The URL can be used to link to this page

Home My WebLink AboutSierra Lakes Park3 h W im 0 y pa 5 9 SIERRA LAKES PARK Sierra Lakes Parkway . & Catawba Avenue CITY OF FONTANA DRAINAGE STUDY Revised October 16, 2001 Reference 826-1180 Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 l� l ar aroneers ate R.C.E.61183 Exp- 9/30/05 Q�pF ESS/p,� t�0 '�\OM,gs CO U-1 No. 62183 U) m *Exp.g"3v sly CIV1N- SOF rauF� CONTENTS SECTION TITLE A DISCUSSION Vicinity Map �r Index Map Q QI00 HYDROLOGY W CA TCH BASIN SIZING See Summary in DISCUSSION H STORM DRAIN HYDRA ULICS 6z Pipe Sizing Spreadsheet (for Parksite — PVC/HDPE) Line A & Lateral A-1 Lateral CT -6F & 61 (Caltrans) Line D zz R REFERENCES & MAPS Soils Map (from San Bernardino County Hydrology Manual) es a Isohyetal Map (from San Bernardino County Hydrology Manual) zz Drainage System Outlet Reference Drawings .a.e Hydrology Maps W h. F DISCUSSION The purpose of this study is to size the storm drain system serving the proposed Sierra Lakes Soccer Park, future residential development, and future park sites, all located in the southwest region of the Sierra Lakes Specific Plan. The subject area is bounded by Catawba Avenue on the west, Curtis Avenue to the north, P" Citrus Avenue along the easterly boundary, Sierra Lakes Parkway and Route 210 to south, W in the City of Fontana, County of San Bernardino, California. *% The subject area encompasses approximately 58 acres. Surface runoff generally flows in a lk southerly direction, with no significant tributary off-site area (Curtis Avenue cuts off areas to the north, which are tributary to a point of connection at Knox Avenue, and there is a system in Citrus Avenue taking those flows into the Sierra Lakes Infiltration System). Iwr so However, until future storm drain improvements are constructed (the "Knox" system), and with Curtis Avenue being built (with this project), flows on the west side of Citrus Avenue to will turn westerly onto Curtis Avenue and onto the future residential property. The predeveloped hydrology (predeveloped meaning prior to the residential development to the west) includes the half -width of Citrus Avenue as tributary. Note that the predeveloped condition does not exceed the ultimate developed condition, so the ultimate condition ._ controls. The drainage system is designed to convey the 100 -year event by means of street and pipe flow (flow depth not to exceed the street right-of-way). A system of drainage inlet grates and plastic drainpipe (PVC and HDPE) collect runoff from the soccer fields and other park facilities. These drainpipes were sized using Manning's equation (see chart in the "Hydraulics" Section). There are four (small) catch basins located in the parking areas to collect the nominal runoff. The park system (Line B) connects to a proposed RCP mainline storm drain (Line A). Line A is to discharge into an existing CALTRANS RCP located in the cul-de-sac at the southern end of Catawba Avenue. The two existing (CALTRANS) catch basins handle street flow, including the south side of Sierra Lakes Parkway (from Citrus Avenue), and Catawba Avenue south of Sierra Lakes Parkway. A lateral with a CMP riser (Line D) is proposed to handle runoff from the undeveloped area just west of the park (future single-family residential). The lateral (and Line A) is sized for the ultimate developed condition. An existing lateral and riser (CT6I, CALTRANS) picks up existing runoff from the developed and undeveloped park areas to the south of Sierra Lakes Parkway and east of r Catawba Avenue. 0 0 J:\826-1180\storm\HYD-MAP.dwg, 09/17/2001 08:18:26 AM, ats 6m �o DUNCAN j .41 CYN. RD. w Q w Z w w LLI Q w Q �a w ch W U w SUMMIT I AVENUE m PROJECT LOCATION Q N wr�, Z C 1 L) U j SI 1"7 A wKES U U PARKWAY O (n D > HIGHLAND AVENUE N Q w w m BA ELINE AVENUE s r NTS r MADOLE do ASSOCIATES, INC. S R A IAKEj'' PARK cONSUL7m cm Damn AND LAND PLANNERS r 0 VICINITY MAP (NON) 948-1311 J:\826-1180\storm\HYD-MAP.dwg, 09/17/2001 08:18:26 AM, ats 6m b to c*4 N in Ell IS AVENUE ----------------------- I hi FUTURE SINGLE—FAMILY I RESIDENTIAL z LATERAL A-1 LINE- D_ FUTURE LINE A PARK rEX. CT6F -EX. CT61 EX. CALTRANS SOCCER PARK z gim u /-LINE Ell 111111 MAMIS11 AssocuTm, n4c. SIERRA RA IMPAW cotammm am me Vm PW#m JOWI CWJM S11W1 SM 107 PAICW CUCMX*M% CA 91730 INDEX M" (ON) 948-1311 tsu\siorm\rlyLj-mAP.aWq, I U/1 (j/ZUUI Ub:Z1:JZ AM 0 W h r ilm Q 100 HYDROLOGY 10/15/01 Q-1 d RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: on MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE im 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole@madolerc.com ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++++++++ * SIERRA LAKES - PA 27/28 * TRIBUTARY TO CATAWBA / CALTRANS RCP @ 210 * Q100 FINAL HYDROLOGY FILE NAME: SL-PARK.DAT TIME/DATE OF STUDY: 17:15 10/15/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 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) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* wn► *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) go *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* km *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ISI >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 ELEVATION DATA: UPSTREAM(FEET) = 67.00 DOWNSTREAM(FEET) = 65.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.380 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.996 10/15/01 Q-2 fJw SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc iw LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 0.90 0.98 0.85 32 12.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.57 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 61.40 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.00 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.57 PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 13.44 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE TC(MIN) = 13.44 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.804 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 2.20 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) 5.89 EFFECTIVE AREA(ACRES) = 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 8.30 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 401 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.44 on * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.804 SUBAREA LOSS RATE DATA(AMC II): iw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN li1�1 PUBLIC PARK A 1.30 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.48 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 11.78 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< ww Yr 10/15/01 Q-3 Mr 0 >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< AA ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM(FEET) = 52.00 FLOW LENGTH(FEET) = 104.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES IN PIPE -FLOW VELOCITY(FEET/SEC.) = 10.29 io ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.78 PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 13.60 on LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 714.00 FEET. JAis FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 13.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.776 f/ SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS so LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.10 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 w SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 11.94 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE TC(MIN) = 13.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.776 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.80 0.98 0.85 32 on SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 �II SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.12 EFFECTIVE AREA(ACRES) = 5.30 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 14.06 ow **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE TC(MIN) = 13.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.776 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 1.20 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.18 EFFECTIVE AREA(ACRES) = 6.50 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 17.24 im 10/15/01 Q-4 ow w e FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) 46.90 FLOW LENGTH(FEET) = 345.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.85 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.24 PIPE TRAVEL TIME(MIN.) = 0.65 TC(MIN.) = 14.25 to LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1059.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE TC(MIN) = 14.25 60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672 SUBAREA LOSS RATE DATA(AMC II): 40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 6" PUBLIC PARK A 2.60 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 so SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.65 jm EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 of TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 23.28 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.25 A * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672 SUBAREA LOSS RATE DATA(AMC II): i1m DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN qp PUBLIC PARK A 1.30 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 io SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.33 an EFFECTIVE AREA(ACRES) = 10.40 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.85 ifs TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 26.61 go ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ------------------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 46.90 DOWNSTREAM(FEET) = 41.60 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.38 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.61 10/15/01 Q-5 _0 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.38 00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1173.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ----------------------------------------- ---------------------------------- to >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE TC(MIN) = 14.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.653 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 1.50 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 !fin SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.81 EFFECTIVE AREA(ACRES) = 11.90 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 11.90 PEAK FLOW RATE(CFS) = 30.25 tw FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- A >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 41.60 DOWNSTREAM(FEET) = 38.50 �e FLOW LENGTH(FEET) = 342.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES iw PIPE -FLOW VELOCITY(FEET/SEC.) = 8.60 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 on PIPE-FLOW(CFS) = 30.25 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 15.04 No LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1515.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 15.04 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.555 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 2.10 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 so SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.15 4w EFFECTIVE AREA(ACRES) = 14.00 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 No TOTAL AREA(ACRES) = 14.00 PEAK FLOW RATE(CFS) = 34.36 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 �11A ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< -------------------------------- po ELEVATION DATA: UPSTREAM(FEET) = 38.50 DOWNSTREAM(FEET) = 30.10 FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.013 Oli DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.12 am �Irr 10/15/01 Q-6 irr A� ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 MR PIPE-FLOW(CFS) = 34.36 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 15.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1668.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 15.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.534 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 1.20 0.98 0.85 32 on SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.92 EFFECTIVE AREA(ACRES) = 15.20 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) = 37.01 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ o1 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- ift >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< pm TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Im TIME OF CONCENTRATION(MIN.) = 15.19 RAINFALL INTENSITY(INCH/HR) = 3.53 mo AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 f' AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 15.20 TOTAL STREAM AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.01 +++++++++++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++++++++++ IA FLOW PROCESS FROM NODE 17.10 TO NODE 17.20 IS CODE = 21 ---------------------------------------------------------------------------- im >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 325.00 ELEVATION DATA: UPSTREAM(FEET) = 1550.50 DOWNSTREAM(FEET) = 1541.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.050 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.528 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 1.20 0.98 0.85 32 10.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 PR SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.00 FLOW PROCESS FROM NODE 17.20 TO NODE 17.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10/15/01 Q-7 rJ -0 MAINLINE Tc(MIN) = 10.