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Tract No. 15841, 15842, 15843 and 15844 Hydrology Study
DRAINAGE REPORT For SUMMIT HEIGHTS Tract Maps 15841, 15842, 15843, & 15844 FONTANA, CALIFORNIA Job No. 02148-000 October 14, 2001 Prepared for CENTEX HOMES 1801 Avenue of the Stars, Suite 900 Los Angeles, CA 90067 (310) 277-6288 Prepared By Hall & Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, CA 91786 (909) 982-7777 Prepared Under The Supervision of Harold A. Garcelon, P.E. RCE #31681, Exp. 12/31/04 7 Hall & Foreman, Inc. A Civil Engineering • Planning • Surveying • Public Works 4, 40.2jewts of Dedicated Se ice 1961-2001 Table of Contents 11 2 3 4 5 6 Introduction Hydrology - 25 Year Entire Study 25 Year Offsite Area (80 acres) 25-Year Tract 15843 25-Year Tract 15844 100-Year All Tracts 100-Year Tract 15843 100-Year Tract 15844 Street Capacity Calculations - 25-Year Storm Catch Basin Analysis - 25-Year Storm Hydraulic Calculations - Back -Bone System (Beech Avenue) - Line "A" (Curtis Avenue) Line'B" (Sierra Lakes Parkway) Tract 15841 Conclusion Reference Plans - City of Fontana Miscellaneous Reference Plates Hydrological Data Tentative Tract Maps Miscellaneous Worksheets Caltrans Improvement Plans -Beech Avenue & Highland Channel Hydrology Map AVERYa READY INDEX'' INDEXING SYSTEM SUMMIT HEIGHTS IDACKBONE IMPROVEMENTS: LE CH AVE./LYTLE CREEK RD./ 'CURTIS AVE./SIERRA LAKES PKWY.) JN: 02148-000 TRACT NO. 15842 AREA 2A (27 LOTS) KB HOMES JN: 02148-200 i 1500 0 1 "= 500' 500 72 71 70 •K• =i 105 97 1 83 112 18 10+ 98 • . 82 99 103 17 11. Ea '- ' 107 1011100' • 80 IR 69 'm 71 73•m m75 J .77 �78 766161 61'1. 29SO 3I3. •c1i3 2 Z •9S_ "+1 7 11t21313 •' �SSS® 31 1S1 3•u •IS.Ti ".J' 4 .61332. •1Y�S1 Iiii' .4"P- .i' 3365 11:141 4.3• 3.13 - ST. 'L: S • 83 • •.Y 86�ae 11 90 91 11 117 , 113 1 118 „ 112 11 ST. -N- 38 39 40 41 42 43 44 66 65 m 63 62 61 60 59 2 • II.1 L.IRg 3tv13 3 5134131 32131130129 95 96 97 - 105 100 56 55 5.153 ��N 12- V30�261�® 25 5215 15+ 125 IV 29 J 26 SIERRA LAKES PARKWAY ' 0 101 102 103 104 m 0 I 1 1I2 I 3 II a II S 1I6 I 7 1I8 I9 111 /2 ..L..LJ..1�I..L.1 10.� 36 3 1S. 33432 31 30 29 28 27 26 25 24 21 ,, 14 98 . i� .�A81.9 S�TT2 1 1 5�6 21 H� / 32 15 97 • 37 96 . 38 16 9S � 39 .6 �_.. Si. "al'� 1 .✓ 20 : ST. "J- • +0 45 i 65 64 63 62 61 I_! 58 19 • 71 9+ � . ' 1 • 41• 59 IB . 72 93 4 2 +1 rt 66 67 66 69 • 70 r. 60 92• I7 I3 91 1 5T. "0" 5T. 0" p e9 88187 86 8 8+ 83 82 81 80179 7877 76\ 75 HIGHLAND CHANNEL (5.8 CS C.D.) IS 1000 TRACT NO. 15841 AREA 1A CENTEX HOMES JN: 02148-100 TRACT NO. 15841-1 AREA 1B LENNAR HOMES JN: 02148-100 TRACT NO. 15843 AREA 3A LENNAR HOMES JN: 02148-300 14-TRACT NO. 15843 31 AREA 3B LENNAR HOMES JN: 02148-300 TRACT NO. 15844 AREA 4A CENTEX HOMES JN: 02148-400 scale feet ROUTE 30 INTRODUCTION Tract Map No. 15841, 15843, and 15844, a 570-lot subdivision has been filed with the City of Fontana. The proposed development is a 110-acre residential site that will involve two separate developers, Centex Homes and Lennar Homes. The proposed site is bounded by Beech Avenue to the west, Lytle Creek Road to the East, a 370' Miscellaneous Utility Easement to the North, and Highland Channel to the south. The storm drain systems will break down into two categories, the Back -Bone System, which includes all the major and minor arterial streets and the Interior System that will include all interior tracts and roads. The Backbone System will be utilized by collecting all surface flows generated by the Interior System. PURPOSE The purpose of this study is to identify all surface flows tributary to the proposed development for a 25-year and 100 year storm, design a storm drain system based on a 25 year storm, to ensure that all surface flows for a 100-year storm will be maintained within the street right-of-way, Street flows generated by a 25-year storm will be sustained between the curbs throughout the site, and the proposed development complies to the original Master Drainage Study, prepared by Hall & Foreman, Inc. in 1992. This study is also a supplement to the Summit Heights, Westerly Drainage, Drainage Report prepared by Madole & Associates, Inc. (1999) and the Master Drainage Study, prepared by Hall & Foreman, Inc. (1992). HYDROLOGY Existing Conditions The existing site drains in a southwest direction at a roughly 1 percent grade to an existing 60" RCP Public Storm Drain located in Beech Avenue that discharges into the Highland Channel. The Master Drainage Study prepared by Hall & Foreman in 1992 identified a peak run-off of 496 cfs for a 25-year storm; see attached Exhibit "A" and Exhibit "B", at the Highland Channel. Proposed Conditions The Back -Bone System includes a 57" RCP storm drain in Beech Avenue, a 48" RCP storm drain in Curtis Avenue, and a 36" storm drain in Sierra Lakes Parkway. All surface flows will be intercepted via a series of catch basins and will be discharge into Highland Channel. The proposed storm drain was sized to include Tract Map No. 15842, approximately 16 acres in size and 80 acres located offsite directly east of Tract Map No. 15841. The Interior System will utilize a 36" and 24" RCP storm drain system to collect all surface flows generated inside the residential development and will discharge into the Back -Bone System. Methodology Advanced Engineering Software (AES-2001) was used for the 25 and 100-year Hydrology, Street Capacity, and Catch Basin Analysis. The Water Surface Pressure Gradient (WSPG) software by Woodcrest Engineering was used to calculate all storm drain systems. Catch Basins in a Flow -by condition were designed for a 25-year storm and Sump -style catch basins were designed using a 100-year storm. Drainage boundaries were derived using the Tentative Map for Tracts 15841 to 15844, and the Precise Grading Plan contours as shown on the hydrology map, provided in the back pocket. The Master Drainage Study prepared by Hall & Foreman in 1992 has tabled this area to discharge into the Highland Channel without out any restrictions. Furthermore, the Sierra Lakes Golf Course, located east of the proposed site was constructed to retain 100 percent of all surface flows. The Master Drainage Study calculated this to be around 900 cfs. Therefore, allowing the channel to be able to handle an additional 900 cfs beyond the amount of surface flow the proposed development will be generating. In other words, the integrity of the channel will not be compromised. ii • Tank. •— ilii�:'itli:F-` �tl fllil��� • \\tl\_\\\01- .\•'\ \\C\ 01. a. ..IIIlllillf II1CCI 'ttt{ItIIIlll It tl/Iltt 4° aI •,.•IlII 1 1•IIIIS 111 11 11 {: t sttttttt•ttlt:ti1{i{t{Ft •� • Resent oir • • 1b • • • - • • ■ ifc19/1 �91' ��'� SAX 5 `:�-; l �?.:IdT. .• - 15� - 41�.C�,« Y.�- +. S..y.+f \ :... t•• .:�{i •. Si J.•.ilS::::` l S 1V4314Y�».•.. :AS ..ate. 6•. .Li • YI _ ,=+ir• -rare +-r: =•r..� C S =?J� :r_ �w +' };,vr� �{::{•:•:, d ;rs s- .s . v 8 _r r : iiii. :.. .-iu-.-3�.-..Y-:i_ :v} •. �^r..:i.•or.:-a• ......+.• -•r-:- .r.-:.•r: :v; r..r-�«.:•_:a r.•: .a... :r.?�:=}:�. t•..�::.::. � :. rrh•' «7� it .*.:rrs - ::r1+.-: -�' � _ -- ^'_�'�"�''��.. .s._ :?: .+.,..... ;.rt - :.:r :z.. .t'c' .: - .. �.��.. .L: { Mi :.s«�rrn.Ss•»:ra . -'.'.= •�s''- +."^sue«^• .:�: �' =-r :-,. :� =}" .: �.... .� .r �...}.i �:+.��a.�-.'-':-:+:�..:`:1.�::�r- : •.riz�; _ :.aka-s..s��•r . .yt..»{r}.• : r .f ..•y••r ?7isiE: �?:..-.-:....t.«: �: 5s »x . . r �i7: i• +_s. ;u 3g_;��y 3 ;»t rr.••�? rAr ar; 'a s� �z yr _::' .:r . - :o�g r.: :.rla {l lr.v:: �..;',.. . . 'l' s� '- � �r � - srra:r+�dri' e3 {• :�:_:t .c . -r• r..-r"��._..u.x..,..W;,{. : •'CJ,=:t::.: . • �'•` :i .�1 ,IIIIIIIIUIhII1U-. LINES C-1 THRU ,C-6 (25; YEAR STORM) j LINE 9-7-Ron-YEAR STORMY -TRAPEZOIDAL CHNL. =rj- .. `.•. . . •_ .: 41111011. .1 31136. QVII. E 40 30 ZO /500 90 80 .70 60 50 • Qer L it :sz/R\FitiCE 5/T . 020 .274 ; .54 O BEECH AVENUE /000 3, 4 . 0/4 zgoo 2000 • 30010 in3.4e54. AMWAY AVENK • COSTA NESA.CAUEOIMAA 92626 • 171.14.4M CIVIL ENEJEKEIIING • ENVIIIONMENTAL PLANNING • UNO SUIIVEYINC Airg2o,aeotait,ate. N . 0/J iP 4. Y .40 P1fi Li CITY OF FONTANA PUBLIC WORK .. DATA. 6/88 STORM DRA MASTER Pk' SCALE Horiz. 1"=10O' Vert. I`O .=40, RW. NO.°" -4 J.N.8547 1 1 1 1 1 1 1 25-Year Hydrology Entire Study 1 1 1 1 15841.RES 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 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 FILE NAME: C:\aes2001\hydrosft\ratscx\15841.DAT TIME/DATE OF STUDY: 22:59 10/16/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 • 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED I .4C **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 21 (:r(L t(-1- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1588.20 DOWNSTREAM(FEET) = 1570.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.551 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.854 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.10 0.80 0.60 52 14.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 10.91 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 10.91 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 61 Page 1 15841.RE5 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1570.00 DOWNSTREAM ELEVATION(FEET) = 1541.00 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0100 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)•= 27.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.70 STREET FLOW TRAVEL TIME(MIN.) = 3.83 Tc(MIN.) = 18.38 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.481 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 17.85 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 17.85 SUBAREA RUNOFF(CFS) = 32.18 EFFECTIVE AREA(ACRES) = 22.95 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 22.95 PEAK FLOW RATE(CFS) = 41.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 16.99 FLOW VELOCITY(FEET/SEC.) = 6.72 DEPTH*VELOCITY(FT*FT/SEC.) = 3.35 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 2400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 430.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1537.00 DOWNSTREAM(FEET) = 1525.10 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.78 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.38 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 19.37 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 430.00 = 3100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.37 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.404 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE A 17.26 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 17.26 SUBAREA RUNOFF(CFS) = 29.92 EFFECTIVE AREA(ACRES) = 40.21 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 Page 2 TOTAL AREA(ACRES) = 15841.RES 40.21 PEAK FLOW RATE(CFS) = 69.71 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 440.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1525.10 DOWNSTREAM(FEET) = 1520.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.39 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.71 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 19.75 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 3400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.75 RAINFALL INTENSITY(INCH/HR) = 2.38 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 40.21 TOTAL STREAM AREA(ACRES) = 40.