ELEV= 1560.70 FL ELEV = 1556.88 INV W =2.12' V =3.12' 0100 =3.7 CFS 32 Tc =6.5 MIN. ui ELEV= 1556.70 INV R/W UNE 00 Q ELEV= 1561.06 20 W W 1, C-) - Q 10.1 CFS LEGEND SUBAREA BOUNDARY 1.00 AC. SUBAREA AREA 100 NODE NUMBER 1 HYDRAULIC NODE REACH DRAINAGE FLOW ■ I Fo . 50 R/W 1 � ' 10 A v n / j W jp 1 f � I I ;1} I 1C 0 ' S2 a b i 03 - - - - - - - - - - - - - - - - - - - - - - - - _- - - - - -- - - - - -- - - - -- �{ y r• »ry 1 0100 =3.7 CFS f , ELEV= 1554 INV VICINITY MAP N.T.S. �0-r- 0 20 40 80 120 SCALE:1 " =40' LLa M i W 1561.04 FL H f r 1 � � I I CATCH BASIN /2 21 025 =0.9 CFS 0100 =1.1 CFS ELEV = 1 MIN. ELEV= 1560.70 FL ELEV = 1556.88 INV W =2.12' V =3.12' 0100 =3.7 CFS 32 Tc =6.5 MIN. ui ELEV= 1556.70 INV R/W UNE 00 Q ELEV= 1561.06 20 W W 1, C-) - Q 10.1 CFS