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.528 iw SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.50 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 4" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.66 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.66 **************************************************************************** FLOW PROCESS FROM NODE 17.20 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- vo >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< X11 >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1536.50 DOWNSTREAM(FEET) = 1530.10 pa FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.013 lkv DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.91 40 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.66 iod PIPE TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 11.06 LONGEST FLOWPATH FROM NODE 17.10 TO NODE 17.00 = 745.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- ow >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 One CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.06 RAINFALL INTENSITY(INCH/HR) = 4.27 AREA -AVERAGED FM(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 �q PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.66 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 37.01 15.19 3.534 0.97( 0.83) 0.85 15.2 10.00 2 5.66 11.06 4.275 0.97( 0.83) 0.85 1.7 17.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** pm STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE iw 1 40.00 11.06 4.275 0.97( 0.83) 0.85 12.8 17.10 2 41.46 15.19 3.534 0.97( 0.83) 0.85 16.9 10.00 po COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: im PEAK FLOW RATE(CFS) = 41.46 TC(MIN.) = 15.19 EFFECTIVE AREA(ACRES) = 16.90 AREA -AVERAGED Fm(INCH/HR) = 0.83 an 10/15/01 Q-8 w AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 16.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1668.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< 40 ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 30.10 DOWNSTREAM(FEET) = 28.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.32 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.46 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 15.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1718.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 40 MAINLINE Tc(MIN) = 15.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.527 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR). (DECIMAL) CN PUBLIC PARK A 1.30 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.16 EFFECTIVE AREA(ACRES) = 18.20 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 18.20 PEAK FLOW RATE(CFS) = 44.20 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- pa >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 28.00 DOWNSTREAM(FEET) = 22.80 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.25 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.20 PIPE TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 15.76 iw LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 2068.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN -STREAM MEMORY<<<<< 10/15/01 m A1A r. **************************************************************************** I FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 790.00 ELEVATION DATA: UPSTREAM(FEET) = 66.00 DOWNSTREAM(FEET) = 54.00 4m Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.963 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.887 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.90 0.98 0.50 32 12.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 _SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 8.87 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 8.87 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- 40 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< so MAINLINE Tc(MIN) = 12.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.887 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Aw RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 jW SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 an SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.12 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 14.99 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STREET TABLE SECTION # 1 USED)<< <<< UPSTREAM ELEVATION(FEET) = 54.00 DOWNSTREAM ELEVATION(FEET) = 45.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 m **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: �i STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 18.61 10/15/01 Q-10 p+ im AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.40 on PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.92 STREET FLOW TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 13.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.714 SUBAREA LOSS RATE DATA(AMC II): on DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS im LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 9.00 EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 po AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 im TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 23.23 END OF SUBAREA STREET FLOW HYDRAULICS: OR DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 19.98 im FLOW VELOCITY(FEET/SEC.) = 5.61 DEPTH*VELOCITY(FT*FT/SEC.) = 3.19 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1120.00 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: po TIME OF CONCENTRATION(MIN.) = 13.98 RAINFALL INTENSITY(INCH/HR) = 3.71 im AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 am AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 8.00 IN TOTAL STREAM AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.23 an w FLOW PROCESS FROM NODE 121.00 TO NODE 120.00 IS CODE = 21 ---------------------------------------------------------------------------- on >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 970.00 an ELEVATION DATA: UPSTREAM(FEET) = 65.00 DOWNSTREAM(FEET) = 45.00 bi TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.238 go * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.838 SUBAREA Tc AND LOSS RATE DATA(AMC II): IN DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 400 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.20 0.98 0.50 32 13.24 im SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 9.65 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 9.65 **************************************************************************** w FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< 10/15/01 Q-11 E e pm im w COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.53 Tc(MIN.) = 13.98 EFFECTIVE AREA(ACRES) = 11.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1120.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 39.00 DOWNSTREAM(FEET) = 32.30 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.98 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.53 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 14.82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1620.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.587 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.10 0.98 0.50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 10/15/01 Q-12 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.24 RAINFALL INTENSITY(INCH/HR) = 3.84 w1 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.20 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.65 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 23.23 13.98 3.714 0.98( 0.49) 0.50 8.0 100.00 2 9.65 13.24 3.838 0.98( 0.49) 0.50 3.2 121.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. pw ** PEAK FLOW RATE TABLE ** Im STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.49 13.24 3.838 0.98( 0.49) 0.50 10.8 121.00 04 2 32.53 13.98 3.714 0.98( 0.49) 0.50 11.2 100.00 E e pm im w COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.53 Tc(MIN.) = 13.98 EFFECTIVE AREA(ACRES) = 11.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1120.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 39.00 DOWNSTREAM(FEET) = 32.30 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.98 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.53 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 14.82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1620.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.587 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.10 0.98 0.50 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 10/15/01 Q-12 0 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 6.14 EFFECTIVE AREA(ACRES) = 13.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.40 PEAK FLOW RATE(CFS) = 37.39 OR im ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 40 1 37.51 14.07 3.700 0.98( 0.49) 0.50 13.0 121.00 im 2 37.39 14.82 3.587 0.98( 0.49) 0.50 13.4 100.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 37.51 Tc(MIN.) = 14.07 on AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 im AREA -AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 12.97 pa **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 im---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ---------------------- ELEVATION DATA: UPSTREAM(FEET) = 32.30 DOWNSTREAM(FEET) = 31.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 awl DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.39 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.51 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.12 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1660.00 FEET. **************************************************************************** OR FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.693 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.70 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.90 EFFECTIVE AREA(ACRES) = 14.67 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 on TOTAL AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS) = 42.33 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 pq---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ------------------------------------- �I11t ELEVATION DATA: UPSTREAM(FEET) = 31.00 DOWNSTREAM(FEET) = 29.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.24 Aw ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.33 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 1760.00 FEET. 10/15/01 Q-13 0 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.73 om EFFECTIVE AREA(ACRES) = 16.67 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 im TOTAL AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) = 47.78 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.672 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 17.47 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.90 PEAK FLOW RATE(CFS) = 50.07 **************************************************************************** pm FLOW PROCESS FROM NODE 150.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) = 22.80 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 36.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.07 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.26 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 19.00 = 1780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 11 I!A ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<< <<< X111 ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 50.07 14.26 3.670 0.98( 0.49) 0.50 17.5 121.00 10/15/01 Q-14 o■ we COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.02 Tc(MIN.) = 14.264 EFFECTIVE AREA(ACRES) = 34.18 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 36.10 40 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 2068.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 22.80 DOWNSTREAM(FEET) 21.50 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.02 PIPE TRAVEL TIME(MIN.) = 0.70 TC(MIN.) = 14.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 2408.00 FEET. 411 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- (w >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< AI'1 MAINLINE TC(MIN) = 14.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.567 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS OR LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.10 0.98 0.10 32 IN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 +I11# SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.56 EFFECTIVE AREA(ACRES) = 36.28 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 38.20 PEAK FLOW RATE(CFS) = 96.14 10/15/01 Q-15 im :Y 2 49.52 15.01 3.560 0.98( 0.49) 0.50 17.9 100.00 on LONGEST FLOWPATH FROM NODE 100.00 TO NODE 19.00 = 1780.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 43.49 11.63 4.147 0.97( 0.83) 0.85 14.1 17.10 2 44.20 15.76 3.457 0.97( 0.83) 0.85 18.2 10.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 2068.00 FEET. 4m ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE pm 1 90.46 11.63 4.147 0.98( 0.66) 0.67 28.3 17.10 2 94.02 14.26 3.670 0.98( 0.65) 0.67 34.2 121.00 3 93.59 15.01 3.560 0.98( 0.66) 0.67 35.3 100.00 4 92.06 15.76 3.457 0.98( 0.66) 0.68 36.1 10.00 pm TOTAL AREA(ACRES) = 36.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.02 Tc(MIN.) = 14.264 EFFECTIVE AREA(ACRES) = 34.18 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 36.10 40 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 2068.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 22.80 DOWNSTREAM(FEET) 21.50 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.02 PIPE TRAVEL TIME(MIN.) = 0.70 TC(MIN.) = 14.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 2408.00 FEET. 411 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- (w >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< AI'1 MAINLINE TC(MIN) = 14.