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.71 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 440.00 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) = 1536.00 DOWNSTREAM(FEET) = 1525.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.874 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.225 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.50 0.80 0.10 52 11.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.25 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.25 **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.87 RAINFALL INTENSITY(INCH/HR) = 3.22 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.25 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 16 »»>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< Page 3 C DFFSrre: ti 15841.RE5 USER -SPECIFIED CONSTANT SOURCE FLOW = 146.50(CFS) USER -SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 76.00(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(AC.) = 76.00 * SUMMED DATA: FLOW(CFS) = 150.75 TOTAL AREA(ACRES) = 77.50 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 440.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1530.00 DOWNSTREAM(FEET) = 1520.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.16 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 150.75 PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) 13.14 * TOTAL SOURCE FLOW(CFS) = 146.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 440.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.14. RAINFALL INTENSITY(INCH/HR) = 3.03 AREA -AVERAGED EYn(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.25 * SOURCE FLOW DATA: FLOW(CFS) _ * SUMMED DATA: FLOW(CFS) = 15 46.50 AREA(ACRES) = 76.00 TOTAL AREA(ACRES) = 77.50 **************************************************************************** FLOW PROCESS FROM NODE 370.00 TO NODE 440.00 IS CODE = 21 (AOCr »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1535.00 DOWNSTREAM(FEET) = 1525.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.402 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.657 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 15.90 0.80 0.60 52 16.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 31.18 TOTAL AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) = 31.18 **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 16.40 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 Page 4 15841.RE5 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 15.90 TOTAL STREAM AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.18 **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 360.00 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) = 1591.60 DOWNSTREAM(FEET) = 1550.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.333 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.152 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 16.30 0.80 0.60 52 12.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 39.24 TOTAL AREA(ACRES) = 16.30 PEAK FLOW RATE(CFS) **************************************************************************** FLOW PROCESS FROM NODE 360.00 TO NODE 440.00 IS CODE = 63 ».»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 4 USED) ««< UPSTREAM ELEVATION(FEET) = 1550.00 DOWNSTREAM ELEVATION(FEET) = 1525.00 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0130 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.15 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 41.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.66 STREET FLOW TRAVEL TIME(MIN.) = 5.01 Tc(MIN.) = 17.34 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.569 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 18.10 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 39.24 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.20 FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY(FT*FT/SEC.) = 2.58 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 440.00 = 2400.00 FEET. (015eme-IsT) **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 Page 5 15841.RE5 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: TIME OF CONCENTRATION(MIN.) = 17.34 RAINFALL INTENSITY(INCH/HR) = 2.57 AREA -AVERAGED Fp(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 18.10 TOTAL STREAM AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.24 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 4.25 11.87 3.225 0.80( 0.08) 2 4.25 13.14 3.034 0.80( 0.08) 3 69.71 19.75 2.377 0.80( 0.48) 4 31.18 16.40 2.657 0.80( 0.48) 5 39.24 17.34 2.569 0.80( 0.44) 0.10 0.10 0.60 0.60 0.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK FLOW STREAM Q NUMBER (CFS) 1 132.56 2 136.23 3 143.43 4 143.54 5 138.98 RATE TABLE ** Tc Intensity (MIN.) (INCH/HR) 11.87 3.225 13.14 3.034 16.40 2.657 17.34 2.569 19.75 2.377 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = - 143. EFFECTIVE AREA(ACRES) = 72 AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 77.21 * CUMULATIVE SOURCE FLOW DATA * SUMMED DATA: FLOW(CFS) = LONGEST FLOWPATH FROM NODE Fp(Fm) (INCH/HR) 0.80( 0.45) 0.80( 0.45) 0.80( 0.45) 0.80( 0.45) 0.80( 0.45) Ap Ae (ACRES) 1.5 1.5 40.2 15.9 18.1 HEADWATER SOURCE NODE FLOW 340.00 0.0 0.00 146.5 400.00 0.0 370.00 0.0 350.00 0.0 Ap Ae HEADWATER SOURCE (ACRES) NODE FLOW 0.56 50.9 340.00 0.0 0.56 56.2 0.00 146.5 0.57 69.4 370.00 0.0 0.57 72.3 350.00 0.0 0.57 77.2 400.00 0.0 ARE AS FOLLOWS: 54 Tc(MIN.) = 17.34 .31 AREA -AVERAGED Fp(INCH/HR) = 0.45 0.80 AREA -AVERAGED Ap = 0.57 : FLOW(CFS) = 146.50 AREA(AC.) = 76.00 290.04 TOTAL AREA(ACRES) = 153.21 400.00 TO NODE 440.00 = 3400.00 FEET. FLOW PROCESS FROM NODE 440.00 TO NODE 560.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< C C-PME ,cn e C Gum -TO S1t f>• 1_'A`-123> ELEVATION DATA: UPSTREAM(FEET) = 1520.00 DOWNSTREAM(FEET) 1476.46 FLOW LENGTH(FEET) = 1630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.36 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 290.04 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 18.56 * TOTAL SOURCE FLOW(CFS) = 146.50 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.56 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.467 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 5.50 0.80 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 Page 6 SCS CN 52 SUBAREA AREA(ACRES) = 5.50 EFFECTIVE AREA(ACRES) = 77.81 AREA -AVERAGED Fp(INCH/HR) = 0.80 TOTAL AREA(ACRES) = 82.71 NOTE: PEAK FLOW RATE DEFAULTED TO 15841.RES SUBAREA RUNOFF(CFS) = 11.82 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.53 PEAK FLOW RATE(CFS) = 143.54 UPSTREAM VALUE * SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(ACRES) = 76.00 * SUMMED DATA: FLOW(CFS) = 290.04 TOTAL AREA(ACRES) = 158.71 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 15.1 »»>DEFINE MEMORY BANK # 2 ««< PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\15843.DNA MEMORY BANK # 2 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 78.25 14.64 0.80( 0.44) 0.55 36.1 500.00 TOTAL AREA(ACRES) = 36.14 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 133.63 13.09 3.041 0.80( 0.41) 2 136.81 14.36 2.877 0.80( 0.41) 3 143.43 17.62 2.545 0.80( 0.42) 4 143.54 18.56 2.467 0.80( 0.42) 5 138.98 20.96 2.293 0.80( 0.43) Ap Ae HEADWATER SOURCE (ACRES) NODE FLOW 0.52 56.4 340.00 146.5 0.52 61.7 0.00 146.5 0.53 74.9 370.00 146.5 0.53 77.8 350.00 146.5 0.54 82.7 400.00 146.5 * SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(ACRES) = 76.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5030.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 78.25 14.64 2.844 0.80( 0.44) LONGEST FLOWPATH FROM NODE 530.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 209.35 13.09 3.041 0.80( 0.42) 2 214.62 14.36 2.877 0.80( 0.42) 3 215.63 14.64 2.844 0.80( 0.42) 4 211.96 17.62 2.545 0.80( 0.43) 5 209.52 18.56 2.467 0.80( 0.43) 6 199.30 20.96 2.293 0.80( 0.43) TOTAL AREA(ACRES) = 118.85 0.53 0.53 0.53 0.54 0.54 0.54 Ap Ae HEADWATER (ACRES) NODE 0.55 36.1 500.00 560.00 = 2268.00 FEET. Ap Ae (ACRES) 88.8 97.2 99.0 111.1 113.9 118.8 HEADWATER SOURCE NODE FLOW 340.00 146.5 0.00 146.5 500.00 0.0 370.00 146.5 350.00 146.5 400.00 146.5 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 215.63 Tc(MIN.) = 14.641 EFFECTIVE AREA(ACRES) = 98.99 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 118.85 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(AC.) = * SUMMED DATA: FLOW(CFS) = 362.13 TOTAL AREA(ACRES) = 194.85 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5030.00 FEET. 76.00 **************************************************************************** ( 5m FLOW PROCESS FROM NODE 560.00 TO NODE 650.00 IS CODE = 31 Page 7 1 tN%4►t aD 15841.RE5 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1476.46 DOWNSTREAM(FEET) 1463.73 FLOW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.29 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 362.13 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 15.36 * TOTAL SOURCE FLOW(CFS) = 146.50 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 5860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.36 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.763 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.83 EFFECTIVE AREA(ACRES) = 100.99 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 120.85 PEAK FLOW RATE(CFS) = 215.63 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE * SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(ACRES) = 76.00 * SUMMED DATA: FLOW(CFS) = 362.13 TOTAL AREA(ACRES) = 196.85 **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 15.1 »»>DEFINE MEMORY BANK # 3 ««< PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\15844.DNA MEMORY BANK # 3 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 67.03 16.44 0.80( 0.47) 0.59 34.0 600.00 TOTAL AREA(ACRES) = 34.00 **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 209.35 13.83 2.943 0.80( 0.41) 0.52 90.8 340.00 146.5 2 214.62 15.08 2.794 0.80( 0.42) 0.52 99.2 0.00 146.5 3 215.63 15.36 2.763 0.80( 0.42) 0.52 101.0 500.00 146.5 4 211.96 18.34 2.485 0.80( 0.42) 0.53 113.1 370.00 146.5 5 209.52 19.29 2.410 0.80( 0.42) 0.53 115.9 350.00 146.5 6 199.30 21.70 2.246 0.80( 0.43) 0.53 120.8 400.00 146.5 * SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(ACRES) = 76.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 5860.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 67.03 16.44 2.653 0.80( 0.47) 0.59 34.0 600.00 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 650.00 = 1700.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE Page 8 15841.RE5 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 273.22 13.83 2.943 0.80( 0.43) 0.54 119.4 340.00 146.5 2 280.07 15.08 2.794 0.80( 0.43) 0.54 130.3 0.00 146.5 3 281.42 15.36 2.763 0.80( 0.43) 0.54 132.8 500.00 146.5 4 281.32 16.44 2.653 0.80( 0.43) 0.54 139.4 600.00 0.0 5 273.83 18.34 2.485 0.80( 0.43) 0.54 147.1 370.00 146.5 6 269.10 19.29 2.410 0.80( 0.43) 0.54 149.9 350.00 146.5 7 253.84 21.70 2.246 0.80( 0.44) 0.55 154.8 400.00 146.5 TOTAL AREA(ACRES) = 154.