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.567 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS OR LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.10 0.98 0.10 32 IN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 +I11# SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.56 EFFECTIVE AREA(ACRES) = 36.28 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 38.20 PEAK FLOW RATE(CFS) = 96.14 10/15/01 Q-15 im t FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.96 RAINFALL INTENSITY(INCH/HR) = 3.57 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 EFFECTIVE STREAM AREA(ACRES) = 36.28 TOTAL STREAM AREA(ACRES) = 38.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.14 FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- !q >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 690.00 ELEVATION DATA: UPSTREAM(FEET) = 72.80 DOWNSTREAM(FEET) = 65.60 IN Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.345 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.450 PR SUBAREA TC AND LOSS RATE DATA(AMC II): im DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.80 0.98 0.10 32 10.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.13 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 3.13 FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 62 pq---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STREET TABLE SECTION # 1 USED)<< <<< pm ---------------------------------------------------- UPSTREAM ELEVATION(FEET) = 65.60 DOWNSTREAM ELEVATION(FEET) = 61.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 !w DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 am SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 is Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 go **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 A110 HALFSTREET FLOOD WIDTH(FEET) = 12.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 4.93 TC(MIN.) = 15.28 10/15/01 Q-16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.522 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.54 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 12.93 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 20.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 61.00 DOWNSTREAM ELEVATION(FEET) = 29.70 STREET LENGTH(FEET) = 1280.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 - OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 5.63 Tc(MIN.) = 20.91 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.918 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.10 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.79 EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 11.90 FLOW VELOCITY(FEET/SEC.) = 3.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 20.00 = 2620.00 FEET. g --FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 i----------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< In iW A, 10/15/01 Q-17 7 i >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.91 RAINFALL INTENSITY(INCH/HR) = 2.92 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.09 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 92.72 12.33 4.005 0.98( 0.62) 0.63 30.4 17.10 1 96.14 14.96 3.567 0.98( 0.62) 0.64 36.3 121.00 1 95.71 15.70 3.464 0.98( 0.62) 0.64 37.4 100.00 1 94.20 16.46 3.368 0.98( 0.63) 0.64 38.2 10.00 2 6.09 20.91 2.918 0.98( 0.10) 0.10 2.4 200.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 97.70 12.33 4.005 0.98( 0.60) 0.61 31.8 17.10 2 101.51 14.96 3.567 0.98( 0.60) 0.61 38.0 121.00 3 101.17 15.70 3.464 0.98( 0.60) 0.62 39.3 100.00 4 99.76 16.46 3.368 0.98( 0.60) 0.62 40.1 10.00. 5 84.79 20.91 2.918 0.98( 0.60) 0.61 40.6 200.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 101.51 Tc(MIN.) = 14.96 EFFECTIVE AREA(ACRES) = 38.00 AREA -AVERAGED Fm(INCH/HR) = 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 40.60 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 20.00 = 2620.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< -->>>>>USING- COMPUTER -ESTIMATED -PIPESIZE-(NON-PRESSURE-FLOW)<<«<---------- ELEVATION DATA: UPSTREAM(FEET) = 21.50 DOWNSTREAM(FEET) = 3.30 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.44 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 101.51 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 15.71 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 21.00 = 3360.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE TC(MIN) = 15.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.464 SUBAREA LOSS RATE DATA(AMC II): 1� 10/15/01 Q-18 1rr 4 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.60 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.82 EFFECTIVE AREA(ACRES) = 38.60 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 41.20 PEAK FLOW RATE(CFS) = 101.51 pa NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE t **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.71 RAINFALL INTENSITY(INCH/HR) = 3.46 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.61 EFFECTIVE STREAM AREA(ACRES) = 38.60 TOTAL STREAM AREA(ACRES) = 41.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 101.51 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 34.50 DOWNSTREAM(FEET) = 22.00 FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< pa >>>>>TRAVELTIME THRU SUBAREA<<<<< -------------------------- ELEVATION DATA UPSTREAM(FEET) = 1522.00 DOWNSTREAM(FEET) = 1515.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0108 CHANNEL FLOW THRU SUBAREA(CFS) = 10.45 FLOW VELOCITY(FEET/SEC) = 2.62 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.06 Tc(MIN.) = 22.45 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1640.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- 10/15/01 Q-19 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.389 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.151 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 5.00 0.98 0.85 32 18.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 10.45 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 10.45 FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< pa >>>>>TRAVELTIME THRU SUBAREA<<<<< -------------------------- ELEVATION DATA UPSTREAM(FEET) = 1522.00 DOWNSTREAM(FEET) = 1515.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0108 CHANNEL FLOW THRU SUBAREA(CFS) = 10.45 FLOW VELOCITY(FEET/SEC) = 2.62 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.06 Tc(MIN.) = 22.45 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1640.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- 10/15/01 Q-19 3 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 22.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.795 SUBAREA LOSS RATE DATA(AMC II): pw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 8.60 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 15.22 EFFECTIVE AREA(ACRES) = 13.60 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) = 24.07 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 21.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA UPSTREAM(FEET) = 8.30 DOWNSTREAM(FEET) = 3.30 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 31.66 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.07 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 22.46 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 21.00 = 1655.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.46 RAINFALL INTENSITY(INCH/HR) = 2.79 AREA -AVERAGED Fm(INCH/HR) = 0.83 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 13.60 TOTAL STREAM AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 11111 ** CONFLUENCE DATA ** FLOW RATE TABLE STREAM Q Tc Intensity po STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 6 1 97.70 13.08 3.865 0.98( 0.59) 0.60 32.4 17.10 1 101.51 15.71 3.464 0.98( 0.59) 0.61 38.6 121.00 an 1 101.17 16.45 3.369 0.98( 0.59) 0.61 39.9 100.00 1 99.76 17.21 3.280 0.98( 0.60) 0.61 40.7 10.00 im 1 84.79 21.67 2.855 0.98( 0.59) 0.61 41.2 200.00 2 24.07 22.46 2.795 0.98( 0.83) 0.85 13.6 600.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 11111 * * PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 119.36 13.08 3.865 0.98( 0.63) 0.65 40.4 17.10 10/ 15101 Q-20 oft i1M **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.89 RAINFALL INTENSITY(INCH/HR) = 3.44 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 48.11 TOTAL STREAM AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 124.07 OR **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 im---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Pik >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 38.50 DOWNSTREAM(FEET) = 31.90 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.151 2 124.07 15.71 3.464 0.98( 0.64) 0.65 48.1 121.00 IIA1 3 123.95 16.45 3.369 0.98( 0.64) 0.66 49.8 100.00 4 122.74 17.21 3.280 0.98( 0.64) 0.66 51.1 10.00 5 108.73 21.67 2.855 0.98( 0.65) 0.66 54.3 200.00 6 106.59 22.46 2.795 0.98( 0.65) 0.67 54.8 600.00 w. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 124.07 TC(MIN.) = 15.71 EFFECTIVE AREA(ACRES) = 48.11 AREA -AVERAGED Fm(INCH/HR) = 0.64 In AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.65 im TOTAL AREA(ACRES) = 54.80 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 21.00 = 3360.00 FEET. 01 61 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 3.30 DOWNSTREAM(FEET) = 1.80 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.96 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 124.07 PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 15.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 22.00 = 3500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.89 RAINFALL INTENSITY(INCH/HR) = 3.44 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 48.11 TOTAL STREAM AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 124.07 OR **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 im---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Pik >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 38.50 DOWNSTREAM(FEET) = 31.90 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.151 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.853 wi SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.30 0.98 0.10 32 13.15 w. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.39 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.39 In im 10/15/01 Q-21 01 61 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 31.90 DOWNSTREAM ELEVATION(FEET) = 29.30 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 40 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 a A ku ml **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 22.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STREET TABLE SECTION # 1 USED)<< <<< --------------------------------------------------- UPSTREAM ELEVATION(FEET) = 29.30 DOWNSTREAM ELEVATION(FEET) = 12.70 STREET LENGTH(FEET) = 880.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.29 10/15/01 Q-22 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.01 pq STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.44 pt PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 15.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.514 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 �1 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.23 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.05 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1320.00 FEET. a A ku ml **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 22.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STREET TABLE SECTION # 1 USED)<< <<< --------------------------------------------------- UPSTREAM ELEVATION(FEET) = 29.30 DOWNSTREAM ELEVATION(FEET) = 12.70 STREET LENGTH(FEET) = 880.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.29 10/15/01 Q-22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.51 STREET FLOW TRAVEL TIME(MIN.) = 4.10 Tc(MIN.) = 19.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.049 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.12 EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 6.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.02 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 �1 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 22.00 = 2200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< wo TOTAL NUMBER OF STREAMS = 2 i" CONFLUENCE VALUES-USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.43 10 RAINFALL INTENSITY(INCH/HR) = 3.05 AREA-AVERAGED Fm(INCH/HR) = 0.10 im AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.64 ON ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER bo NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 119.36 13.27 3.833 0.98( 0.63) 0.65 40.4 17.10 !m 1 124.07 15.89 3.440 0.98( 0.64) 0.65 48.1 121.00 1 123.95 16.63 3.347 0.98( 0.64) 0.66 49.8 100.00 im 1 122.74 17.39 3.259 0.98( 0.64) 0.66 51.1 10.00 1 108.73 21.86 2.841 0.98( 0.65) 0.66 54.3 200.00 "a 1 106.59 22.65 2.781 0.98( 0.65) 0.67 54.8 600.00 2 6.64 19.43 3.049 0.98( 0.10) 0.10 2.5 300.00 go RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO io CONFLUENCE FORMULA USED FOR 2 STREAMS. i/ ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER pa NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 125.10 13.27 3.833 0.98( 0.61) 0.63 42.1 17.10 IN 2 130.22 15.89 3.440 0.98( 0.62) 0.63 50.2 121.00 3 130.21 16.63 3.347 0.98( 0.62) 0.63 52.0 100.00 ww 4 129.11 17.39 3.259 0.98( 0.62) 0.64 53.3 10.00 5 122.98 19.43 3.049 0.98( 0.62) 0.64 55.1 300.00 so 6 114.90 21.86 2.841 0.98( 0.62) 0.64 56.8 200.00 7 112.63 22.65 2.781 0.98( 0.63) 0.64 57.3 600.00 10/15/01 Q-23 Wa W 0 No im MIN ba pa ba ON bo mo • V ON 10/15/01 Q-24 iw COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 130.22 Tc(MIN.) = 15.89 EFFECTIVE AREA(ACRES) = 50.15 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 po TOTAL AREA(ACRES) = 57.30 iw LONGEST FLOWPATH FROM NODE 200.00 TO NODE 22.00 = 3500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< an ELEVATION DATA: UPSTREAM(FEET) = 1.80 DOWNSTREAM(FEET) = 0.10 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.54 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 130.22 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 15.91 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 23.00 = 3530.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 57.30 TC(MIN.) = 15.91 EFFECTIVE AREA(ACRES) = 50.15 AREA -AVERAGED Fm(INCH/HR)= 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 PEAK FLOW RATE(CFS) = 130.22 wo ** PEAK FLOW RATE TABLE ** so STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE so 1 125.10 13.29 3.829 0.98( 0.61) 0.63 42.1 17.10 2 130.22 15.91 3.437 0.98( 0.62) 0.63 50.2 121.00 ib 3 130.21 16.65 3.344 0.98( 0.62) 0.63 52.0 100.00 4 129.11 17.41 3.257 0.98( 0.62) 0.64 53.3 10.00 wo 5 122.98 19.45 3.047 0.98( 0.62) 0.64 55.1 300.00 6 114.90 21.88 2.839 0.98( 0.62) 0.64 56.8 200.00 7 112.63 22.67 2.779 0.98( 0.63) 0.64 57.3 600.00 END OF RATIONAL METHOD ANALYSIS No im MIN ba pa ba ON bo mo • V ON 10/15/01 Q-24 iw d 0, **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 �r Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - PA 27/28/PARK SITE STORM SYSTEM * CONNECTION TO CALTRANS SYS. AT CATAWBA so * PREDEVELOPED AREA (PA 27) FILE NAME: SL-PK-EX.DAT TIME/DATE OF STUDY: 15:47 10/15/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: In --*TIME-OF-CONCENTRATION MODEL* -- to USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 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 /R USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* me GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET 10 as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) 1N *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* iW *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.10 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< M1 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ----------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 2620.00 ELEVATION DATA: UPSTREAM(FEET) = 1641.00 DOWNSTREAM(FEET) = 1574.50 w 10/15/01 Q-25 it *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 1.50 0.0312 0.167 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0310 0.167 0.0150 me GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET 10 as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) 1N *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* iW *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.10 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< M1 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ----------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 2620.00 ELEVATION DATA: UPSTREAM(FEET) = 1641.00 DOWNSTREAM(FEET) = 1574.50 w 10/15/01 Q-25 it d !!11 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.767 up * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.595 SUBAREA Tc AND LOSS RATE DATA(AMC II): 40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 10 STREET FLOW TRAVEL TIME(MIN.) = 3.14 Tc(MIN.) = 17.91 COMMERCIAL A 3.90 0.98 0.10 32 14.77 ON SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 PW SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 to SUBAREA RUNOFF(CFS) = 12.27 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 12.27 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STREET TABLE SECTION # 1 USED)<< <<< UPSTREAM ELEVATION(FEET) = 1574.50 DOWNSTREAM ELEVATION(FEET) = 1565.20 STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 No DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 ON INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0198 ®w **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: up STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 19.80 pa AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.92 I STREET FLOW TRAVEL TIME(MIN.) = 3.14 Tc(MIN.) = 17.91 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.202 ON SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS to LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 !M SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 im SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.24 EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 13.13 � SII CO vi � ✓`�'/ r ✓� END OF SUBARE ST ET F W H e0 DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.65 FLOW VELOCITY(FEET/SEC.) = 3.65 DEPTH*VELOCITY(FT*FT/SEC.) = 1.91 im LONGEST FLOWPATH FROM NODE 0.10 TO NODE 2.00 = 3310.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< �s >>>>>TRAVELTIME THRU SUBAREA<< <<< ----------------------- ELEVATION DATA: UPSTREAM(FEET) = 1565.20 DOWNSTREAM(FEET) = 1536.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1290.00 CHANNEL SLOPE = 0.0226 10/15/01 Q-26 it CHANNEL FLOW THRU SUBAREA(CFS) = 13.13 ON FLOW VELOCITY(FEET/SEC) = 4.03 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.33 Tc(MIN.) = 23.24 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 3.00 = 4600.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 23.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.739 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS aw LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 19.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19.10 SUBAREA RUNOFF(CFS) = 32.29 ON EFFECTIVE AREA(ACRES) = 23.80 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.82 TOTAL AREA(ACRES) _ 23.80 PEAK FLOW RATE(CFS) = 43.46 A END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 23.80 TC(MIN.) = 23.24 iw EFFECTIVE AREA(ACRES) = 23.80 AREA -AVERAGED Fm(INCH/HR)= 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.82 No PEAK FLOW RATE(CFS) = 43.46 END OF RATIONAL METHOD ANALYSIS aft ho 10/15/01 Q-27 JOB MADOLE AND ASSOCIATES, INC. SHEET NO. DATE OF THE INLAND EMPIRE 10601 CHURCH STREET STE. 107 CALCULATED BY —DATE o RANCHO CUCAMONGA, CA 91730 CHECKED BY DATE PHONE (909) 948-1311 SCALE J C �GVu ! ti6 �fttica'f I c_ iw elff 10 4 pm f Pa ON L. �r t r �►, %i^t f' /tic iiG w s 7 �d .v yo y LA -1 0 A 0 3 0 14 09/17/01 CATCH BASIN SIZING CALCULATIONS 4 i "I IN p" 60 4 y 4m io PM oft to 00 ism P. Am 4 PM i1w STORM DRAIN HYDRAULICS 09/17/01 H-1 n MANNING'S EQUATION (N FOR TYPICAL PLASTIC PIPE) FOR PIPE SIZING N 0.009 (Q = FLOW AT "JUST" FULL CONDITION) pipe-flow.xls 1 So FDiameler (in) 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0.01 0.015 0.02 0.025 0.03 0.035 4 0.08 0.12 0.15 0.17 0.19 0.21 0.22 0.24 0.25 0.27 0.33 0.99 2.17 3.83 6.30 11.43 18.58 28.03 0.38 1.15 2.50 4.43 7.28 0.42 1.28 2.80 4.95 8.14 14.75 23.99 36.19 _ 0.46 -1.40 3.06 5.42 8.91 16.16 26.28 39.64 0.50 1.52 6 0.26 0.36 0.44 0.51 0.57 0.63 0.68 0.72 0.77 1.68 2.97 4.88 0.81 1.77 3.13 5.15 9.33 15.17 fU .89 0.67 8 0.56 0.79 0.97 1.12 1.25 1.37 1.48 1.58 3.31 5.86 9_.63 17.46 28.39 42.82 0.83 10 0.99 1.40 1.72 1.98 2.21 2.43 2.62 2.80 1 12 1.63 2.82 3.25 3.64 3.99_ 4.31 4.60 _2.30 1.25 15 2.95 4.17 5.11 5.90 6.60 7.23 7.81 8.35 8.85 14.39 21_.71 13.20 21.46 _ 32.37_ 1.5 18 4.80 6.79 8.31 9.60 10.73 11.75 12.69 13.57 1.75 21 7.24 10.24 12.54 14.48 16.18 17.73 19.15 20.47 2 24 10.33 14.61 17.90 20.67 23.11 25.31 27.34 29.23 31.0032.68 40.02 46.21 51.67 56.60 61.13 2.25 27 14.15 20.01 24.50 28.29 31.63 34.65 37.43 40.01 42.44 56.21 44.74 54.79 63_.27 83.79 70.73 93.68_ 77.48 102.62 83.69 2.5 30 18.74 26.50 32.4_5 37.47 41.89 45.89 49.57 52.99 59.25 72.56 110.84 2.75 33 24.16 34.16 41.84 48.32 54.02 59.17 63.91 68.33 72.47 76.39 93.56 ---------------- 118.00 108.04 136.25 120.79 -------- 1_52.33 132.32 --- 166.87 142.92 - - 3 36 30.47 43.09 52.77 60.93 68.13 74.63 80.61 86.17 91.40 ------ 96.34 -- 180.24 3.25 39 37.72 53.34 65.33 75.43 84.33 92.38 99.79 106.68_ 113.15_ 119.27 146.07 177.99 168.67 205.52 188.58 229.78 206.58 251.71 223.13 271.88 3.5 42 45.96 64.99 79.60 91.91 102.76 112.57 121.59 129.98----1-37.87 145.33 3.75 45 55.24 78.12 95.68 110.48 123.52 135.31 146.15 156.24 165.72 174.68 213.94 247.04 276.20 302.56 326.80 4 48 65.61 92.79 113.65 131.23 146.72 160.72 173.60 185.58 196.84 207.49 254.12 293.4_3 328.07 359.38 388.17 4.25 51 77.13 109.07 133.59 154.25 172.46 188.92 204.06 218.15 231.38 269.48 24_3.90 284.05 298.71 347.89 344.92_ 401.71 385.63 449.13 422.4_4 491.99 4_56.29 531.41 4.5 54 89.83 127.03 155.58 179.65 200.86 220.03 237.66 254.06 4.75 57 103.76 146.73 179.71 207.51 232.01 1 254.15 274.51 293.47 311.27 328.11 401.85 4_64.01 518.78 568.30 613.8_3 5 60 118.96 168.24 206.05 237.93 266.01 291.40 314.75 336.48 356.89 376.20 428.47 460.75 524.77 532.03 605.95 594.82 677.48 651.60 742.14 703.81 801.60 5.25 63 135.50 191.62 234.68 270.99 302.98 331.89 358.49 383.24 406.49 5.5 66 153.39 216.93 265.68 306.78 342.99 375.73 405.83 433.86 460.17 485.0_6_ 594.08 907.4_7 5.75 69 172.70 244.23 299.12 345.39 386.16 423.01 456.91 488.46 518.09 546.11 668.85 _685.99 772.32 8_65.14 _766.95-840.16 863.48 967.25 945.89 1059_.57 1021.68 6 72 193.45 273.58 335.07 386.90 432.57 473.85 511.82 547.16 58_0.35_ 611.7_4 749.23 7 84 291.81 412.68 505.42 583.61 652.50 714.78 772.05 825.35 875.42 1249.86 922.77 1130.16 1305.00 1863.18. 1459.03 2083.10 1598.29 2281.92 _1144.47 1726.35 8 96 416.62 589.19 721.61 833.24 931.59 11020.50 1102.27 1178.38 1317.4_7 161_3.56 2464.75 9 108 570.36 806.60 987.89 1140.71 1275.35 1397.08 1509.02 1613.21 1711.07 1803.62 2208.98 2550.71 -286-1-3-8-31-23.97 3374.27 (Q = FLOW AT "JUST" FULL CONDITION) pipe-flow.xls 1 I A [ ,1 I I a I I'. 1 9 1 F I r1 9 1 f '1 t 1 I I 11 E 1 t I U 1 9 1 9' l a. I FILE: A.WSW W S P G W - EDIT LISTING - Version 14.01 Date:10-16-2001 Time: 7:23:55 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 5.000 CD 2 2 0 .000 12.000 21.000 .00 CD 3 4 1 1.500 CD 4 4 1 3.000 CD 5 4 1 3.500 CD 6 2 0 .000 8.000 7.000 .00 CD 7 4 1 2.000 CD 8 4 1 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKES - PARK STORM SYSTEM HEADING LINE NO 2 IS - CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE A W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 815.050 1501.340 1 1509.020 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 842.200 1501.500 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 4 846.200 1501.830 1 2 0 .013 6.100 .000 1501.830 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 898.830 1502.360 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 947.530 1502.860 1 .013 199.993 13.952 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 987.280 1503.270 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1000.000 1504.650 5 3 8 .013 .001 22.600 1504.520 1504.220 -45.000 45.000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1601.920 1520.810 5 .013 .000 .000 .000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1653.690 1521.030 5 .013 .000 .000 .000 0 ELEMENT NO 10 IS A REACH 10/16/01 H-2 U/S DATA STATION INVERT SECT N 1739.870 1521.400 5 .013 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1745.520 1521.460 5 3 0 .013 7.500 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 1763.640 1521.500 5 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1837.890 1521.750 5 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 2092.870 1522.520 5 .013 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2101.230 1523.570 4 4 0 .013 49.800 ELEMENT NO 16 IS A REACH .000 .000 .000 0 U/S DATA STATION INVERT SECT N .000 1522.080 .000 -45.000 .000 2119.830 1526.420 4 .013 ELEMENT NO 17 IS A REACH RADIUS ANGLE ANG PT MAN H 11.536 U/S DATA STATION INVERT SECT N ANGLE ANG PT MAN H .000 2212.520 1526.970 4 .013 ELEMENT NO 18 IS A REACH 1029.548 * 14.190 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 U/S DATA STATION INVERT SECT N RADIUS ANGLE 2323.630 1527.630 4 .013 ELEMENT NO 19 IS A REACH MAN H .000 .000 .000 0 RADIUS U/S DATA STATION INVERT SECT N 6.395 .000 0 RADIUS 2386.250 1528.000 4 .013 ELEMENT NO 20 IS A REACH RADIUS ANGLE ANG PT MAN H 973.906 -3.684 .000 U/S DATA STATION INVERT SECT N MAN H 35.000 -92.492 .000 2442.750 1528.340 4 .013 PAGE NO 4 RADIUS ANGLE ANG PT MAN H W S P G W .000 .000 .000 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING ANG PT ELEMENT NO 21 IS A REACH 0 RADIUS ANGLE ANG PT MAN H .000 U/S DATA STATION INVERT SECT N ANGLE ANG PT MAN H .000 * 2451.540 1528.370 4 .013 ELEMENT NO 22 IS A REACH .000 -25.000 .000 U/S DATA STATION INVERT SECT N 2481.100 1529.040 4 .013 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N 2501.410 1529.450 4 .013 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N 2508.250 1529.590 4 .013 ELEMENT NO 25 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2514.010 1529.700 4 7 0 .013 10/16/01 H-3 * Q3 41.300 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 PAGE NO 3 Q4 * * INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1522.080 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 11.536 89.995 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 1029.548 * 14.190 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1522.820 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 830.452 6.395 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 973.906 -3.684 .000 0 RADIUS ANGLE ANG PT MAN H 35.000 -92.492 .000 0 PAGE NO 4 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 22.500 75.274 .000 0 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 