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 281.42 Tc(MIN.) = 15.358 EFFECTIVE AREA(ACRES) = 132.75 AREA -AVERAGED Fm(INCH/HR) 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 154.85 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(AC.) = 76.00 * SUMMED DATA: FLOW(CFS) = 427.92 TOTAL AREA(ACRES) = 230.85 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 5860.00 FEET. FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 152 »»>STORE PEAK FLOWRATE TABLE TO A FILE««< PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\15841.DNA END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 154.85 TC(MIN.) = 15.36 EFFECTIVE AREA(ACRES) = 132.75 AREA -AVERAGED Fm(INCH/HR)= 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 PEAK FLOW RATE(CFS) = 281.42 * CUMULATIVE SOURCE FLOW DATA y •W CFS) = 146.50 AREA(AC.) = 76.00 * SUMMED DATA: FLOW(CFS) = TOTAL AREA(ACRES) = 230.85 END OF RATIONAL METHOD ANALYSIS 0 Page 9 25-Year Hydrology Offsite Area (80 acres) OFFSITE.TXT **************************************************************************** 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 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 FILE NAME: OFFSITE.DAT TIME/DATE OF STUDY: 15:00 10/02/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 2 33.0 3 22.0 4 20.0 20.0 0.018/0.016/0.020 0.67 2.00 0.0313 0.167 0.0150 16.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 10.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 10.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.05 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) = 1614.00 DOWNSTREAM(FEET) = 1581.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.918 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.015 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.00 0.80 0.60 52 12.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 11.42 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.42 **************************************************************************** FLOW PROCESS FROM NODE 331.05 TO NODE 331.10 IS CODE = 31 Page 1 OFFSITE.TXT »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1581.00 DOWNSTREAM(FEET) = 1550.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.75 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.42 PIPE TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 14.47 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 331.10 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« MAINLINE Tc(MIN) = 14.47 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.817 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.53 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 21.06 **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 332.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION. DATA: UPSTREAM(FEET) = 1550.00 DOWNSTREAM(FEET) = 1546.00 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.48 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.06 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 14.71 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 332.00 = 2165.00 FEET. FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.71 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.790 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 10.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 20.81 EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 41.61. **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 333.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< Page 2 OFFSITE.TXT ELEVATION DATA: UPSTREAM(FEET) = 1546.00 DOWNSTREAM(FEET) = 1543.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.28 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.61 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 15.30 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 333.00 = 2495.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.30 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.724 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 20.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 40.44 EFFECTIVE AREA(ACRES) = 40.00 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 80.88 **********************************************************+***************** FLOW PROCESS FROM NODE 333.00 TO NODE 334.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1543.00 DOWNSTREAM(FEET) = 1536.00 FLOW LENGTH(FEET) = 670.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.30 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.88 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 16.29 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 334.00 = 3165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.29 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.624 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 36.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 36.00 SUBAREA RUNOFF(CFS) = 69.54 EFFECTIVE AREA(ACRES) = 76.00 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 76.00 PEAK FLOW RATE(CFS) = 146.80 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 76.00 TC(MIN.) = 16.29 EFFECTIVE AREA(ACRES) = 76.00 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 146.80 END OF RATIONAL METHOD ANALYSIS Page 3 1 • AYEo. ...S:V E )INS # 1-4 ek,944 14 A 40 AG 'I 90 (o CUTE So AG. do A4 0 /56 AC AI R P'O T 9901 AL • • ,tt 4zAL N 5• 4 • AC: 9� AG .••S.oA, 320 202C,FF • 25'te -C2 CC Wei Z W CI44 >-7-6. AC' 1.C` c 0 /oo YEAR T,Pmall AP�"z0/ lty�8x55'' 1 k zz55 86/ .ems 067860 CP9. i ega 85 AG • /42 CF..$ • 25-Year Hydrology Tract 15 843 15843.RE5 ************************************************+*+*+*+*********+*********** 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 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 FILE NAME: C:\aes2001\hydrosft\ratscx\15843.DAT TIME/DATE OF STUDY: 19:33 10/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 40.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ***********++++**+*+++++++*****+***+++++**+++**+***************++*********++ FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1530.00 DOWNSTREAM(FEET) 1520.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.379 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.002 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.80 0.80 0.60 52 13.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 13.18 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) 13.18 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< «< Page 1 15843.RE5 MAINLINE Tc(MIN) = 13.38 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.002 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE A 6.94 0.80 0.60 52 ' SUBAREA AVERAGE PERVIOUS LOSS RATE,• Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap'= 0.60 SUBAREA AREA(ACRES) = 6.94 SUBAREA RUNOFF(CFS) = 15.77 EFFECTIVE AREA(ACRES) = 12.74 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 • TOTAL AREA(ACRES) = 12.74 PEAK FLOW RATE(CFS) = 28.94 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 550.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1503.00 DOWNSTREAM(FEET) = 1492.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.83 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.94 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 14.30 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 550.00 = 1300.00 FEET. FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.30 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.884 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A - 2.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.56 EFFECTIVE AREA(ACRES) = 15.34 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 15.34 PEAK FLOW RATE(CFS) = 34.16 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 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.) = 14.30 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 15.34 TOTAL STREAM AREA(ACRES) = 15.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.16 **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 540.00 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) = 1527.70 DOWNSTREAM(FEET) = 1506.00 = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Page 2 15843.RE5 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.048 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.915 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 12.00 0.80 0.60 52 14.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 26.33 TOTAL AREA(ACRES) = 12.00 PEAK FLOW RATE(CFS) = 26.33 ************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 550.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1500.00 DOWNSTREAM(FEET) 1492.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.13 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.33 PIPE TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 15.89 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 550.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.89 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.707 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 10.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 20.07 EFFECTIVE AREA(ACRES) = 22.00 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) = 44.15 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 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.) = 15.89 RAINFALL INTENSITY(INCH/HR) = 2.71 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 22.00 TOTAL STREAM AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.15 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 34.16 14.30 2.884 0.80( 0.41) 0.52 15.3 500.00 2 44.15 15.89 2.707 0.80( 0.48) 0.60 22.0 530.00 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 Page 3 15843.RE5 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 77.03 14.30 2.884 0.80( 0.45) 0.56 35.1 500.00 2 75.86 15.89 2.707 0.80( 0.45) 0.57 37.3 530.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.03 Tc(MIN.) = 14.30 EFFECTIVE AREA(ACRES) = 35.14 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 37.34 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 550.00 = 1900.00 FEET. ******************************************** *********************** ******** FLOW PROCESS FROM NODE 550.00 TO NODE 560.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1493.00 DOWNSTREAM(FEET) = 1476.50 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.08 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.03 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 560.00 = 2288.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« MAINLINE Tc(MIN) = 14.64 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.844 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.49 EFFECTIVE AREA(ACRES) = 36.14 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 38.34 PEAK FLOW RATE(CFS) = 78.25 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 152 »»>STORE PEAK FLOWRATE TABLE TO A FILE««< PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\15843.DNA END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 38.34 TC(MIN.) = 14.64 EFFECTIVE AREA(ACRES) = 36.14 AREA -AVERAGED Fm(INCH/HR)= 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 PEAK FLOW RATE(CFS) = 78.25 END OF RATIONAL METHOD ANALYSIS 0 Page 4 25-Year Hydrology Tract 15844 15844.RE5 **************************************************************************** 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 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 FILE NAME: C:\aes2001\hydrosft\ratscx\15844.DAT TIME/DATE OF STUDY: 19:32 10/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 40.