1530.090 .000 -25.000 .000 l l t. I t i t 1 F I It I I I I i f l 1-1 1 1 [ I Ir l ff- I IF 'i f. I F I RADIUS ANGLE .000 .000 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2536.750 1530.160 4 .013 14.478 89.993 .000 0 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2545.750 1530.160 4 .013 .000 .000 .000 0 ELEMENT NO 28 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 2545.750 1530.160 6 .500 ELEMENT NO 29 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2545.750 1530.160 6 1530.160 10/16/01 H-4 10/16/01 H-5 FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 7:23:57 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slcpe I -I- I -I- -I- I -I- -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" I X -I- -Fall) ZR -I (Type Ch I I I I 815.050 -I- I I 1501.340 -I- 7.680 -I- 1509.020 -I- 130.20 -I- 6.63 -I- .68 -I- 1509.70 I .00 I 3.27 I .00 I I 5.000 I .000 .00 I 1 .0 27.150 .0059 .0025 -I- .07 -I- 7.68 -I- .00 2.94 -I- -I- .013 -I- .00 .00 1- PIPE 842.200 -I- I I 1501.500 -I- I 7.588 -I- I 1509.088 -I- I 130.20 -I- 6.63 -I- I .68 -I- 1509.77 -I- I .00 -I- I 3.27 I .00 I I 5.000 I .000 .00 I 1 .0 JUNCT STR .0825 .0024 .01 7.59 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 846.200 -I- I I 1501.830 -I- I 7.392 -I- I 1509.222 -I- I 124.10 -I- 6.32 -I- I .62 -I- 1509.84 -I- I .00 -I- I 3.19 I .00 I I 5.000 I .000 .00 I 1 .0 52.630 .0101 .0023 .12 7.39 -I- .00 2.43 -I- -I- .013 -I- .00 .00 1- PIPE 898.830 I I 1502.360 -i- I 6.982 -I- 1509.342 -I- I I 124.10 -I- 6.32 I .62 1509.96 I .00 I 3.19 I .00 I I 5.000 I .000 .00 I 1 .0 -I- 48.700 .0103 -I- -I- .0023 -I- .11 -I- .00 -I- .00 2.41 -I- -I- J13 -I- .00 .00 1- PIPE 947.530 -I- I I 1502.860 -I- I 6.641 1509.501 -I- I I 124.10 -I- 6.32 -I- I .62 -I- 1510.12 -I- I .00 I 3.19 I .00 I I 5.000 I .000 .00 I 1 .0 39.750 .0103 -I- .0023 .09 -I- 6.64 -I- .00 2.41 -I- -I- .013 -I- .00 .00 1- PIPE 987.280 -I- I I 1503.270 -I- I 6.322 -I- 1509.592 -I- I I 124.10 -I- 6.32 -I- I .62 -I- 1510.21 -I- I .00 -I- I 3.19 I .00 I I 5.000 I .000 .00 I 1 .0 JUNCT STR .1085 6.32 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1000.000 I I 1504.650 -I- I 1.986 1506.636 -I- I I 101.50 -I- 18.02 I 5.04 -I- 1511.68 -I- I .00 I 3.09 I 3.47 I I 3.500 I .000 .00 I 1 .0 -I- 136.279 .0268 -I- -I- .0268 3.66 -I- 1.99 -I- 2.49 1.99 -I- -I- .013 -I- .00 .00 1- PIPE 1136.279 -I- I I 1508.309 -I- I 1.986 -I- 1510.295 -I- I I 101.50 -I- 18.02 -I- I 5.04 -I- 1515.34 -I- I .00 -I- I 3.09 I 3.47 I I 3.500 I .000 .00 I 1 .0 243.038 .0268 I .0256 6.23 1.99 -I- 2.49 1.99 -I- -I- .013 -i- .00 .00 1- PIPE 1379.317 -I- I 1514.834 -I- I 2.047 -I- 1516.881 -I- I I 101.50 -I- 17.36 -I- I 4.68 1521.56 I .00 I 3.09 I 3.45 I I 3.500 I .000 .00 I 1 .0 88.722 .0268 -I- .0230 -I- 2.04 -I- 2.05 -I- 2.35 1.99 -I- -I- .013 -I- .00 .00 1- PIPE 10/16/01 H-5 10/16/01 H-6 FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 7:23:57 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LINE A Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev (CFS) I (FPS) Head I Grd.El.l -I- Elev I Depth -I- I Width IDia.-FTlor -I- -I- I.D.I -I- ZL -I IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- -I- -I- -I- SF Avel -1- HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I 1468.039 I 1517.216 I 2.130 I 1519.346 101.50 -I- 16.55 -I- 4.26 -I- 1523.60 -I- .00 -I- 3.09 -I- 3.42 3.500 -I- -I- .000 -I- .00 1 .0 1- -I- 46.029 -I- .0268 -I- -I- .0204 .94 2.13 2.18 1.99 .013 I I .00 I .00 PIPE I I 1514.068 I 1518.452 I 2.218 I 1520.670 -I- I 101.50 -I- 15.78 -I- I 3.87 -I- I 1524.54 -I- .00 -I- I 3.09 -I- I 3.37 3.500 -I- -I- .000 -I- .00 1 .0 1- -I- 29.311 -I- .0268 -I- .0181 I .53 I 2.22 2.01 I 1.99 I .013 I I .00 I .00 PIPE I I 1543.379 I 1519.239 I 2.312 1521.551 ! I 101.50 -I- 15.05 -I- 3.52 -I- 1525.07 -I- .00 -I- 3.09 -I- 3.31 3.500 -I- -I- .000 -I- .00 1 .0 1- -I- 20.349 -I- .0268 -I- -I- .0160 .33 2.31 1.86 1.99 .013 .00 .00 PIPE I 1563.728 I 1519.785 2.412 I 1522.197 I 101.50 I 14.35 -I- I 3.20 -I- I 1525.39 -I- .00 -I- I 3.09 I 3.24 -I- I I 3.500 -I- -I- I .000 -I- .00 I 1 .0 -I- 14.561 -I- .0268 -I- -I- -I- .0143 .21 2.41 1.71 1.99 .013 .00 .00 1- PIPE I 1578.289 I 1520.176 2.520 I 1522.696 I 101.50 -I- I 13.68 -I- I 2.91 -I- I 1525.60 -I- .00 -I- I 3.09 I 3.14 -I- I I 3.500 -I- -I- I .000 -I- .00 I 1 .0 -I- 10.405 -I- .0268 -I- -I- .0128 .13 2.52 1.57 1.99 .013 .00 .00 1- PIPE 1588.694 I I 1520.455 2.638 I 1523.093 I 101.50 I 13.04 I 2.64 -I- I 1525.74 -I- .00 -I- I 3.09 I 3.02 -I- I I 3.500 -I- -I- I .000 -I- .00 I 1 .0 -I- 7.244 -I- .0268 -I- -I- -I- -I- .0115 .08 2.64 1.43 1.99 .013 .00 .00 1- PIPE 1595.938 I I 1520.649 2.767 I 1523.417 I 101.50 I 12.44 I 2.40 -I- I 1525.82 -I- .00 -I- I 3.09 I 2.85 -I- I I 3.500 -I- -I- I .000 -I- .00 I 1 .0 -I- 4.401 -I- .0268 -I- -i- -I- -I- .0104 .05 I 2.77 1.29 1.99 .013 .00 .00 1- PIPE 1600.339 I I 1520.768 2.913 I 1523.681 I 101.50 I 11.86 I 2.18 1525.86 -I- .00 -I- I 3.09 I 2.62 I I 3.500 I .000 .00 I 1 .0 -I- 1.581 -I- .0268 -I- -I- -I- -I- -I- .0095 .02 2.91 1.16 -I- 1.99 -I- -I- .013 -I- .00 .00 1- PIPE 1601.920 I I 1520.810 3.085 I 1523.895 I 101.50 I 11.30 -I- I 1.98 -I- I 1525.88 -I- .00 -I- I 3.09 I 2.26 I I 3.500 I .000 .00 I 1 .0 -I- 9.210 -I- .0042 -I- -I- -I- .0090 .08 3.09 1.00 -I- 3.50 -I- -I- .013 -I- .00 .00 1- PIPE 10/16/01 H-6 F .1 r l a' i r I r 1 r 41 r 1 9"1 U U Tl w I r I I I t 1 f I f I f I a I f I FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 7:23:57 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LINE A Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt! INo Wth Station I Elev I (FT) I Elev I (CFS) I -I- (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch 1611.130 -I- I I 1520.849 -I- 3.309 -I- I I 1524.158 -I- I 101.50 -I- 10.78 -I- I 1.80 -I- i 1525.96 -I- .00 I 3.09 I 1.59 I 3.500 I I .000 .00 I 1 .0 23.007 .0042 .0093 .21 -I- 3.31 -I- .78 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE 1634.137 -I- I I 1520.947 -I- 3.500 -I- I I 1524.447 -I- I 101.50 -I- 10.55 -I- I 1.73 -I- I 1526.18 -I- .00 I 3.09 I .00 I 3.500 I I .000 .00 I 1 .0 19.553 .0042 .0099 .19 -I- 3.50 -I- .00 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE 1653.690 -I- I I 1521.030 -I- 3.616 -I- I I 1524.646 -I- I 101.50 -I- 10.55 -I- I 1.73 -I- I 1526.37 .00 I 3.09 I .00 i 3.500 I I .000 .00 I 1 .0 86.180 .0043 .0102 -I- .88 -I- 3.62 -I- .00 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE 1739.870 -I- I I 1521.400 -I- 4.123 -I- I 1525.523 -I- I I 101.50 -I- 10.55 -I- I 1.73 -I- I 1527.25 .00 I 3.09 I .00 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .0106 .0095 -I- .05 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1745.520 I I 1521.460 4.536 I 1525.996 I I 94.00 9.77 I 1.48 I 1527.48 .00 I 3.00 I .00 I 3.500 I I .000 .00 I 1 .0 18.120 .0022 .0087 .16 .00 .00 3.50 .013 .00 .00 PIPE 1763.640 -I- I I 1521.500 -I- 4.950 -I- I 1526.450 -I- i I 94.00 -I- 9.77 -I- I 1.48 -I- I 1527.93 -I- .00 I 3.00 I .00 I 3.500 I I .000 .00 I 1 .0 74.250 .0034 .0087 .65 -I- 4.95 -I- .00 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE 1837.890 -I- I I 1521.750 -I- 5.349 -I- I 1527.099 -I- I I 94.00 -I- 9.77 -I- I 1.48 -I- I 1528.58 -I- .00 I 3.00 I .00 I 3.500 I i .000 .00 I 1 .0 254.980 .0030 .0087 2.23 -I- .00 -I- .00 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE 2092.870 -I- I I 1522.520 -I- 6.922 -I- I 1529.442 -I- I I 94.00 -I- 9.77 -I- I 1.48 -I- I 1530.92 -I- .00 -I- I 3.00 I .00 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .1256 I .0066 .05 6.92 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 2101.230 -I- I 1523.570 -I- 7.393 -I- I 1530.963 -I- I I 44.20 6.25 I .61 I 1531.57 .00 I 2.17 I .00 I 3.000 I I .000 .00 I 1 .0 18.600 .1532 -I- -I- -I- .0044 -I- .08 -I- 7.39 -I- .00 -I- .84 -I- .013 -I- .00 .00 1- PIPE 10/16/01 H-7 FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 7:23:57 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LINE A I Invert Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev 1 (CFS) I (FPS) Head I -I- Grd.El.l -I- Elev -I- I Depth I -I- Width -I- 1Dia.-FTIcr I.D.1 ZL -I 1Prs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- -I- SF Avel HF ISE DpthlFroude NINorm Dp -I- I "N" I -I- X -Fall) ZR 1Type Ch I I I I I I I I I I I 2119.830 I 1526.420 I 4.625 1531.045 44.20 6.25 .61 1531.65 .00 2.17 .00 3.000 .000 .00 1 .0 92.690 .0059 .0044 .41 .00 .00 2.14 .013 .00 .00 PIPE I 2212.520 I 1526.970 I 4.514 1531.484 I I 44.20 -I- 6.25 -I- I .61 -I- I 1532.09 -I- .00 -I- I I 2.17 -I- .00 -I- I I 3.000 -I- I .000 -I- .00 I 1 .0 -I- 111.110 -I- .0059 -I- -I- .0044 .49 4.51 .00 2.14 .013 .00 .00 1- PIPE I 2323.630 I 1527.630 4.342 I 1531.972 I I 44.20 -I- 6.25 -I- I .61 -I- I 1532.58 -I- .00 -I- I I 2.17 -I- .00 -I- I I 3.000 -I- I .000 -I- .00 I 1 .0 -I- 62.620 -I- .0059 -I- -I- .0044 .27 .00 .00 2.15 .013 .00 .00 I- PIPE I 2386.250 I 1528.000 4.272 I 1532.272 I I 44.20 6.25 -I- I .61 -I- I 1532.88 -I- .00 -I- I I 2.17 -I- .00 -I- I I 3.000 -I- I .000 -I- .00 I 1 .0 -I- 56.500 -I- .0060 -I- -I- -I- .0044 .25 .00 .00 2.13 .013 .00 .00 1- PIPE 2442.750 I I 1528.340 4.303 I 1532.643 I I 44.20 6.25 -I- I .61 -I- I 1533.25 -I- .00 -I- I I 2.17 -I- .00 -I- I I 3.000 -I- I .000 -I- .00 I 1 .0 -I- 8.790 -I- .0034 -I- -I- -I- .0044 .04 4.30 .00 3.00 .013 .00 .00 1- PIPE 2451.540 I I 1528.370 4.311 I 1532.681 I 44.20 6.25 -I- I .61 -I- I 1533.29 -I- .00 -I- I I 2.17 -I- .00 -I- I I 3.000 -I- I .000 .00 I 1 .0 -I- 29.560 -I- .0227 -I- -I- -I- .0044 .13 .00 .00 1.39 .013 -I- .00 .00 1- PIPE 2481.100 I I 1529.040 3.882 I 1532.922 I I 44.20 6.25 -I- I .61 -I- I 1533.53 -I- .00 -I- I I 2.17 -I- .00 -I- I I 3.000 -I- I .000 .00 I 1 .0 -I- 20.310 -I- .0202 -I- -I- -I- .0044 .09 3.88 .00 1.44 .013 -I- .00 .00 1- PIPE 2501.410 I I 1529.450 3.561 I 1533.011 I I 44.20 6.25 I .61 -I- I 1533.62 -I- .00 -I- I I 2.17 -I- .00 I I 3.000 I .000 .00 I 1 .0 -I- 6.840 -I- .0205 -I- -I- -I- -I- .0044 .03 3.56 .00 -I- 1.43 -I- .013 -I- .00 .00 1- PIPE 2508.250 I I 1529.590 3.452 I 1533.042 I I 44.20 6.25 -I- I .61 -I- I 1533.65 -I- .00 -I- I I 2.17 -I- .00 I I 3.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0191 -I- -I- -I- .0022 .01 .00 .00 -I- -I- .013 -I- .00 .00 I- PIPE 10/16/01 H-8 FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 7:23:57 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head 1 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 ++ttttt+tltt+++++t+I++++++t+It+++++ttt1+++++++tt+tt+++t1**t++++l*++r++++++++++++1++++++++1++tt++++++t+t*ttr+++t++++tt tt+tttt I I I I I I I I I I I I I 2514.010 1529.700 3.959 1533.659 2.90 .41 .00 1533.66 .00 .53 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -Ir -I- -I- -I- -I- -I- 1- 22.740 .0202 .0000 .00 .00 .00 .36 .013 .00 .00 PIPE I I I I i I I I I I I I I 2536.750 1530.160 3.500 1533.660 2.90 .41 .00 1533.66 .00 .53 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 9.000 .0000 .0000 .00 3.50 .00 .00 .013 .00 .00 PIPE WALL ENTRANCE I I I I I I I I I I I I I 2545.750 1530.160 3.504 1533.664 2.90 .12 .00 1533.66 .00 .17 7.00 8.000 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 10/ 16/01 H-9 FILE: A1.WSW W S P G W - EDIT LISTING - Version 14.01 Date:10-16-2001 Time: 8:55:44 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 2 0 .000 6.580 7.000 .00 W S P G W PAGE NO I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKES - PARK STORM SYSTEM HEADING LINE NO 2 IS - CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL A-1 - SLP@CATAWBA W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.600 1522.080 1 1526.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 116.160 1522.140 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 120.950 1523.190 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 120.950 1523.190 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 120.950 1523.190 2 1523.190 10/16/01 H-10 FILE: A1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 8:55:46 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LATERAL A-1 - SLP@CATAWBA 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 -i- Grd.E1.1 -I- Elev -I- I Depth I -I- Width -I- IDia.-FTlor -I- I.D.I -I- ZL IPrs/Pip -I -I- -I- L/Elem ICh Slope I -I- -I- I -I- -I- I I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I 102.600 1522.080 3.920 I 1526.000 i I 12.70 7.19 .80 -I- 1526.80 -i- .00 -I- 1.34 -I- Co -I- 1.500 -I- .000 -I- C0 1 .0 1- -I- -I- 13.560 .0044 -I- -I- -I- -I- .0146 .20 3.92 .00 1.50 .013 I i .00 I .00 PIPE I I I 116.160 1522.140 4.058 I 1526.198 I I 12.70 7.19 -I- -I- I .80 -I- I 1527.00 -I- .00 -I- I I 1.34 -I- .00 -I- 1.500 -I- .000 -I- .00 1 .0 1- -I- -I- 4.790 .2192 -I- -I- .0146 .07 I 4.06 .00 I .52 I .013 I I .00 I .00 PIPE I I i 120.950 1523.190 3.078 I 1526.268 I I 12.70 7.19 I .80 1527.07 .00 1.34 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I 120.950 1523.190 -I- -I- 4.277 -I- I 1527.467 -I- I I 12.70 .42 -I- -I- I .00 -I- I 1527.47 -I- .00 -I- I .47 -I- I 7.00 I I 6.580 -I- -I- I 7.000 -I- .00 0 .0 I- 0/16/01 H-11 FILE: CT6F.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9-14-2001 Time: 9:15:28 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 2 0 .000 5.780 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKES - PARK STORM SYSTEM HEADING LINE NO 2 IS - CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - CALTRANS LATERAL 116-F" (EXISTING) 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 FLEV 104.440 1505.210 1 1509.630 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 138.900 1509.910 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 138.900 1509.910 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 138.900 1509.910 2 1509.910 10/16/01 H-12 FILE: CT6F.