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 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) = 1100.00 ELEVATION DATA: UPSTREAM(FEET) = 1498.90 DOWNSTREAM(FEET) = 1479.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.275 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 7.70 0.80 0.60 52 15.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 15.90 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) 15.90 FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< Page 1 15844.RE5 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1474.70 DOWNSTREAM(FEET) 1472.70 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.47 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.90 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 16.05 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.692 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 9.96 EFFECTIVE AREA(ACRES) = 12.70 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 25.31 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 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.) = 16.05 RAINFALL INTENSITY(INCH/HR) = 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 12.70 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.31 **************************************************************************** FLOW PROCESS FROM NODE• 600.00 TO NODE 630.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.692 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 8.10 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 16.14 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 41.44 **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 620.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1480.00 DOWNSTREAM(FEET) = 1472.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 Page 2 15844.RE5 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21 24 ESTIMATED PIPE DIAMETER(INCH) = 24 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.44 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 16.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 620.00 = 100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.13 RAINFALL INTENSITY(INCH/HR) = 2.68 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 20.80 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.44 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.31 16.05 2.692 0.80( 0.48) 0.60 12.7 600.00 2 41.44 16.13 2.684 0.80( 0.48) 0.60 20.8 0.00 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 66.70 16.05 2.692 0.80( 0.48) 0.60 33.4 600.00 2 66.66 16.13 2.684 0.80( 0.48) 0.60 33.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.70 Tc(MIN.) = 16.05 EFFECTIVE AREA(ACRES) = 33.40 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 33.50 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 640.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1472.00 DOWNSTREAM(FEET) = 1470.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.84 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.70 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 16.36 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 640.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 640.00 TO NODE 640.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.36 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.661 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 Page 3 15844.RES SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 34.00 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 34.10 PEAK FLOW RATE(CFS) = 67.03 **************************************************************************** FLOW PROCESS FROM NODE 640.00 TO NODE 650.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1470.00 DOWNSTREAM(FEET) = 1465.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.35 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.03 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 16.44 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 650.00 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 152 »»>STORE PEAK FLOWRATE TABLE TO A FILE««< PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\15844.DNA END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 34.10 TC(MIN.) = 16.44 EFFECTIVE AREA(ACRES) = 34.00 AREA -AVERAGED Fm(INCH/HR)= 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 PEAK FLOW RATE(CFS) = 67.03 END OF RATIONAL METHOD ANALYSIS Page 4 100-Year Hydrology All Tracts 15841.RE5 **************************************************************************** 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 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 FILE NAME: C:\aes2001\hydrosft\ratscx\15841.DAT TIME/DATE OF STUDY: 22:54 10/16/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 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) = 1588.20 DOWNSTREAM(FEET) 1570.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.551• * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.627 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.10 0.80 0.60 52 14.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 14.45 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 14.45 FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 61 Page 1 15841.RE5 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1570.00 DOWNSTREAM ELEVATION(FEET) = 1541.00 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) _ Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.12 STREET FLOW TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.176 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "3-4 DWELLINGS/ACRE" A 17.85 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 17.85 SUBAREA RUNOFF(CFS) = 43.35 EFFECTIVE AREA(ACRES) = 22.95 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 22.95 PEAK FLOW RATE(CFS) = 55.74 0.0100 36.20 = 18.15 AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL) CN 0.80 0.60 52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.18 FLOW VELOCITY(FEET/SEC.) = 7.20 DEPTH*VELOCITY(FT*FT/SEC.) = 3.90 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 2400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 430.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1537.00 DOWNSTREAM(FEET) = 1525.10 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.65 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.74 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 19.07 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 430.00 = 3100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.07 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.083 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 17.26 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 17.26 SUBAREA RUNOFF(CFS) = 40.47 EFFECTIVE AREA(ACRES) = 40.21 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80. AREA -AVERAGED Ap = 0.60 Page 2 TOTAL AREA(ACRES) = 40.21 15841.RES PEAK FLOW RATE(CFS) = 94.29 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 440.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = _1525.10 DOWNSTREAM(FEET) = 1520.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.31 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.29 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 19.42 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 3400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.42 RAINFALL INTENSITY(INCH/HR) = 3.05 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 40.21 TOTAL STREAM AREA(ACRES) = 40.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 94.29 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 440.00 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) = 1536.00 DOWNSTREAM(FEET) = 1525.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.874 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.097 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR). (DECIMAL) CN (MIN.) COMMERCIAL A 1.50 0.80 0.10 52 11.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.42 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 5.42 **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.87 RAINFALL INTENSITY(INCH/HR) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.42 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 16 . »»>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< Page 3 15841.RE5 USER -SPECIFIED CONSTANT SOURCE FLOW = 146.50(CFS) USER -SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 76.00(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(AC.) = 76.00 * SUMMED DATA: FLOW(CFS) = 151.92 TOTAL AREA(ACRES) = 77.50 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 440.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1530.00 DOWNSTREAM(FEET) = 1520.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.17 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 151.92 PIPE TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 13.14 * TOTAL SOURCE FLOW(CFS) = 146.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 440.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH/HR) = 3.86 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.42 * SOURCE FLOW DATA: FLOW(CFS * SUMMED DATA: FLOW(CFS) = 46.50 AREA(ACRES) = 76.00 TOTAL AREA(ACRES) = 77.50 **************************************************************************** FLOW PROCESS FROM NODE 370.00 TO NODE 440.00 IS CODE = 21 Cl CI »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1535.00 DOWNSTREAM(FEET) = 1525.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.402 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.375 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE A 15.90 0.80 0.60 52 16.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 41.46 TOTAL AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) = 41.46 **************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR'INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 16.40 RAINFALL INTENSITY(INCH/HR) = 3.38 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 Page 4 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 15.90 TOTAL STREAM AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15841.RES **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 360.00 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) = 1591.60 DOWNSTREAM(FEET) = 1550.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.333 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.005 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 16.30 0.80 0.60 52 12.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 51.74 TOTAL AREA(ACRES) = 16.30 PEAK FLOW RATE(CFS) = 51.74 **************************************************************************** FLOW PROCESS FROM NODE - 360.00 TO NODE 440.00 IS CODE = 63 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 4 USED) ««< UPSTREAM ELEVATION(FEET) = 1550.00 DOWNSTREAM ELEVATION(FEET) = 1525.00 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0130 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.15 FSem% tS� **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 22.