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-14-2001 Time: 9:15:30 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS CALTRANS LATERAL "6-F" (EXISTING) Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticaliFlow TopiHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev -I- I (CFS) I (FPS) -I- -I- Head I -I- Grd.El.1 -I- Elev I Depth -I- I Width -I- IDia.-FTIor I.D.1 ZL -I IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I I I SF Avei HF ISE -I- DpthIFroude NINorm Dp -I- I "N" i X -I- -Falls ZR IType Ch I I 104.440 I 1505.210 I 4.420 1509.630 i I 1.80 .37 .00 I 1509.63 .00 I .44 I .00 I I 2.500 I .000 .00 I 1 .0 -I- 14.079 -I- .1364 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 4.42 -I- .00 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 118.519 I 1507.130 I 2.500 1509.630 I I 1.80 .37 -I- -I- I .00 -I- I 1509.63 -i- .00 -I- I .44 I .00 I I 2.500 I .000 .00 I 1 .0 -I- 1.692 -I- .1364 -I- -I- .0000 .00 2.50 -I- .00 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 120.211 I 1507.361 I 2.268 1509.629 I I 1.80 .38 -I- I .00 -I- I 1509.63 -I- .00 I .44 I 1.45 I I 2.500 I .000 .00 I 1 .0 -I- .988 -I- .1364 -I- -I- -I- .0000 .00 -I- 2.27 -I- .04 -I- .19 -I- .013 -i- .00 .00 1- PIPE I 121.199 I 1507.496 2.133 I 1509.629 I I 1.80 .40 I .00 I 1509.63 .00 I .44 I 1.77 I I 2.500 I .000 .00 I 1 .0 -I- .812 -I- .1364 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 2.13 -I- .04 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 122.011 I 1507.606 2.022 I 1509.629 I I 1.80 .42 I .00 I 1509.63 .00 I .44 I 1.97 I I 2.500 I .000 .00 I 1 .0 -I- .709 -I- .1364 -I- -i- -I- -I- -I- .0000 -I- .00 -I- 2.02 -I- .05 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 122.721 I 1507.703 1.925 I 1509.628 I I 1.80 .44 I .00 I 1509.63 .00 I .44 I 2.10 I I 2.500 I .000 .00 I 1 .0 -I- .643 -I- .1364 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.93 -I- .06 -I- .19 -I- .013 -I- .00 .00 1- PIPE 123.364 I I 1507.791 1.837 I 1509.628 I I 1.80 .47 -I- I .00 -I- I 1509.63 -i- .00 -I- I .44 -I- I 2.21 I I 2.500 I .000 .00 I 1 .0 -I- .584 -I- .1364 -I- -I- -I- .0000 .00 1.84 .06 -I- .19 -I- .013 -I- .00 .00 1- PIPE 123.948 I I 1507.871 1.757 -I- I 1509.628 I I 1.80 .49 -I- I .00 -I- I 1509.63 -I- .00 -I- I .44 I 2.29 i I 2.500 I .000 .00 I 1 C -I- .540 -I- .1364 -I- -I- .0000 .00 1.76 -I- .07 -I- .19 -I- .013 -I- .00 .00 1- PIPE 124.488 -I- I I 1507.944 -I- 1.683 -I- I 1509.627 -I- I I 1.80 .51 -I- -I- I .00 -I- I 1509.63 -I- .00 -I- I .44 -I- I 2.35 I I 2.500 I .000 .00 I 1 C .503 .1364 .0000 .00 1.68 .07 -I- .19 -I- .013 -I- .00 .00 1- PIPE 10/16/01 H-13 FILE: CT6F.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-14-2001 Time: 9:15:30 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS CALTRANS LATERAL 116-F" (EXISTING) I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I IType Ch I I I I I 124.991 1508.013 1.614 1509.627 1.80 .54 I .00 I 1509.63 .00 I .44 I 2.39 I I 2.500 I .000 .00 I 1 .0 .473 .1364 .0000 .00 1.61 .08 .19 .013 .00 .00 PIPE I 125.464 I 1508.077 I 1.549 -I- 1509.626 -I- I I 1.80 -I- .56 -I- I .00 -I- i 1509.63 .00 I .44 I 2.43 I i 2.500 I .000 .00 I 1 .0 -I- .444 -I- .1364 .0000 -I- .00 -I- 1.55 -I- .09 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 125.908 I 1508.138 I 1.488 1509.626 I I 1.80 .59 I .01 -I- I 1509.63 .00 I .44 I 2.45 I I 2.500 I .000 .00 I 1 .0 -I- .414 -I- .1364 -I- -I- -I- -I- .0000 -I- .00 -I- 1.49 -I- .09 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 126.322 I 1508.194 I 1.431 1509.626 I I 1.80 .62 I .01 I 1509.63 .00 I .44 I 2.47 I I 2.500 I .000 .00 I 1 .0 -I- .399 -I- .1364 -I- -I- -I- -I- -I- .0001 -I- .00 -I- 1.43 -I- .10 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 126.721 I 1508.249 1.376 I 1509.625 I I 1.80 .65 I .01 I 1509.63 .00 I .44 I 2.49 I I 2.500 I .000 .00 I 1 .0 -I- .369 -I- .1364 -I- -I- -I- -I- -I- .0001 -I- .00 -I- 1.38 -I- .11 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 127.090 I 1508.299 1.325 -I- I 1509.624 -I- I I 1.80 -I- .68 -I- I .01 -I- I 1509.63 -I- .00 -I- I .44 -I- I 2.50 I I 2.500 I .000 .00 I 1 .0 -I- .361 -I- .1364 .0001 .00 1.33 .12 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 127.452 I 1508.349 1.275 I 1509.624 -I- I I 1.80 .71 I .01 -I- I 1509.63 .00 I .44 i 2.50 I I 2.500 I .000 .00 I 1 .0 -I- .339 -I- .1364 -I- -I- -I- .0001 -I- .00 -I- 1.28 -I- .13 -I- .19 -I- .013 -i- .00 .00 1- PIPE I 127.791 I 1508.395 -I- 1.228 -I- I 1509.623 -I- I I 1.80 -I- .75 -I- I .01 -I- I 1509.63 -I- .00 -I- I .44 I 2.50 I I 2.500 I .000 .00 I 1 .0 -I- .316 .1364 .0001 .00 1.23 -I- .13 -I- .19 -I- .013 -I- .00 .00 1- PIPE I 128.107 -I- I 1508.438 -I- 1.184 -I- I 1509.622 -I- I I 1.80 -I- .79 -I- I .01 -I- I 1509.63 -I- .00 -I- I .44 -I- I 2.50 I I 2.500 I .000 .00 I 1 .0 .308 .1364 .0001 .00 1.18 .14 -I- .19 -I- .013 -I- .00 .00 1- PIPE 10/16/01 H-14 FILE: CT6F.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-14-2001 Time: 9:15:30 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS xxxxxxxxxxxxxxxxxxxxxx+xxxx+xxxx+xxxxxxxxxxxxx+:txxxxx+xxxxxxxxxxx++++++xxxxxxxx+++x+++:xxxxxx+++++++++x+++xxxx+xrx++++++xx+ CALTRANS LATERAL 116-F" (EXISTING) +++x++xx I Invert I Depth I Water ; Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- II -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 *>xx+xx+xlxx++xxx++Ixxxxx+x+Ixxxx++xxxlxxxxxxxxxlx+xxx+xlxxxxxxxlx+xxxxxxxlxxxxx++l+++xx+xxl++++++++I+++++++Ixxxx+++I+x+x+ I I I I I++++x+x I 128.416 -I- I 1508.480 -I- 1.141 -I- 1509.621 -I- 1.80 .82 -I- -I- .01 -I- I 1509.63 -I- .00 I I .44 2.49 I 2.500 I I .000 .00 I 1 .0 .293 .1364 .0001 .00 -I- 1.14 -I- .16 -I- .19 -I- .013 -I- .00 .00 1- PIPE 128.709 -I- I 1508.520 -I- I I 1.100 -I- I 1509.620 -I- I 1.80 .86 -I- -I- I .01 -I- I 1509.63 -I- .00 -I- I .44 I 2.48 I 2.500 I I .000 .00 I 1 .0 .278 .1364 _ .0001 .00 1.10 -I- .17 -I- .19 -I- .013 -I- .00 .00 1- PIPE 128.986 -I- I 1508.558 -I- I I 1.061 -I- I 1509.619 -I- I 1.80 .91 -I- -I- I .01 -I- I 1509.63 -I- .00 -I- I I .44 2.47 i 2.500 I I .000 .00 I 1 .0 .262 .1364 .0001 .00 1.06 -I- .18 -I- .19 -I- .013 -I- .00 .00 1- PIPE 129.249 -I- I 1508.594 -I- I 1.024 -I- I 1509.618 -I- I I 1.80 .95 -I- -I- I .01 -I- I 1509.63 -I- .00 -I- I .44 I 2.46 I 2.500 i I .000 .00 I 1 .0 .254 .1364 .0002 .00 1.02 -I- .19 -I- .19 -I- .013 -I- .00 .00 1- PIPE 129.503 -I- I 1508.628 -I- I .988 -I- I 1509.617 -I- I I 1.80 1.00 -I- -I- I .02 -I- I 1509.63 -I- .00 I .44 I 2.44 I 2.500 I I .000 .00 I 1 .0 .246 .1364 .0002 .00 -I- .99 -I- .20 -I- .19 -I- .013 -I- .00 .00 1- PIPE 129.748 -I- I 1508.662 -I- I .953 -I- I 1509.615 -I- I I 1.80 1.05 -I- -I- I .02 -I- I 1509.63 -I- .00 -I- I .44 -I- I 2.43 I 2.500 I I .000 .00 I 1 .0 .230 .1364 .0002 .00 .95 .22 -I- .19 -I- .013 -I- .00 .00 1- PIPE 129.978 -I- I 1508.693 -I- I .920 -I- I 1509.613 -I- I I 1.80 1.10 -I- -I- I .02 -I- I 1509.63 -I- .00 -I- I .44 I 2.41 I 2.500 I I .000 .00 I 1 .0 .221 .1364 .0002 .00 .92 -I- .23 -I- .19 -I- .013 -I- .00 .00 1- PIPE 130.199 I 1508.723 I .888 I 1509.611 I I 1.80 1.15 I .02 I 1509.63 .00 I .44 I 2.39 I 2.500 I I .000 .00 I 1 .0 .205 .1364 .0003 .00 .89 .25 .19 .013 .00 .00 PIPE 130.405 -I- I 1508.751 -I- I .858 -I- I 1509.609 -I- I I 1.80 1.21 -I- -I- I .02 -I- I 1509.63 -I- .00 -I- I .44 -I- I 2.37 I 2.500 I I .000 .00 I 1 .0 .204 .1364 .0003 .00 .86 .27 -I- .19 -I- .013 -I- .00 .00 1- PIPE 10/16/01 H-15 FILE: CT6F.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-14-2001 Time: 9:15:30 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS CALTRANS LATERAL "6-F" (EXISTING) I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 -I- Elev -I- I Depth I -I- Width -I- IDia.-FTIor -I- I.D.I -I- ZL -I IPrs/Pip -I- L/Elem (Ch -I- Slope I -I- I -I- -I- I I -I- -I- SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I 130.609 I 1508.779 I .828 1509.607 I I 1.80 1.27 -I- .02 -I- 1509.63 -I- .00 -I- .44 -I- 2.35 -I- 2.500 -I- .000 -I- .00 1 1- .0 -I- .188 -I- .1364 -I- -I- -I- .0004 .00 .83 .29 .19 .013 .00 I .00 PIPE I I 130.796 I 1508.805 .800 I 1509.605 I I 1.80 1.33 -I- I .03 -I- I 1509.63 -I- .00 -I- I I .44 -I- 2.33 -I- I 2.500 -I- I .000 -I- .00 1 1- .0 -I- .168 -I- .1364 -I- -I- -I- .0004 .00 I .80 .31 I I .19 .013 I .00 I I .00 PIPE I I 130.964 I 1508.828 .773 I 1509.601 I I 1.80 1.39 I .03 1509.63 .00 .44 2.31 2.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I 130.964 1508.828 I .219 I 1509.047 I I 1.80 -I- 8.55 -I- I 1.14 -I- 1510.18 -I- .00 -i- I .44 -I- 1.41 -I- 2.500 -I- .000 -I- .00 1 1- .0 -I- 1.141 -I- .1364 -I- -I- .0717 .08 .22 3.91 .19 .013 .00 .00 PIPE I 132.105 1508.983 I .226 I 1509.209 I I 1.80 -I- 8.13 -I- I 1.03 -I- i 1510.24 -I- .00 -I- I .44 -I- I 1.43 -I- I 2.500 -I- I I .000 -I- .00 I 1 .0 -I- 1.151 -I- .1364 -I- -I- .0623 .07 .23 3.65 .19 .013 .00 .00 1- PIPE I 133.256 1509.140 I .234 I 1509.374 I I 1.80 7.75 -I- I .93 -I- I 1510.31 -I- .00 -I- I .44 -I- I 1.46 -I- I 2.500 -i- I I .000 -i- .00 I 1 .0 -I- .949 -I- .1364 -I- -I- -I- .0543 .05 .23 3.42 .19 .013 .00 I .00 1- PIPE I 134.205 1509.270 I .241 I 1509.511 I I 1.80 -I- 7.39 -I- I .85 -i- I 1510.36 -I- .00 -I- I .44 -I- I 1.48 -I- I 2.500 -I- i .000 -I- .00 I 1 .0 -I- .776 -I- .1364 -I- -I- .0473 .04 .24 3.21 .19 .013 .00 .00 1- PIPE I 134.981 1509.376 I .249 I 1509.625 I I 1.80 7.05 -I- I .77 -I- I 1510.40 -I- .00 -I- I .44 -I- I 1.50 -I- I 2.500 -I- I I .000 -I- .00 I 1 .0 -I- .643 -I- .1364 -I- -I- -I- .0414 .03 .25 3.01 .19 .013 .00 .00 1- PIPE I 135.625 1509.463 I .256 I 1509.721 -I- I I 1.80 -I- 6.72 -I- .70 -I- I I 1510.42 -I- .00 -I- I .44 -i- I 1.52 -I- I 2.500 -I- I I .000 .00 I 1 C -I- .556 -I- .1364 -I- .0361 .02 .26 2.82 .19 .013 -I- .00 .00 1- PIPE 10/16/01 H-16 FILE: CT6F.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-14-2001 Time: 9:15:30 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS *+s.*+*+♦�+++r.+�++*>:..++�*:�+.:ria+�++++�******:**+**t*+++:r*.+a***��>+++» CALTRANS LATERAL "6-F" (EXISTING) ++*a.*+..+:�..+.*>+.++*+.++*+++>++�+.++a++++.�+ ++..<:r+* I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTior I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I I -I- I -I- -i- SF Avel -I- HF ISE -I- DpthiFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch f♦i.+,rf.**+I*i.**f*,r+*I*:r*a+**+f.i.>:rf.t:ri.:r1+*+*f:f*:tf*i.**+*ai:**f:t>+*f:+*++t++l++*+�++I:r:t+*+:t:t+r:r I I I I I :t :t+r+*f:r+f+++1++>rr+.+++** I*+*++++ 136.181 I 1509.539 .266 1509.805 1.80 6.41 .64 I 1510.44 .00 I .44 I 1.54 I I 2.500 I .000 .00 I 1 .0 -I- .467 -I- .1364 -I- -I- -I- -I- -I- .0315 -I- .01 -I- .27 -I- 2.65 -I- i9 -I- .013 -I- .00 .00 1- PIPE 136.647 I I 1509.603 .275 I I 1509.878 I 1.80 6.11 I .58 I 1510.46 .00 I .44 I 1.56 I I 2.500 I .000 .00 I 1 .0 -I- .401 -I- .1364 -I- -I- -I- -I- -I- .0275 -I- .01 -i- .28 -I- 2.48 -I- .19 -I- .013 -I- .00 .00 1- PIPE 137.048 I I 1509.657 .264 -I- I I 1509.942 -I- I 1.80 -I- 5.83 -I- I .53 -I- I 1510.47 .00 I .44 I 1.59 I I 2.500 I .000 .00 I 1 .0 -I- .337 -I- .1364 .0240 -I- .01 -I- .28 -I- 2.33 -I- .19 -I- .013 -I- .00 .00 1- PIPE 137.385 I I 1509.703 .294 I I 1509.998 I 1.80 5.55 I .48 I 1510.48 .00 I .44 I 1.61 I I 2.500 I .000 .00 I 1 .0 -I- .299 -I- .1364 -I- -I- -I- -I- -I- .0209 -I- .01 -I- .29 -i- 2.18 -I- .19 -I- .013 -i- .00 .00 1- PIPE 137.685 I I 1509.744 .303 I 1510.047 -I- I I 1.80 -I- 5.30 I .44 -I- I 1510.46 .00 I .44 I 1.63 I I 2.500 I .000 .00 I 1 .0 -I- .250 -I- .1364 -I- i -I- .0182 -I- .00 -I- .30 -I- 2.04 -I- .19 -I- .013 -I- .00 .00 1- PIPE 137.935 I I 1509.778 .313 i 1510.092 -I- I 1.80 5.05 I .40 I 1510.49 .00 I .44 I 1.65 I I 2.500 I .000 .00 I 1 .0 -I- .207 -I- .1364 -I- -I- -I- -I- .0159 -I- .00 -I- .31 -I- 1.92 -I- .19 -I- .013 -I- .00 .00 1- PIPE 138.142 I I 1509.807 -I- .324 -I- I 1510.131 -I- I I 1.80 -I- 4.81 -I- I .36 -I- I 1510.49 -I- .00 I .44 I 1.68 I I 2.500 I .000 .00 I 1 .0 -I- .177 .1364 .0139 .00 -i- .32 -I- 1.80 -I- .19 -I- .013 -I- .00 .00 1- PIPE 138.320 -I- I I 1509.831 -I- .335 -I- I 1510.166 -I- I I 1.80 -I- 4.59 -I- I .33 -I- I 1510.49 -I- .00 I .44 I 1.70 I I 2.500 I .000 .00 I 1 .0 .151 .1364 .0122 .00 -I- .34 -I- 1.69 -I- .19 -I- .013 -I- .00 .00 1- PIPE 138.471 -I- I I 1509.852 -I- .346 -I- I 1510.198 -I- I I 1.80 -I- 4.38 -I- I .30 -I- I 1510.50 -I- .00 I .44 I 1.73 I I 2.500 I .000 .00 I 1 .0 .127 .1364 .0106 .00 -I- .35 -I- 1.58 -I- .19 -I- .013 -I- .00 .00 1- PIPE 10/16/01 H-17 FILE: CT6F.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-14-2001 Time: 9:15:30 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS CALTRANS LATERAL 116-F" (EXISTING) 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) -I- Head I -I- Grd.El.l -I- Elev -I- I Depth I -I- Width -I- IDia.