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.08 STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 17.01 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.302 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.22 EFFECTIVE AREA(ACRES) = 18.10 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 �1.j. TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 1 57 QCT C, i',Aj NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE jL.T END OF SUBAREA STREET FLOW HYDRAULICS: d1 cAy DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY(FT*FT/SEC.) = 2.99 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 440.00 = 2400.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 Page 5 1 1 1 15841.RES »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: TIME OF CONCENTRATION(MIN.) = 17.01 RAINFALL INTENSITY(INCH/HR) = 3.30 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 18.10 TOTAL STREAM AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.74 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 5.42 11.87 4.097 0.80( 0.08) 0.10 1.5 340.00 0.0 2 5.42 13.14 3.855 0.80( 0.08) 0.10 1.5 0.00 146.5 3 94.29 19.42 3.050 0.80( 0.48) 0.60 40.2 400.00 0.0 4 41.46 16.40 3.375 0.80( 0.48) 0.60 15.9 370.00 0.0 5 51.74 17.01 3.302 0.80( 0.44) 0.55 18.1 350.00 0.0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 175.39 11.87 4.097 0.80( 0.45) 0.56 51.6 340.00 0.0 II2 180.71 13.14 3.855 0.80( 0.45) 0.56 56.9 0.00 146.5 3 191.51 16.40 3.375 0.80( 0.45) 0.57 70.3 370.00 0.0 4 191.83 17.01 3.302 0.80( 0.45) 0.57 72.2 350.00 0.0 5 186.55 19.42 3.050 0.80( 0.45) 0.57 77.2 400.00 0.0 II II **************************************************************************** I FLOW PROCESS FROM NODE 440.00 TO NODE 560.00 IS CODE = 31 II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 191.83 Tc(MIN.) = 17.01 EFFECTIVE AREA(ACRES) = 72.22 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 77.21 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(AC.) = 76.00 * SUMMED DATA: FLOW(CFS) = 338.33 TOTAL AREA(ACRES) = 153.21 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 3400.00 FEET. »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1520.00 DOWNSTREAM(FEET) = 1476.46 FLOW LENGTH(FEET) = 1630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.21 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 338.33 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 18.18 * TOTAL SOURCE FLOW(CFS) = 146.50 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.18 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.173 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 5.50 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 Page 6 15841.RE5 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 15.31 EFFECTIVE AREA(ACRES) = 77.72 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 82.71 PEAK FLOW RATE(CFS) = 192.21 * SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(ACRES) = 76.00 * SUMMED DATA: FLOW(CFS) = 338.71 TOTAL AREA(ACRES) = 158.71 ****************++**+*************+***************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 10 (l aicr 1 4 ) »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 15.1 »»>DEFINE MEMORY BANK # 2 ««< PEAK FLOWRATE TABLE FILENAME: C:\aes2001\hydrosft\ratscx\15843.DNA MEMORY BANK # 2 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 103.88 14.55 0.80( 0.44) 0.55 36.2 500.00 TOTAL AREA(ACRES) = 36.20 FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 11. »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 177.78 13.05 3.871 0.80( 0.41) 0.52 57.1 340.00 146.5 2 182.46 14.31 3.662 0.80( 0.41) 0.52 62.4 0.00 146.5 3 192.03 17.57 3.238 0.80( 0.42) 0.53 75.8 370.00 146.5 4 192.21 18.18 3.173 0.80( 0.42) 0.53 77.7 350.00 146.5 5 187.30 20.59 2.944 0.80( 0.43) 0.54 82.7 400.00 146.5 * SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(ACRES) = 76.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5030.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 103.88 14.55 3.626 0.80( 0.44) 0.55 36.2 500.00 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 560.00 = 2288.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 278.10 13.05 3.871 0.80( 0.42) 0.53 89.6 340.00 146.5 2 285.80 14.31 3.662 0.80( 0.42) 0.53 98.0 0.00 146.5 3 287.03 14.55 3.626 0.80( 0.42) 0.53 99.6 500.00 0.0 4 283.26 17.57 3.238 0.80( 0.43) 0.54 112.0 370.00 146.5 5 281.31 18.18 3.173 0.80( 0.43) 0.54 113.9 350.00 146.5 6 268.95 20.59 2.944 0.80( 0.43) 0.54 118.9 400.00 146.5 TOTAL AREA(ACRES) = 118.91 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 287.03 Tc(MIN.) = 14.552 EFFECTIVE AREA(ACRES) = 99.60 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 118.91 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(AC.) = 76.00 * SUMMED DATA: FLOW(CFS) = 433.53 TOTAL AREA(ACRES) = 194.91 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 650.00 IS CODE 31 »»>COMPUTE PIPE -FLOW, TRAVEL TIME THRU SUBAREA««< Page 7 SyEgSZ " LAVES 10 mattoslo 15841.RES J»»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1476.46 DOWNSTREAM(FEET) 1463.73 FLOW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.00 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 433.53 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 15.24 * TOTAL SOURCE FLOW(CFS) = 146.50 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 5860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 15.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.527 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.20 EFFECTIVE AREA(ACRES) = 101.60 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 120.91 PEAK FLOW RATE(CFS) = 287.03 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE * SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(ACRES) = 76.00 * SUMMED DATA: FLOW(CFS) = 433.53 TOTAL AREA(ACRES) = 196.91 **************************************************************************** \ Ar' FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 15.1 »»>DEFINE MEMORY BANK # 3 «« < PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\15844.DNA MEMORY BANK # 3 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 89.35 16.36 0.80( 0.47) 0.59 34.0 600.00 TOTAL AREA(ACRES) = 34.00 **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 278.10 13.74 3.753 0.80( 0.41) 0:52 91.6 340.00 146.5 2 285.80 15.01 3.560 0.80( 0.42) 0.52 100.0 0.00 146.5 3 287.03 15.24 3.527 0.80( 0.42) 0.52 101.6 500.00 146.5 4 283.26 18.27 3.164 0.80( 0.42) 0.53 114.0 370.00 146.5 5 281.31 18.87 3.102 0.80( 0.42) 0.53 115.9 350.00 146.5 6 268.95 21.29 2.886 0.80( 0.43) 0.53 120.9 400.00 146.5 * SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(ACRES) = 76.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 5860.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 89.35 16.36 3.380 0.80( 0.47) 0.59 34.0 600.00 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 650.00 = 1700.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW Page 8 15841.RE5 1 362.76 13.74 3.753 0.80( 0.43) 0.54 120.1 340.00 146.5 2 372.81 15.01 3.560 0.80( 0.43) 0.54 131.2 0.00 146.5 3 374.47 15.24 3.527 0.80( 0.43) 0.54 133.3 500.00 146.5 4 374.98 16.36 3.380 0.80( 0.43) 0.54 140.2 600.00 0.0 5 365.97 18.27 3.164 0.80( 0.43) 0.54 148.0 370.00 146.5 6 362.13 18.87 3.102 0.80( 0.43) 0.54 149.9 350.00 146.5 7 343.13 21.29 2.886 0.80( 0.44) 0.55 154.9 400.00 146.5 TOTAL AREA(ACRES) = 154.91 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 374.98 Tc(MIN.) = 16.362 EFFECTIVE AREA(ACRES) = 140.19 AREA -AVERAGED Fm(INCH/HR) 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 154.91 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(AC.) = 76.00 * SUMMED DATA: FLOW(CFS) = 521.48 TOTAL AREA(ACRES) = 230.91 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 5860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 152 »»>STORE PEAK FLOWRATE TABLE TO A FILE« « < PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\15841.DNA END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 154.91 TC(MIN.) = 16.36 EFFECTIVE AREA(ACRES) = 140.19 AREA -AVERAGED Fm(INCH/HR)= 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 PEAK FLOW RATE(CFS) = 374.98 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 146.50 AREA(AC.) = 76.00 * SUMMED DATA: FLOW(CFS) = 521.48 TOTAL AREA(ACRES) = 230.91 END OF RATIONAL METHOD ANALYSIS Page 9 1 1 100-Year Hydrology Tract 15843 15843.RE5 **************************************************************************** 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 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 FILE NAME: C:\aes2001\hydrosft\ratscx\15843.DAT TIME/DATE OF STUDY: 19:13 10/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 40.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1530.00 DOWNSTREAM(FEET) = 1520.50 Tc = K*I(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.379 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.814 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.80 0.80 0.60 52 13.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 17.42 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 17.42 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Page 1 15843.RE5 MAINLINE Tc(MIN) = 13.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.814 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.94 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.94 SUBAREA RUNOFF(CFS) = 20.84 EFFECTIVE AREA(ACRES) = 12.74 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.74 PEAK FLOW RATE(CFS) = 38.25 .**************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 550.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1503.00 DOWNSTREAM(FEET) = 1492.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.68 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.25 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 14.23 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 550.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.23 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.675 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.60 ' SUBAREA RUNOFF(CFS) = 8.41 EFFECTIVE AREA(ACRES) = 15.34 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 15.34 PEAK FLOW RATE(CFS) = 45.07 **************************************************************************** 550.00 TO NODE 550.00 IS CODE = 1 FLOW PROCESS FROM NODE »»>DESIGNATE INDEPENDENT, STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.23 RAINFALL INTENSITY(INCH/HR) = 3.67 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 15.34 TOTAL STREAM AREA(ACRES) = 15.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.07 **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 540.00 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) = 1527.70 DOWNSTREAM(FEET) = 1506.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Page 2 15843.RE5 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.048 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.704 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 12.00 0.80 0.60 52 14.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 34.84 TOTAL AREA(ACRES) = 12.00 PEAK FLOW RATE(CFS) = 34.84 **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 550.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1500.00 DOWNSTREAM(FEET) = 1492.