-FTlor -I- I.D.I -I- ZL -I IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I 138.598 I I 1509.869 I .357 I 1510.226 I 1.80 4.17 -I- .27 -I- 1510.50 -I- .00 -I- .44 -I- 1.75 -i- 2.500 -I- .000 -I- .00 1 .0 1- -I- .099 -I- .1364 -I- -I- -I- .0093 .00 .36 1.48 .19 .013 .00 .00 PIPE I 138.697 I I 1509.882 I .369 I 1510.252 -I- I 1.80 3.98 -I- -I- I .25 -I- I 1510.50 -I- .00 -I- I .44 -I- I 1.77 -I- I I 2.500 -I- I .000 -I- .00 1 .0 1- -I- .073 -I- .1364 -I- .0081 .00 .37 1.39 .19 I .013 I I .00 I .00 PIPE I 138.770 I I 1509.892 I .382 I 1510.274 I 1.80 3.79 -I- I .22 -I- I 1510.50 -I- .00 -I- I .44 -I- 1.80 -I- 2.500 -I- .000 -I- .00 1 .0 -I- .064 -I- .1364 -I- -I- -I- .0071 .00 .38 1.30 .19 .013 .00 .00 1- PIPE 138.834 I I 1509.901 I .394 1510.295 I I 1.80 3.62 I .20 -I- I 1510.50 -I- .00 -I- I .44 -I- I 1.82 -I- I I 2.500 -I- I .000 -I- .00 I 1 C -I- .034 -I- .1364 -I- -I- -I- -I- .0062 .00 .39 1.22 .19 .013 .00 .00 1- PIPE 138.868 I I 1509.906 I .408 1510.314 I I 1.80 3.45 I .18 -I- I 1510.50 -I- .00 -I- I .44 -I- I 1.85 -I- I 2.500 -I- I I .000 -I- .00 I 1 C -I- .029 -I- .1364 -I- -I- -I- -I- .0054 .00 .41 1.14 .19 .013 .00 .00 1- PIPE 138.897 I I 1509.910 .421 I 1510.331 I I 1.80 3.29 -I- .17 -I- I I 1510.50 -I- .00 -I- I .44 -I- I 1.87 -I- I 2.500 -I- I i .000 -i- .00 I 1 C -I- .003 -I- .1364 -I- -I- -I- .0047 .00 .42 1.07 .19 .013 .00 .00 1- PIPE 138.900 I 1509.910 I .437 I 1510.347 I I 1.80 3.12 .15 I I 1510.50 .00 I .44 I 1.90 I 2.500 I I .000 .00 I 1 C WALL ENTRANCE 138.900 -I- I 1509.910 -I- I .656 -I- I 1510.566 -I- I I 1.80 .13 -I- -I- .00 -I- I I 1510.57 -I- .00 -I- I .06 -I- I 21.00 -I- I 5.780 -I- I I 21.000 -I- .00 I 0 C I- 10/16/01 H-18 9 1 9- 1 w 1 9A I t f I f t a, ,] w, l f. 19 1 t 1 r 1 t" 1 [ 1 r I r I t I r I FILE: CT6I.WSW W S P G W - EDIT LISTING - Version 14.01 Date:10-16-2001 Time: 7:34:30 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKES - PARK STORM SYSTEM HEADING LINE NO 2 IS - CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE CT61 - EXISTING RISER (CALTRANS) W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 104.920 1505.180 1 1509.600 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 120.340 1508.260 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 120.340 1508.260 1 1508.260 10/16/01 H-19 FILE: CT6I.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 7:34:32 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LINE CT61 - EXISTING RISER (CALTRANS) 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) -I- Head I -I- Grd.E1.1 -I- Elev -I- I Depth I -I- Width -I- IDia.-FTlor -I- I.D.I -I- ZL IPrS/Pip -I -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I I I I I I 104.920 I 1505.180 I 4.420 I 1509.600 24.10 -I- 4.91 -I- .37 -I- 1509.97 -I- .00 -i- 1.67 -I- .00 -I- 2.500 -I- .000 -i- .00 1 .0 1- -I- 9.238 -I- .1997 -i- -I- .0035 .03 4.42 .00 .61 .013 .00 I I .00 PIPE I I 114.158 I 1507.025 I 2.606 1509.631 I I 24.10 4.91 I .37 I 1510.01 .00 I I 1.67 .00 I 2.500 .000 .00 1 .0 HYDRAULIC JUMP I I I 114.158 I 1507.025 I 1.025 1508.050 I I 24.10 -I- 12.72 -I- I 2.51 -I- I 1510.56 -I- .00 -I- I 1.67 -I- 2.46 -I- I 2.500 -I- I .000 -I- .00 I 1 .0 1- -I- .886 -I- .1997 -I- -I- .0264 .02 1.02 2.55 .61 .013 .00 .00 PIPE 115.044 1507.202 1.054 1508.256 24.10 12.25 -I- 2.33 -I- 1510.59 -I- .00 -I- 1.67 -I- 2.47 -I- 2.500 -I- .000 -I- .00 1 .0 -I- .980 -I- .1997 -I- -I- -I- .0235 .02 1.05 2.42 .61 .013 .00 .00 1- PIPE 116.024 I I 1507.398 I 1.093 1508.491 I I 24.10 11.68 -I- I 2.12 -I- I 1510.61 -I- .00 -I- I 1.67 -I- I 2.48 -I- I 2.500 -I- I I .000 -I- .00 I 1 .0 -I- .852 -I- .1997 -I- -I- -I- .0207 .02 1.09 2.26 .61 .013 .00 .00 1- PIPE 116.876 I I 1507.568 I 1.133 1508.701 I I 24.10 11.13 I 1.93 -I- I 1510.63 -I- .00 -I- I 1.67 -I- I 2.49 -I- I 2.500 -I- I I .000 -I- .00 I 1 .0 -I- .727 -I- .1997 -I- -I- -I- -I- .0182 .01 1.13 2.10 I .61 I .013 .00 I .00 1- PIPE 117.603 I I 1507.713 I 1.176 1508.889 -I- I I 24.10 -I- 10.62 -I- I 1.75 -I- I 1510.64 -I- .00 -I- 1.67 -I- 2.50 -I- I 2.500 -I- I .000 -I- .00 I 1 .0 -I- .626 -I- .1997 -I- .0160 .01 1.18 1.96 .61 .013 .00 .00 1- PIPE 118.229 I I 1507.838 1.220 I 1509.058 I I 24.10 10.12 -I- 1.59 -I- I I 1510.65 -I- .00 -I- I 1.67 -I- I 2.50 -I- I 2.500 -I- I I .000 .00 I 1 .0 -I- .526 -I- .1997 -I- -I- -I- .0141 .01 1.22 1.83 .61 .013 -I- .00 .00 1- PIPE 118.755 I I 1507.943 1.267 I 1509.210 I I 24.10 9.65 1.45 -I- I I 1510.66 -I- .00 -I- I 1.67 -I- I 2.50 I 2.500 I .000 I .00 I 1 .0 -I- .446 -I- .1997 -I- -I- -I- -I- .0124 .01 1.27 1.70 -I- .61 .013 -I- -I- .00 .00 1- PIPE 10/16/01 H-20 FILE: CT6I.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 7:34:32 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LINE CT6I - EXISTING RISER (CALTRANS) 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 (CFS) I -I- (FPS) Head I -I- Grd.El.l -I- E1ev -I- I Depth I -I- Width IDia.-FTIor -I- -I- I.D.1 -I- ZL IPrs/Pip -I -I- L/Elem ICh -I- Slope I -I- -I- I I I -I- SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I i I I 119.201 I 1508.032 1.315 I I 1509.347 I 24.10 9.20 1.31 1510.66 .00 1.67 2.50 I 2.500 .000 .00 1 .0 1- .358 .1997 .0109 .00 1.32 1.58 .61 .013 .00 .00 PIPE 119.559 1508.104 1.367 1509.471 24.10 8.77 -I- 1.20 -I- 1510.67 -I- .00 -I- 1.67 -I- 2.49 2.500 -I- -I- .000 -I- .00 1 .0 -I- .288 -I- .1997 -I- -I- -I- .0097 .00 1.37 1.47 I .61 .013 .00 .00 1- PIPE I 119.846 I 1508.161 1.421 I 1509.582 I I 24.10 -I- 8.37 -I- I 1.09 -I- I 1510.67 -I- .00 -I- I 1.67 -i- 2.48 I I 2.500 -I- -I- I .000 -I- .00 I 1 .0 -I- .219 -I- .1997 -I- -I- .0085 .00 1.42 1.37 .61 .013 .00 .00 1- PIPE I 120.065 I 1508.205 1.478 I 1509.683 I I 24.10 7.98 I .99 -I- I 1510.67 -I- .00 -I- I I 1.67 -I- 2.46 I I 2.500 -I- -I- I .000 .00 I 1 .0 -I- .155 -I- .1997 -I- -I- -I- -I- .0075 .00 1.48 1.27 .61 .013 -I- .00 .00 1- PIPE I 120.220 I 1508.236 1.538 I 1509.774 I I 24.10 -I- 7.60 -I- I .90 -I- I 1510.67 -I- .00 -I- I I 1.67 -I- 2.43 I I 2.500 -I- -I- I .000 -I- .00 I 1 .0 -I- .091 -I- .1997 -I- -I- .0067 .00 1.54 1.17 .61 .013 .00 .00 1- PIPE 120.311 I I 1508.254 1.602 I 1509.856 I I 24.10 7.25 I .82 -I- I 1510.67 -I- .00 -I- I I 1.67 -I- 2.40 I I 2.500 -I- -I- I .000 .00 I 1 .0 -I- .029 -I- .1997 -I- -I- -I- -I- .0059 .00 1.60 1.09 .61 .013 -I- .00 .00 1- PIPE 120.340 -I- I I 1508.260 -I- 1.672 -I- I 1509.932 -I- I I 24.10 -I- 6.91 -I- I .74 -I- I 1510.67 -I- .00 -I- I I 1.67 -I- 2.35 I I 2.500 -I- -I- I .000 -I- .00 I 1 .0 I- 10/16/01 H-21 10/16/01 H-22 FILE: D.WSW W S P G W - EDIT LISTING - Version 14.01 Date:10-16-2001 Time: 7:34:40 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 3.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA LAKES - PARK STORM SYSTEM HEADING LINE NO 2 IS - CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LINE D - FUTURE RESIDENTIAL W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 102.470 1522.840 1 1530.960 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 106.420 1522.860 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 112.030 1523.050 1 .013 22.500 -14.286 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 123.590 1525.110 1 .013 22.499 -29.439 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 136.570 1527.000 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 136.570 1527.000 2 .500 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 136.570 1527.000 2 527.000 10/16/01 H-22 FILE: D.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:10-16-2001 Time: 7:34:41 SIERRA LAKES - PARK STORM SYSTEM CALTRANS/CATAWBA/SIERRA LAKES PARKWAY - Q100 FINAL HYDRAULICS LINE D - FUTURE RESIDENTIAL 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 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 102.470 1522.840 8.120 1530.960 50.10 7.09 .78 1531.74 .00 2.30 .00 3.000 .000 .00 1 .0 3.950 .0051 .0056 .02 8.12 .00 2.64 .013 .00 .00 PIPE I I I I I I I I I I I I I 106.420 1522.860 8.122 1530.982 50.10 7.09 .78 1531.76 .00 2.30 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 5.610 .0339 .0056 .03 .00 .00 1.33 .013 .00 .00 PIPE I I I I I I I I I I I I I 112.030 1523.050 8.026 1531.076 50.10 7.09 .78 1531.86 .00 2.30 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 11.560 .1782 .0056 .07 .00 .00 .86 .013 .00 .00 PIPE I I I I I I I I I I I I I 123.590 1525.110 6.121 1531.230 50.10 7.09 .78 1532.01 .00 2.30 .00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 12.980 .1456 .0056 .07 6.12 .00 .90 .013 .00 .00 PIPE WALL ENTRANCE I I I I I I I I I I I 1 1 136.570 1527.000 4.304 1531.304 50.10 7.09 .78 1532.08 .00 2.30 .00 3.000 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 10/16/01 H-23 rM SAN BERNARDINO COUNTY HYDROLOGY MANUAL F �k irn %-_-qjnj:V dismW A Nb— J% COUNTY \ rMA 5 L ocr[ci C-4 vs All, 9-1 '111 W_ Mu 41 _A IRV; L i10 Nj aitm X. 0:41 I IN, NNW SAN BERNARDINO COUNTY HYDROLOGY MANUAL F INDEX MAP A rAR1 41 Ayc Vl?; !tj_ x, J I ttl 14M VW A, L IS _T 1 L J I IMIA.A A 11 -j & W_ C. -Wl ;7 LEGEND SOIL GROUP BOUNDARY • _ A SOIL GROUP DESIGNATION SCALELE BOUNIARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST—A ARFA - SAN BERNARDNO COUNTY \ k, ocr[ci C-4 INDEX MAP A rAR1 41 Ayc Vl?; !tj_ x, J I ttl 14M VW A, L IS _T 1 L J I IMIA.A A 11 -j & W_ C. -Wl ;7 LEGEND SOIL GROUP BOUNDARY • _ A SOIL GROUP DESIGNATION SCALELE BOUNIARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST—A ARFA 1.7 R8 I I R7W I I I , — r- r t-- , — + 1 { 1 1 <`' _ _ ZT4N:f "— —�— _ .....' R6W ,•. I I R5 I 4W ' r — 4 — - , R2W r .r- - --- r- - ` —M' 1- — — — . „ R W ` RIE R2E ,y 1.2 7- 1 I `t � \•c '�� ' ' = i � I I '• I -I I f '► j" I ,; a a� R I i, � i I I I o� —1 — 0 1. •.c, t \ I I .ran �"!•T. r T +- --i _ t S+ ar - - _ i 1 17 -- - - t - i � • I .s ! z �e.z' • I • x x '!• I I .`'' ,� 1 ,,If. ��`'Ilnif•'i - -� � l i I.f ` I 4 � . I I r�fJR A .F}�� 7 .Q-I t I r I s `� rt - - ' .'•..1. �` °�' f -1 _ " .$ _ '- - - -f - I"7 Tik 1 T I 6 2 • ••v- -,� _ aRI - Il 1 32 34 3 �c'`` - • i II — ` iL I p• �• d` - _ `•• •a_pM��'t- L 1 JF f + ,t � i � I Y r l �RRORN 1' • i r� • I — I— • — I I di d Lt - •-ea." •�•.• ^ `�, ORAL DM,w L T — •, S — : - rL i 1f - - �• b11r1 I+• � '�f'-� — � — , - - LT.. .ao..._ I _ I J I•' I _ \ t _ _ � — I— - } -'_� — �-�. t - , `'a � IJ E �r.R�yv — •- - - - _.� — — _\,\_ - Ham- a - - L - _ fRR111 L 3� +' s c --r3.'4sT?N (,• " �?" uRt t - j. - f i --I,"�.- ``; :� 1= - T` �� _ - •, 7R-f pii71/ I _ TIN — u— —' — - — 1� L7 ! L - F - - ', ` 1� - �\ - w f+ 'C�' .YnN = + i y �.1'";,.� ra►�t - - - I- 1.,.:.-- ca•. I +\� nor o.r Lt '� ,�`.� S"'•'m , e err•, - - - ' - - - /- al, '�'' .1- - r _ of •R -\ I I _M • -- - - -,- -1 - ` ' - I i • - --t - - •:`^(; _ •., `� 7 _ ;m• r —rte _ I� .,,•... T- .7 \ j'�""T I ` z '• � �• N i• O! t r1, �. Lo' I - o`APOOMM tAlm- 7-1RIALTO =- ct _ I • �� {, , I • I I I ; TA TIS -- - - a — - - y . • - z . r j— _f- • E 1 '' F �3 t.- - ONTA 1Gh;••' • COLTON ---I 1 - - REDLANDS „o. .•.. t ly-" i - - , I. _ rS -L i• • _ _ i - I a 1 LorA ilN!�A ',.•. •• I 1.4 �r iroRt 'Oa0 •�. wa .a!•Ow - , _ •. L I `•e : , •,r. :T tR1Nt TtRR�G[ '•... tUCAIM i Q/t i 1.0 w�6✓.5 \IY/ ON cOUN7 R ! , A. .07 a � �•. � i HtP= "` R4W R3 RI 6 20Qe SAN MR NMA MOO COUNTY FLOOD DISTRICT °"' ON T3S — — N '' - 1 + R5 REDUCED DRAWING VALLEY AREA ISOMMALS °'" SCALE I = 4 MILf:SYm-100 YEAR 1 HOUR •• _i - - •' °'`' ''•• - -- - - - SAN BERNARnIN0 COUNTY DAUMON1aa-.Nil" ASa•On A 1e° _ -_ •� - - _ _ - -L MI�IOYtD a7 s 8 ww HYDROLOGY MANUAL � •'''••.....................•...•• • C6 ISOLINES PRECIPITATION (INCHES) o1Qt wri /at on aaa Ilo IN! foam Ilwn� 1 tt I! I. uNl.bbS DENOTED OTHERWISE.- ALL DIMENSIONS FOR 02'32'27" 144.152 288.232 I 1000.00 MEASUREMENT OF LENGTH SHOWN ON THIS PLAN ARE 3-343 Ll $0.073 4_514 OT 00' 58' 50" - IN METERS. 40* B 1 650.00 40+53.528 _U. 276 104.327 It CATAWBA AVE 02' 15'23" t CATAWBA AVE 255.987. 2. FOR COMPLETE RIGHT OF WAY AND 8' 31' 53" 6.034 _ 80.892 8' 31' 53" ACCURATE ACCESS DATA, SEE RIGHT 12.045 2 I 553.000 1 3' 55' IT- J-096 RT ' OF WAY RECORD MAPS AT DISTRICT OFFICE. 40+38.289 - > a 40+38.206 125.536 t CATAWBA AVE; CATAWBA AVE {,� , 3. SEE CONSTRUCTION DETAILS FOR ALL Q I t;t -!, CUL-DE-SAC CURVE DATA. _ _ _... 3 96.553 LT 60+69.088 a IMP ROUT 0»:•' SEE NOTE 3 a ) C +CATAWBA AVE T L 08 SBd 30 R21. 1 /R24. 3 13 Cl6500.00 02'32'27" 144.152 288.232 I 1000.00 02' 52' 08" 25.042 $0.073 767.600 00' 58' 50" 6.569 13.138 1 650.00 09'11'46" _U. 276 104.327 i 6500.00 02' 15'23" 128.010 255.987. 9 ••80.892 8' 31' 53" 6.034 12.045.- 80.892 8' 31' 53" 6.034 12.045 2 I 553.000 1 3' 55' IT- 18.931 1 37. 847 770.000 9' 20.28" 62.907 1 125.536 etNo REGISTERED CIVIL ENGINEER +hill:: o+pl/etso+ = 1 ".4r AMiS" PLANS APPROVAL DATE TM Il/ K OtllhnNo r IM emwe IYI r M M� GWW" am I�lbi* for t� *0 wrsor or ~*"ram N oNrtrwN0 •? Ar UL dd'j MIM N IINII own Yw►. 363.67 SAN BIND ASSOC1AM GO OORWITS 42T NORM AMO111=0 AVOW V - X46_: fAM tIOM1aVR0114. CA. RAIN. -119 LT » 190+&E.42L _ END .TAPER - - 0 p - _ M W. NOWITALITY UL SUITE 314 i N 4" _ . TOD LT "C-1 " 161 + I - - - - - - ' - - - x� SAN BERNAR01 N0. CA 87400 a _ - - _ _ - TOE OF' -SLOPE F 909-689-34" FAX1909-688-4302 I p W R/W DRAINAGE H m W EASEMENT .- 9r 197 T "C-11 t61-+ -403_ x c I 4 „1.,N470829. 30 p I 4 i. 7 _ _ - _ ��- �i ` " 0 01 T "C -i" 160+ 0 4 SOUND BERM } 5 " " A 1 N INK FENCE -� -67876 LT "C- I "°�• 46i. 94 N -I. +3.3. t w 160+01.195 PCc ;•�'„ - 4. I 6 LT " - I " CHP ' ENFORCEMENT AREA -� - / _- , "C- I " 162+00.1) lbu+uu.wju lar -L; t~jl ^ m m TOE OF SLOPE - / 161+49.284 ` E 99 o � " y / END TAPER 6" 1 5 Z Y - + R/W AC DIKE NT�� Z5 N` -T u I u 459. it: • ,, +v . - �/i (TYPE B Pa W 6 LT "C-1" D_AE-DIKE (TYPE -D G _ _ _ _ 9C. BEG SAFER_ _ _ - - _ - EG AC DI KF_ (TYPE 8y NEE RAMP 1 �� ENSRA 2 x VIES gOVNO ------�C-P - ---- ----- - . % VI Sx------ x- in:. Z7 c O F sta- "C-1" 161+23.684 EC lu t' 16( W ? N89' 29' 50"E Q 1 N 5T0�58.� 82 0 = 1100 Q-14 + o to a`I "� + S NI< o in "C-1'! + +38cm . 884 +61. T90 ?. _ , :e•c. _ .r Q man of - CONC BARRIER ,.; °: ( 0 . _ " 3 TYPE 60 I WESTBOUND :�c. a W •, n a• 01 O O n6G. J W W .. :u::. � ME pf WjL W I f�P .ROUTE 30. x f to ri _ 60+45 Q I MP ROU 30 g > - - - A7 J H o Iri ;f 22.500:• RT+60+86.2844 - 0+4 . I24 - +AMP NOS _ C IMP ROUTE 30 +68 BEG AC DIKE' J aaao a IMP ROUTE. 30 , EASTBOUND + AC DIKE X MIS AC' MPEI B) X S83' 05' 0 . :..... 190. 771 SOUNDWALL ... , 12,131 - No 58 - OUND X 1'T RAINP �_3 N 09. ' F- - - �-•- • - - -- _ - i B' - :500- R C "C-3" 361 +60.000 p TOE OF SLOPE '...-,11�R6-s60 - - - ^ s luo `� ONC GUTTER AYx C' - 9� Z* x x x x x x _ .. .. z� + x .._ ws ic*j R/W (L H 1 GHLANO AVE _ 66 , 67 - -- to --- tN y OCT /. CHAIN LINK FENCE 65+78.532 BEG �c C ' INE TYPE CL -1.8 DoT- A 4 8 66+ 7 . 