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.72 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.84 PIPE TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 15.77 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 550.00 = 1900.00 FEET. FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 15 77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.456 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 10.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 26.80 EFFECTIVE AREA(ACRES) = 22.00 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) = 58.97 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 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.) = 15.77 RAINFALL INTENSITY(INCH/HR) = 3.46 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 22.00 TOTAL STREAM AREA(ACRES) = 22.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 58.97 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/ER) (INCH/HR) (ACRES) NODE 1 45.07 14.23 3.675 0.80( 0.41) 0.52 15.3 500.00 2 58.97 15.77 3.456 0.80( 0.48) 0.60 22.0 530.00 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 Page 3 15843.RE5 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 102.21 14.23 3.675 0.80( 0.45) 0.56 35.2 500.00 2 101.02 15.77 3.456 0.80( 0.45) 0.57 37.3 530.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 102.21 Tc(MIN.) = 14.23 EFFECTIVE AREA(ACRES) = 35.20 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 37.34 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 550.00 = 1900.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++*****************+********++*** FLOW PROCESS FROM NODE 550.00 TO NODE 560.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1493.00 DOWNSTREAM(FEET) = 1476.50 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.38 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.21 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 14.55 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 560.00 = 2288.00 FEET. FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.626 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.19 EFFECTIVE AREA(ACRES) = 36.20 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 38.34 PEAK FLOW RATE(CFS) = 103.88 **********************************************+*************+**+************ FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 152 »»>STORE PEAK FLOWRATE TABLE TO A FILE««< PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\560.DNA END OF STUDY SUMMARY: TOTAL AREA(ACRES) 38.34 TC(MIN.) = 14.55 EFFECTIVE AREA(ACRES) = 36.20 AREA -AVERAGED Fm(INCH/HR)= 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 PEAK FLOW RATE(CFS) = 103.88 END OF RATIONAL METHOD ANALYSIS 0 Page 4 lit 100-Year Hydrology Tract 15844 15844.RE5 **************************************************************************** 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 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 FILE NAME: C:\aes2001\hydrosft\ratscx\15844.DAT TIME/DATE OF STUDY: 19:24 10/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 2 40.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 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) = 1100.00 ELEVATION DATA: UPSTREAM(FEET) = 1498.90 DOWNSTREAM(FEET) = 1479.90 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.275 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.522 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 7.70 0.80 0.60 52 15.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 21.10 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 21.10 **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Page 1 15844.RE5 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1474.70 DOWNSTREAM(FEET) = 1472.70 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.97 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.10 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 15.99 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1400.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.427 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 13.27 EFFECTIVE AREA(ACRES) = 12.70 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = *0.60 TOTAL AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) = 33.71 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 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.) = 15.99 RAINFALL INTENSITY(INCH/HR) = 3.43 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 12.70 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.71 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 630.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.427 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 8.10 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) = 21.50 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 55.21 **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 620.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1480.00 DOWNSTREAM(FEET) = 1472.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES Page 2 15844.RE5 PIPE -FLOW VELOCITY(FEET/SEC.) = 22.42 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.21 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.07 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 620.00 = 100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.07 RAINFALL INTENSITY(INCH/HR) = 3.42 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 20.80 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 55.21 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.71 15.99 3.427 0.80( 0.48) 0.60 12.7 600.00 2 55.21 16.07 3.417 0.80( 0.48) 0.60 20.8 0.00 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 88.84 15.99 3.427 0.80( 0.48) 0.60 33.4 600.00 2 88.80 16.07 3.417 0.80( 0.48) 0.60 33.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 88.84 Tc(MIN.) = 15.99 EFFECTIVE AREA(ACRES) = 33.40 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 33.50 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 640.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1472.00 DOWNSTREAM(FEET) = 1470.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.54 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.84 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 16.28 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 640.00 = 1600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 640.00 TO NODE 640.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.390 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.79 Page 3 15844.RES EFFECTIVE AREA(ACRES) = 34.00 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 34.10 PEAK FLOW RATE(CFS) = 89.35 **************************************************************************** FLOW PROCESS FROM NODE 640.00 TO NODE 650.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1470.00 DOWNSTREAM(FEET) = 1465.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.76 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.35 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 16.36 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 650.00 = 1700.00 FEET. FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 152 »»>STORE PEAK FLOWRATE TABLE TO A FILE««< PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\15844.DNA END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 34.10 TC(MIN.) = 16.36 EFFECTIVE AREA(ACRES) = 34.00 AREA -AVERAGED Fm(INCH/HR)= 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 PEAK FLOW RATE(CFS) = 89.35 END OF RATIONAL METHOD ANALYSIS 0 Page 4 Street Capacity Calculations for 25-Year Storm SC25-01.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:24 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * Beech Avenue * Street Capacity Analysis for 25 Year Storm * Catch Basin i lA & 1B ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 39.24 AVERAGE STREETFLOW FRICTION FACTOR(MANNING), = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.91 PRODUCT OF DEPTH&VELOCITY = 2.69 0 Page 1 SC25-02.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91766 (909) 982-7777 TIME/DATE OF STUDY: 19:37 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * Beech Avenue * Street Capacity Calculation for 25 Year Storm * Catch Basin # 2A & 2B * ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 10.24 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.54 PRODUCT OF DEPTH&VELOCITY = 1.36 0 Page 1 SC25-03.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:32 10/22/2001 ************************** DESCRIPTION OF STUDY * Curtis Avenue * Street Capacity Calculation for 25 Year Storm * Catch Basin # 3A & 3B ************************** * * * ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 2.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 0.69 0 Page 1 SC25-09.RES. **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite Upland, California 91786 (909) 982-7777 100 TIME/DATE OF STUDY: 19:43 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * Lytle Creek Road * * Street Capacity for 25 Year Storm * Catch Basin 4t 4A & 4B ************************************************************************** * *************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 6.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.98 PRODUCT OF DEPTH&VELOCITY = 1.01 SC25-05.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:50 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * Beech Avenue * Street Capacity Calculation for 25 Year Storm * Catch Basin # 5A & 5B ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 11.82 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.74 PRODUCT OF DEPTH&VELOCITY = 1.47 0 Page 1 SC25-6A.RES * *************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:19 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * Sierra Lakes Parkway * Street Capacity Analysis for 25 Year Storm * Catch Basin It6A ************************************************************************** * * * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 4.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET)= 10.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY = 1.20 Page 1 SC25-9A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 20:56 10/22/2001 ************************** DESCRIPTION * "C" Street * Street Capacity for 25 Year Storm * Catch Basin #9A OF STUDY ************************** ************************************************************************** »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 5.78 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY = 1.33 G Page 1 SC25-9B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:10 10/22/2001 ************************** DESCRIPTION OF STUDY ********** * "N" Street * Street Capacity for 25 Year Storm * Catch Basin N9B ************** ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 4.75 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55 PRODUCT OF DEPTH&VELOCITY = 1.23 0 Page 1 SC25-10A.RES ************#******#**#***#************#********************#*************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 20:37 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "C" Street * Street Capacity for 25 Year Storm * Catch Basin #10A ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 15.