9. LT' "Q HIGHLAND AVE"65+30 aMiUHLANU 458�! AVL R/W . SEE NOTE 3 `'• - » » ��!� ►It UAIL. L11111 " 65+87.906 HIGHLAND» 4' +2 _ n ��- LAYOUT REVISED PER 6 + Q 1 GHLAND 8VE-71 EXIST R/W .» " (TYPE B) SCALE: 11500 ADDENDUM NO. 1 �g+�c. •3c -c- " + DATED SAWCUT & JOIN AC a A Hie BAY PE L-3 1wi�Y LO' 19y9 -- FOR REDUCED PLANS ORIGINAL 0 20 40 An en In....... - -- . 4vnm unMI.r LUnVC UAIA '+ '^•'�• 40 R A T L I 200.000 26' 59'35" 48.003 94.223 E '• 2 200.000 15' 03' 34" 26.436 52.567 x j strlc i; L �� • f ? 4F.2.L 2. , F r 461. of 46.. 67 a 1 463. '� • h 462. E, E 0 v46 ; 6 - 61+71.641 EC HC 0 46. tiT &62.29 i 62+00.000 HC 37 0 - - - _ f'1- - - -- _ I N 4c I 28 l R/W / 61. 76 �-; 900 nm R1 SER® _ _ - - - _ 4 -f9+ ow-zz p I r 01ST COUNTY ROUTE KILOklETER POST SHEET 70 TOTAL PROJECT Np SNE 06 SBCI 30 R21. /R24.3 66 31 3=21Refass # REGI RED CIVIL ENGIN ER mat o� DAV 1 �s ummy Y QTORj PLANS APPROVAL DATE • TPe SNIe of !OI IlN , a or Its 9"lew * >♦ er aprrte WWII "ef be rmoarlele tar r,� IVI I%- -r 'er ea4leforee of elmtrw Cr CM& o"Im M Mle Plan ~. SAN BERNARDINO ASSOCIATED COVEItWEITS 49T NOM ARROWHEAD AVENIE SAN BERNARDINO. CA. 92401 2076 R. HOSPITALITY LN. SUITE 314 SAN BERNARDINO. CA 92400 909-009-3466 FAXs909-000-4302 C W < 480.37 + i O M p 900 mn RISER 4 I . 7 x F 460. 66 _ - Nm < + ' _- O _ - Irl N 62to E 461.30 c 0 OR Ji 66 r' pRA I NAGE 4 ( A TASEMENT-�. r 0 vl om >' R/W _�4en W I1 T f �6,L 1r1,..- 466 u x §0+05..§17 BC HC 2 _ V N��. tso 3'� <W c U NGE w- - - - - - - - - - I _ _ _ _ 462 �• B �1p, _ c x 61 q IWEsi n- - K W = - X_ �6L s 61 , 1 W t In W Z M O x460 , b 1�/f J oA 00 ` lT J 9 (l W r ; p- , I . \ 460.80 W vl Z Ix W 'C 4. it C = f I 459.25 460.2E _ O IC in 459.69 N Q 2 458.32 20 460.69 = W WESTBOUND 161. T4 N Z 459. - 460.11 460. 2'a 60.18 k 4E0. 459.06 ( I 458. 1. I I I�. ~ 458. i 4a .� ' 460.24 - -' NPROA o, ,- 457. 79 � ; 1 � - 4 8461 �` 400. v �^ 1 _•L' i Z I 4 _ s' ►- 4:7.77 1 a ( 1 I 4USTBOUND 459.71 a J - 4. . _ �� 459. eu -^� tIia •a 5s. ,b O 22 453.2T b 20 459.65 0 d 462 - 459. .i9 o+ ' 48.63 -- Ln _ 4. 1 I b a _ 457. 3' j �..L! i 458.05 458. I'o O► �a7 1' 455.76 4. 4 1 f 59.27 x 1 s a X 456. S9} 856 k79 456. T6 X 457. 2, X 45iff x.. --X 452• a X 4« '.R 9 rim O aaa .._ - I GHLANQ AVE s� -s .a... c� a5P. c +58.74 �o - 4S - - - .65-. .-- --- -- - -.._. _..__ - -... 66 - - _ .._..- _...-- - -- -- -` - --- _4. 1 2001 � 87 ley - _ y G I -J N �= Contract Change Order # 3 �'1 °� a 4`s ° 459. ;� 0"' W �H N SANBAG #00-023 Segment 7__��... Contract # 08 - 443604 - QRADRADINGQIEPLAN CONTOUI Sheet 5 of 14 := SCALES I=500 p-3 FOR RED CEO PLANS ORIOINAIL 20 40 60 e0 OGN^laE �> 1: \21TS�c:o_i'.tl�0 n�84°S60i0:cc�I.0an30-►UG 1999 10:59 Cu 08225 t A A41Anl I x 779 u 458 Y 5-1.0% ---------- 458. 1615 458.161458.105 468 w _,_ 457.667 FL 2 O— CC ELEV18 J i 458.137 J 457.567 FL 6 Cr 458.466 1500 mm x 5■0.50% 9.5 m RCP 457.144 F I 466 ELEY S 457.519 FL < M ar aaM■ Mal l not M rMONr1Yl■ Por PIPE TO PIPE KT F- AP INLET W/TYPE 2 APRON IDENTICAL M ills matr■ y or ■e 10 ww" K •N■M■Rto 10 SYSTEM NO O Co. 0 S} �' �� MH N0. 4 M (y IQ- o < RIM 461.980 ; NJ 40+42.022 T. 121 LT fA-40'(LEFT) 464 W1wu 0 3 0 ' M Q Q E to 464 AP INLETAW/TYPE 2 * Q rrT 8-7T50 SO mm W 4 N U - to GD — C-2500 mm (LEFT) - `' Z 6 d . SAN lERW1RDIND. CA. 22401 TG 460. OO _Z J M Q It 041-c ow I- D2■1500 InJ + v U O'} is a 461. 148 T \ d I-J.JM v v ? > U 62 _ t` a 750 mm X8.0 m AP SGD D■30 mm 458.780 1 0� � N 462 OG N _ - - - - - -_ FG OG _ 0 1500 mm X 2.4 m AP eo v 1500 mm x zI G 6L 0 b 460 S-1.00% -�--- 43.8 AP = 460 s ---il -------_-. a BULK HEAD I N 1 PIPE END SGO 0-30 mm ; 458 Y 5-1.0% ---------- 458. 1615 458.161458.105 468 w _,_ 457.667 FL 2 O— ELEV18 J Fm 458.137 J 457.567 FL 6 Cr 458.466 1500 mm x 5■0.50% 9.5 m RCP 457.144 F I 466 ELEY S 457.519 FL < CA AW A Ave ar aaM■ Mal l not M rMONr1Yl■ Por PIPE TO PIPE oQ C! AP INLET W/TYPE 2 APRON IDENTICAL CONNECTION ills matr■ y or ■e 10 ww" K •N■M■Rto DRAINAGE SYSTEM NO O Co. 0 S} �' �� MH N0. 4 M (y IQ- o < RIM 461.980 M 40+42.022 T. 121 LT fA-40'(LEFT) W1wu ��_ M G A-(RIGHT) AP INLETAW/TYPE 2 APRON (--_ rrT 8-7T50 SO mm W H■2.030 j46Z-----�„�j -- C-2500 mm (LEFT) - TG■461.800 Z 6 d C-1500 mm (RIGHT) SAN lERW1RDIND. CA. 22401 TG 460. OO _Z J o DI■1500 mm J O o I- D2■1500 InJ 468 Y Cr Y E-3100 mm 468 w a L-3900 mn J Fm PLANS APPROVAL DATE ■ J J 6 Cr - o + 4 I 466 i 0 < CA AW A Ave ar aaM■ Mal l not M rMONr1Yl■ Por IMO oQ C! AP INLET W/TYPE 2 APRON I°Do IO ills matr■ y or ■e 10 ww" K •N■M■Rto H-2.080 TG -461.800 o r r 464 (N� - �1�1 ( Co. 0 S} �' �� 464 M (y IQ- o < M M W1wu ��_ M G SAN 6E71UNIND ASSOCIATED GOVERNIENTS Q Z FG (--_ W W j46Z-----�„�j -- ---- - 462 Z O SAN lERW1RDIND. CA. 22401 TG 460. OO _Z J o O J O o Z_ 900 nn A InJ m: 460 ��ok c_ h 750 mm X 4.7 m AP 460 5-20.00% U TYPE 2 APRON t` a 750 mm X8.0 m AP SGD D■30 mm 458.780 1 0� � N 1 S-12.27% OG N 0 (R I GHT) EV R 458 86 1 (LEFT) DRAINAGE SYSTEM NO O 458 �� j0 M✓�I 462 460 V DATE REVISIONS $ CHANCE 1500 m PIPE SIZE udL 464 462 460 458 ;ZK:V. DIST COUNTY ROUTE KILOMETER TOT► PR l C a(s;08 1 S8d 30 R21. I /R --•mrio REGI RED CIVIL ENG1 Ell 600 mit X 3T.0 m RCP IFL � QD CONN iv �./ CONNECT 1 OONN 63+05.180 It HIGHLAND FACILITY DRAINAGE SYSTEM NO FJ2 462 460 458 Contract Change Orde SANBAG #00-023 Set Contract # 08 — 443604 Sheet 9 of 14 Y Y — w J PLANS APPROVAL DATE ■ J J Th fhm■ N eel It rnla or IM *"laws 4 � dp J ar aaM■ Mal l not M rMONr1Yl■ Por IMO a/`D I°Do IO ills matr■ y or ■e 10 ww" K •N■M■Rto W o C • 0 owood M Mla Ylwl Mut. M (y M M Ir O SAN 6E71UNIND ASSOCIATED GOVERNIENTS Q Z FG W W 427 NORTH 11RRDNHEAO AVENUE CD - O O Z O SAN lERW1RDIND. CA. 22401 TG 460. OO _Z J o O J O o Z_ 900 nn A InJ m: J c_ DNJhi TYPE 2 APRON t` a In SGD D■30 mm - , N 275 M. HOSPITALITY LN. SUITE 314 OG N 0 + - + SAN BERNARDIND. CA 92404 eo v w zI G 6L 0 b 909 AX1 -669-3466 F909-666-4302 -�--- = Io s ---il -------_-. I H-.100 m I N 1 600 mit X 3T.0 m RCP IFL � QD CONN iv �./ CONNECT 1 OONN 63+05.180 It HIGHLAND FACILITY DRAINAGE SYSTEM NO FJ2 462 460 458 Contract Change Orde SANBAG #00-023 Set Contract # 08 — 443604 Sheet 9 of 14 D D-30 mm 1.150 m 462 460 J V1 - 456 r 458 h 450 mm x Oc 450 mm x 458 13.6 m AP 3.6m AP 450 mm x IS.IIn AP (TYPE B)(TYPE B) (TYPE 8) 458.733FL ,/ 459.043 F 456 50 mm x 21.2 CSP458.633 FL-24.05%A1DENT1CALDRAINAGE SYSTEM NO54.099 F O 61 62 ELEY R DRAINAGE PROFIL 453.696 FL ELEY S SCALEr HORIZ 400:1 VERT 8011 FOR REDUCED PI A— n ........ o '^ Y Y — J J J OI J IMO a/`D I°Do IO � o 0 ID (y M M N In w OZ_ W In O TG 460. OO _Z J o J J O o Z_ 900 nn A ti= m: G I I NLET c_ f TYPE 2 APRON + - + - SGD D■30 mm - , N H-1.157 m 0 u 0 H-1.150 In + _� Io s I N 1 SGO 0-30 mm ; OG IN SAG f ---------- H-1.350 m 3 � S ■ I , tJ0% 10% '..2.04% FG D D-30 mm 1.150 m 462 460 J V1 - 456 r 458 h 450 mm x Oc 450 mm x 458 13.6 m AP 3.6m AP 450 mm x IS.IIn AP (TYPE B)(TYPE B) (TYPE 8) 458.733FL ,/ 459.043 F 456 50 mm x 21.2 CSP458.633 FL-24.05%A1DENT1CALDRAINAGE SYSTEM NO54.099 F O 61 62 ELEY R DRAINAGE PROFIL 453.696 FL ELEY S SCALEr HORIZ 400:1 VERT 8011 FOR REDUCED PI A— n ........ o '^ v ++ » W ~ W .Wm � N • m m tI Li '2 in z a) W 1H UI v N. ONIRQI N o� m -* cr.Go '• LOW�� + >..W V)J • x U. N Wm OC)—d co M w (A QmN 7LLJ un W G3 ~ LAJ + > ^'N W ' W O¢Jw s V) ao" _ �ftLnL w N ,cc cm IW to V N to ' to to + a• O _J W qw V Ln I*- I --IO No.3 i + =of - � o - -OPK •9Z „9 ON Cl 6F a tn J U- '� I W m h N Li 1-- D W 1H t m N o� m -* cr.Go '• LOW�� + >..W Q Q 3 N LGo OC)—d >- W M w (A QmN -i 3 un W G3 Od L do Q 'T .J C \ eA 1 LL Q' qT Lim3NN to N i- d cr r— Vol _J W 00 tl� O� Q1 �. M Z Q O to N -- to LO V lw tnao F—^ ♦♦ . M O U— + co O ♦% CO ,a 3 Q —� -OPK •9Z „9 ON Cl 6F a tn J U- '� I U- 1 1 W m h Z ` 1-- D t04 W U N o� M •• LOW�� + >..W Q Q 3 N LGo OC)—d VV D ' % QmN -i 3 un W rn . fh Q Ln C \ eA 1 U- 1 1 V) h Z ` W w `, N o� —! %` U U- 1 1 0 3 OC —4::3 ♦ �♦. Q' .J <c U- m to ` H-03 ct w `, —m V —! %` U Q F< -L c1) — N m `\ OC)—d VV D ' % 0 to (WICY q ' N W V �% Q Ln O M F- ` Q' + to % O d % qT _J W 14 I-- co M �\ m N -- to d co tnao F—^ ♦♦ . M O U— + co O ♦% CO ,a 3 Q —� ♦ dwo 0 3 OC —4::3 -. t, .: ryt 3A-' fiA y� �-j to U w m J O }- — Q VV °D Q Ln O to O Q Q' N -. t, .: ryt 3A-' fiA y� �-j r GD V .3 ® t� }- Q VV °D kCT 1 D� Ln V Ln in N N MLn "mw 14 + W to to oLL tnao F—^ • : F- CO ,a 3 Q —� dwo tiO , + .. + +acp M 4. ` o Q -. t, .: ryt 3A-' fiA y� �-j r GD V .3 ® t� }- O °D kCT 1 D� Ln V Ln - MLn W~ + W to o to tnao F—^ .— F- Q>Q 3 Q —� 11 U v� V C V O z 0 . ac a. Q co F- 2 C) CL— LL w — Co F-- m W: 3: LLJ 2 Q LL. 0 uj — U) m .c04.0000000 •;<Joo: 0 ' ovo o Or`- ti(VNr-(� a'I'-ZOO O Z OLou)—N--MR.rMQ— • �vr—r`N— n n Nr) +.0 N- 0 2— u n o n u — N a In if O n u �cr<<M0000w_J Zul i F- CF) and VGMVIVO '. A �, la bzs•I s8o•��+ob C.C.O. No. 3 s.%or/ .c Sheet =of= Contract #08- � 3e W 1N I Od d1S 0 1 z a mp w J J! JI V , a '> ;w o w z I J — Z QI vI E L�:a0 coo ' ;1 U-) i oil o �--. o;! 00l , tG. U W 1 QI a-� 01 � CGS .;W Z > X � OD! a. FA .Q i OZ .r,sz QUL C-) ao CO;m N N .�a Nj ' NIF- MW `+ ,U Lni-i Q';W I v� V C V O z 0 . ac a. Q co F- 2 C) CL— LL w — Co F-- m W: 3: LLJ 2 Q LL. 0 uj — U) m .c04.0000000 •;<Joo: 0 ' ovo o Or`- ti(VNr-(� a'I'-ZOO O Z OLou)—N--MR.rMQ— • �vr—r`N— n n Nr) +.0 N- 0 2— u n o n u — N a In if O n u �cr<<M0000w_J Zul i F- CF) and VGMVIVO '. A �, la bzs•I s8o•��+ob C.C.O. No. 3 s.%or/ .c Sheet =of= Contract #08- � 3e W 1N I Od d1S 0 1 z a mp w J � > N a '> �i> o w z ON rnlw 2 W Ln! J vw Ln -i �TW Y W . i• Cil m v ma �o > FA .Q i v� V C V O z 0 . ac a. Q co F- 2 C) CL— LL w — Co F-- m W: 3: LLJ 2 Q LL. 0 uj — U) m .c04.0000000 •;<Joo: 0 ' ovo o Or`- ti(VNr-(� a'I'-ZOO O Z OLou)—N--MR.rMQ— • �vr—r`N— n n Nr) +.0 N- 0 2— u n o n u — N a In if O n u �cr<<M0000w_J Zul i F- CF) and VGMVIVO '. A �, la bzs•I s8o•��+ob C.C.O. No. 3 s.%or/ .c Sheet =of= Contract #08- � 3e W 1N I Od d1S 0 1 z a mp w W I . v' N, I ► O� to I cn 00%11 J � > N rA . i• Cil m v t`— �o > FA .Q i .Q .�a ' NIF- r `+ ,U I �• rc:o 00 i W I . v' N, I ► O� to I cn 00%11 210 Q100= 3.1 oo= INITIAL EL 200 CURTIS AVENUE EL*= 1572.8 A, L I=MAQ! W wc- I ml i 1 5 m— E 9 N-9 I OWL L=650' 1 244m. rmtlmm I QC41.r!T •.._..._.._._...._.....-_..._.. .... 1 lr� 2 13 01— 150 or S 'n PDX IV , 4 �V� 7 > SeA 15ue, 1 6 .6 ------- PAI` \K ��. 1' R pj- 05. qq Lft23o#1 ll� Al W. 01 0 Ar rt :.rise Q ,t�g -g II Sol �1 I I }y f -m N A c-mmmm—ni'sm % I R. - X�i w2 j 2, "Ai Jr ur M ?15 , Ell Q A ma Roe— 6t -,g ................. o r t • .'i J% 1J J� F -v { V— ' ,`)8 .2 M R RK kRK-- 1 V2 RK PARk V kv-�- 74wm -M Cr 1A 0 Ila All. 5 J L=350 00'r -0 5 ---�%7-, d 54. b 00St A 4*/ 'I AA' M g". A at M J VI N I & A -OF wl; 'M R Am gz X., g'", %, I m4 � �, 1101, d , && *< W, w -9114mi:111f p- - ow V R 12 153 om .,^ t �<•. .rty; ii;t M^ _!AV � ;, G,•,+,{ Slr• .2�ci e>� .Y_ `�{'.`cw •r: '��`�','1";r� � *iy F sl � ......,.^_.._...__..._..._. .._....__-. _ ;? _..,.�._._._—.,.._�..........•._y..._....._-•._.. _..._....._.__... ; � c.'1'(16'K�` 4e M1 t' 1A ? m MOW eg 1Jl 0" 111 01 I�DR i;og 11W00001111111 A4♦o • R K a �• ,��_'" ^_.... .'_^__ • -.,i ...._t.�....._..__.__._._»__._.____.._..._.._................._...__—...... ): ,rl T, r ��Y�. A L :70 2.6 aar eT - 34? m PAR ILY p UN, V,fid Y Va P, -M "�Q 38 01 V. V - U. k t6 'o kRT SOCCER ia Viva 1). - '% - .. ? NO- -4 1- g 1�1* I Sit' T f Qi 154 -R-K lb A P A Wi� gg -50 a-gl" , 'I tq I. p,* - \1V 41 ® "M R 3()310 Q i 44A0 Qi • k w u CI 5'. -11--N1 f Y}g Q M N11 A N R W111 � �'�>��- �'^;1,'�, �',�:D�wCNC.<;•ii .t Iw�ii-�tT.+��o••'l,,��.��,.Y �fi`I:i]?` .��yU{•''�J.J tfL,�1;C"�("p�,3j{J/�.•^' (• �'?J't��u'F''"t ..r T�r�Ir.�+>.v•1��E!:�t.,�,' �'7"�`>�?�Y'� iJJ`�'p r��` ',�'iU�:, .f 5 "20(wiffia-1 1.2 I my mm, PARK • I LX - W -Q L 21 AK 10 P K _j 0 M, J'rL. lb4b 0rS W Ak ZLi Al INVj6-7- f .3 'y g 0 0 I♦A 31 -As .8 nl 1Q a SA ! Illy '2&J, PC -mom voo ON, --icl-afl o.e Com Q'F � -q I -- Mal /0000'7. �O RK nil 0M'L V Qioo= 2491 `� ��ti 62 EL-= 1 IW.=15 3 L=640" ReI ffiffi i FF-ffi i lli� i ffia i �Rw i wffi i t i"--UMMM I iaffi 1 ia.* !FF iffiffli" i Rea i ili�R Emu Ir 4 j --Lt-l- � Q,oz�ec_ � foo i ! ��_,5�5 21 KEY R Q100= 130.2 22 EL. = 1513.3 ......... Q-100 (CFS) Aw V 1501 .8 NOPE DESCRIPTION ELEV./INV. —"1J' o•.:�::� v SUP 13 0.2 AREA DESCRIPTION ENsn0100 r W=1500-1 LMPTH BETWEEN NODES L=500' FLOW. ARROW DR 1,LINAGE. BOUNDARY OCT 16 2001 HYDROLOGY MAP �NTFPPA T.AVPq. PAPV y C. FINAL HYDROLOG MADOLE AND ASSOCIATES, INC. .NOTE ALL SOILS GROUP "An EXCEPT 10601 CHURCH STREET STE. 107 JOB NUMBER AS DELINEATED GROUP "B RANCHO CUCAMONGA, CA 91730 826-1180 PHONE (909) 948-1311 SHEET =OF= J:1826-1180\storm\HYD-MAP.dwg, 10/15/200105:36:56 PM, ats Q 00wow rn U* SUMMIT AVENUE rot NIL com --I _.I �1. �I� i� ��I I� ��I M' �I W100' 1203 15�4 CURTIS AVENUE ELI 15 4. 55 I Mum 'Age i 44 A Vol A, �1%0' ). M 1 9! 'E 14 V - mok"M pw* R" �g I k 'Ie' 1. -N. .01 C. :t ca : f /* g yk- i:d ivCf, zW`So a� tc r 1u� S 1?y�j �£ ' ` 3 1 t W pZA'-. - 'Qr, 2 10 = Liz) 9fy. If I U I A R ta :�x� 9 \2 R I". E AM 1iYMILv SOCCER ,,[ A- t J 711-�' %1 ••'^ ; gfi.•-u• .� C�....•Ys cc' h •Jti�'. Ii./ .i-tl�ri 'TI 41 -4t E-4 IZ 'A ffln 4VIIN, 4.. k % v IS % g, r`:`.;gr y 1I 4 111".N. .pr A, vS t pp- jv 0-M RN 1 A �F-'-�RNRQ - 2 rm LF" 'Jllrp; SIERh'A �kEs FUTURE PARK z E-1 t-4 u f KEY NODE DESCRIPTION 0-100 (CFS) ELEVNOD ./IW. SUBAREA DESCRIPTION It Q PA.RKWAY 0 I�sl ry . ......... o ✓•- - - � NOTE _ _ ALL SOILS GROUP "A" EXCEPT AS DELINEATED GROUP "B Lr,-.NGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY L=500' I � I now J:\826-1 180\storm\HYD-MAP.dwg, 10/16/200108:34:34 AM, ats