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY = 2.22 SC25-10B.RES **#***#*************************************************#**#********i******* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 20:33 10/22/2001 ************************** DESCRIPTION OF STUDY * "C" Street * Street Capacity for 25 Year Storm * Catch Basin #10B ************************** ************************************************************************** * * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 14.76 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY = 2.14 0 Page 1 SC25-11A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:06 10/22/2001 ************************** DESCRIPTION OF STUDY * "N" Street * Street Capacity for 25 Year Storm * Catch Basin 111A ************************** ************************************************************************** **************************************************************************** »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 3.42 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY = 1.01 Page 1 SC25-11B.RES * *************************i************************************************* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 20:52 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "C" Street * Street Capacity for 25 Year Storm * Catch Basin #11B ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION« < CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 14.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45 PRODUCT OF DEPTH&VELOCITY = 2.16 Page 1 SC25-12A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:18 10/22/2001 ************************** DESCRIPTION * "I" Street * Street Capacity for 25 Year Storm * Catch Basin #12A OF STUDY ************************** ************************************************************************** * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 7.06 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.71 PRODUCT OF DEPTH&VELOCITY = 1.46 0 Page 1 * "E" Street * Street Capacity for 25 Year Storm * Catch Basin 412B ************************************************************************** SC25-12B.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:22 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 10.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.12 PRODUCT OF DEPTH&VELOCITY = 1.81 Page 1 SC25-13A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:31 10/22/2001 ************************** DESCRIPTION OF STUDY ****************3********* * "G" Street * Street Capacity for 25 Year Storm * Catch Basin #13A ************************************************************************** * * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.030000 CONSTANT STREET FLOW(CFS) = 9.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.79 PRODUCT OF DEPTH&VELOCITY = 1.88 0 Page 1 SC25-13B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:45 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "H" Street * * Street Capacity for 25 Year Storm * Catch Basin #13B * ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 7.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.74 PRODUCT OF DEPTH&VELOCITY = 1.47 O Page 1 SC25-13C.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:49 10/22/2001 ************************** DESCRIPTION OF STUDY * "H" Street * Street Capacity for 25 Year Storm * Catch Basin #13C ************************** **********'**************************************************************** * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 10.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.79 0 Page 1 SC25-14A.RES * *************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152. N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:06 10/22/2001 ************************** DESCRIPTION OF STUDY ************************* * "D" Street * Street Capacity for 25 Year * Catch Basin 1114A ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 5.82 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUCT OF DEPTH&VELOCITY = 1.34 0 Page 1 SC25-14B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:08 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "D" Street * * Street Capacity for 25 Year Storm * Catch Basin #19B * ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 7.72 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.75 PRODUCT OF DEPTH&VELOCITY = 1.52 SC25-15A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:55 10/22/2001 ************************** DESCRIPTION OF STUDY ********* * "D" Street * Street Capacity for 25 Year Storm * Catch Basin i115A *************** ******************************************************************* **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 9.69 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY = 1.46 Page 1 SC25-15B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:58 10/22/2001 ********************** ** DESCRIPTION OF STUDY *************************' * "D" Street * * Street Capacity for 25 Year Storm * Catch Basin #15B ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 7.82 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33 PRODUCT OF DEPTH&VELOCITY = 1.13 0 Page 1 SC25-15C.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:51 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "E" Street * Street Capacity for 25 Year Storm * Catch Basin #15C ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 7.34 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30 PRODUCT OF DEPTH&VELOCITY = 1.37 Page 1 SC25-17A.RES #*************************************************************************#* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:48 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "E" Street * Street Capacity for 25 Year Storm * Catch Basin #17A ************************************************************************** * * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 9.81 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.56 PRODUCT OF DEPTH&VELOCITY = 1.61 Page 1 SC25-17B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 23:31 10/22/2001 ************************** DESCRIPTION OF STUDY * "D" Street * Street Capacity for 25 Year Storm * Catch Basin 1117B ************************** .************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 7.26 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82 PRODUCT OF DEPTH&VELOCITY = 1.24 0 Page 1 SC25-18A.RES *********************************************************************a****** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 00:08 10/23/2001 ************************** DESCRIPTION OF STUDY ************************** * Curtis Avenue * Street Capacity for 25 Year Storm * Catch Basin fl18A * ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 1.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 4.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74 PRODUCT OF DEPTH&VELOCITY = 0.66 Page 1 SC25-18B.RES (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 00:08 10/23/2001 ************************** * Curtis Avenue * Street Capacity for * Catch Basin #18B ******************** DESCRIPTION OF STUDY 25 Year Storm ************************** *************************************************** **************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« * * * ********************** CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 1.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 4.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74 PRODUCT OF DEPTH&VELOCITY = 0.66 Page 1 SC25-20A.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 23:58 10/22/2001 DESCRIPTION OF * Sierra Lakes Parkway * Street Capacity for 25 Year Storm * Catch Basin #20A STUDY *************** ********* * ************************************************************************** **************************************************************************** »» STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 1.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.57 PRODUCT OF DEPTH&VELOCITY = 0.68 Page 1 SC25-20B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 00:01 10/23/2001 ************************** DESCRIPTION OF STUDY ************************** * Sierra Lakes Parkway * Street Capacity for 25 Year Storm * Catch Basin fl20B ************************************************************************** * * * **************************************************************************** »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 2.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 PRODUCT OF DEPTH&VELOCITY = 0.87 Page 1 SC25-21A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 23:50 10/22/2001 ************************** DESCRIPTION OF STUDY * Lytle Creek Road * Street Capacity for 25 Year Storm * Catch Basin 121A ************************** ************************************************************************** * * * **************************************************************************** » »STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 2.34 ' AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY = 0.91 Page 1 SC25-23.RES **********************************************************I***************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:12 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "G" Street * * Street Capacity for 25 Year Storm * Catch Basin #23 ************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 5.52 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.44 PRODUCT OF DEPTH&VELOCITY = 1.27 0 Page 1 SC25-24.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:14 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "D" Street * * Street Capacity for 25 Year Storm * Catch Basin #24 * ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 6.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY = 1.37 0 Page 1 Catch Basin for 25-Year Storm CATCH BASIN TABLE 1 CB # Actual Recommended 1 A 21 21 1 B 21 21 2 A 14 14 2 B -14 14 3 A(, 4 4 3 B 4 4 4 A 9 10 4 B 9 _ 10 5 A 15 15 5 B 15 15 6 A 4 4 6 B 4 4 7 A NC NC 7 B NC NC 8 'NC NC 9 A 16 16 9 B 14 14 10 A 24 . 28 10 B 28 28 11 A .10 10 11 B 28 28 12 A 18 21 12 B 25 28 12 C . 14 14 13 A 24 24 13 B 19 21 13 C 24 24 14 A 14 14 14 B 20 21 15 A 21 21 15 B 16 16 15 C - 18 18 16 A 4 4 16 B 4 4 17 A 17 - 24 17 B 22. 24 17 C -7 7 18 A 4 4 18 B 4 . 4 19 A 4 4 20 A 4.9 5 20 B 7 7 21 A 7.7 8 21 B 7.7 8 22 4 4 23 15 15 24 17 17 NM NM 11111 NIB UN On ON NM 1101 NM N ON INN NOTE: THIS CATCH BASIN EXHIBIT AND THE FOLLOWING CALCI BOTH THE BACK -BONE AND INTERIOR STORM DRAIN S' BASINS. HOWEVER. THE PLANS ONLY REFLECT THE BI PLANS FOR THE INTERIOR SYSTEM NAIL BE SUBMITTED CB25-01.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foremaiii,) Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:27 10/22/2001 ************************** DESCRIPTION OF STUDY **** * Beech Avenue * Catch Basin Analysis for 25 Year Storm * Catch Basin # lA & 1B ********************* ************************************************************************* * * * **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 19.62 GUTTER FLOWDEPTH(FEET) = 0.55 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 21.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 36.6 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 14.5 Page 1 CB25-02.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:38 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * Beech Avenue * Catch Basin Analysis for 25 Year Storm * Catch Basin # 2A & 2B ************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.12 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 14.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1 Page 1 } CB25-03.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 ' Analysis prepared by: lip Hall & Foreman$,Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:34 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * Curtis Avenue * Catch Basin Analysis for 25 Year Storm * Catch Basin # 3a & 3B ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.25 GUTTER FLOWDEPTH(FEET) = 0.27 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4 00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.1 4.9 Page 1 CB25-04.RES ####*►*****►**************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman,(Inc 1152 N. Mountain Avenue, Suite 100 Upland; California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:45 10/22/2001 ************************** DESCRIPTION OF * Lytle Creek Road * Catch Basin Analysis for 25 Year Storm * Catch Basin # 4A & 4B STUDY ************************** * * * **************************************************************************** • »FLOWBY CATCH BASIN INLET CAPACITY. INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.00 GUTTER FLOWDEPTH(FEET) = 0.34 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 9.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.3 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.9 0 Page 1 CB25-05.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:52 10/22/2001 ************************** DESCRIPTION OF STUDY * Beech Avenue * Catch Basin Analysis for 25 Year Storm * Catch Basin # 5A & 5B ************************** * **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.90 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 15 00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.8 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.7 Page 1 CB25-6A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 19:20 10/22/2001 ************************** DESCRIPTION OF STUDY * Sierra Lakes Parkway * Catch Basin Analysis for 25 Year Storm * Catch Basin #6A ************************** ************************************************** * * * ****************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.00 GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11.7 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.6 Page 1 CB25-9A.RES ************************************************************************ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 'Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 20:57 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "C" Street * * Catch Basin for 25 Year Storm * Catch Basin #9a * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.78 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 16.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.4 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.7 Page 1 CB25-09B.RES ***#************************************************************************ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 ' Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:11 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "N" Street * * Catch Basin for 25 Year Storm * Catch Basin #9b #****************************************#*#****************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.75 GUTTER FLOWDEPTH(FEET) = 0.35 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 14.3 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.7 Page 1 CB25-10A.RES ************************************************************************ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman(,(Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 20:38 10/22/2001 **************** ******* DESCRIPTION OF STUDY ** * "C" Street * Catch Basin for 25 Year Storm * Catch Basin #10A *********************** * * * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 15.30 GUTTER FLOWDEPTH(FEET) = 0.49 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 24.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 32.3 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.2 0 Page 1 CB25-10B.RES * *************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 -Analysis prepared by: Hall & Foreman()Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 20:35 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "C" Street * Catch Basin Analysis for 25 Year Storm * Catch Basin #10B ************************************************************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 14.76 GUTTER FLOWDEPTH(FEET) = 0.49 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 31.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 14.1 0 Page 1 CB25-11A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C). Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 'Analysis prepared by: Hall & ForemanI)Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:08 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "N" Street * * Catch Basin for 25 Year Storm * Catch Basin #11A ************************************************************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.42 GUTTER FLOWDEPTH(FEET) = 0.32 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11.3 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.2 0 Page 1 CB25-11B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 ' Analysis prepared by: Hall & Foreman{»Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 20:53 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "C" Street * Catch Basin for 25 Year Storm * Catch Basin #11B ************************************************************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 14.90 GUTTER FLOWDEPTH(FEET) = 0.49 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 31.4 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 14.1 Page 1 CB25-12A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 - Analysis prepared by: Hall & Foreman,,Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:19 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "I" Street * Catch Basin for 25 Year Storm * * Catch Basin #12A * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.06 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 18.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.9 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.9 0 Page 1 CB25-12B.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 "Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:23 10/22/2001 ************************** DESCRIPTION OF STUDY * "E" Street * Catch Basin for 25 Year Storm * Catch Basin #12B ************************** ************************************************************** ********** * **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 10.60 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 25.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 25.0 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 10.6 Page 1 CB25-13A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:32 10/22/2001 ************************** DESCRIPTION OF STUDY ********** *************** * "G" Street * * Catch Basin for 25 Year Storm * Catch Basin #13A * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.10 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 24.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 24.4 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.0 Page 1 CB25-13B.RES ************************************************************************* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 'Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:47 10/22/2001 ************************** DESCRIPTION OF STUDY * "H" Street * Catch Basin for 25 Year Storm * Catch Basin #13B ************************** ************************************************************************** **************************************************************************** ».»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb. Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.10 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 19.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 19.0 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.1 Page 1 CB25-13C.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman{(Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 21:50 10/22/2001 ************************** DESCRIPTION OF STUDY * "H" Street * Catch Basin Capacity for 25 Year Storm * Catch Basin #13C ************************** ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 10.00 GUTTER FLOWDEPTH(FEET) = 0.43 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 24.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 24.2 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 10.0 0 Page 1 CB25-14A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman,)Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:07 10/22/2001 ************************** DESCRIPTION OF STUDY************************** * "D" Street * Catch Basin for 25 Year Storm * Catch Basin #14A ************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are.approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.82 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.5 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.3 Page 1 CB25-14B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:09 10/22/2001 ************************** DESCRIPTION OF STUDY * "D" Street * Catch Basin for 25 Year Storm * Catch Basin #14B ************************** ************************************************************************** * * * **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.72 GUTTER FLOWDEPTH(FEET) = 0.40 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 20.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.2 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.7 Page 1 CB25-15A.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 :Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:56 10/22/2001 ************************** DESCRIPTION OF STUDY * "D" Street * Catch Basin for 25 Year Storm * Catch Basin #15A ************************** * * ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.69 GUTTER FLOWDEPTH(FEET) = 0.47 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 21.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.4 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.6 CB25-15B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 'Analysis prepared by: ii Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:59 10/22/2001 ************************** DESCRIPTION OF STUDY ******* * "D" Street * Catch Basin for 25 Year Storm * Catch Basin #15B ****************** ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<(« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.82 GUTTER FLOWDEPTH(FEET) = 0.49 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 16 00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.5 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.7 Page 1 CB25-15C.RES **************************************************************************** HYDRAULIC ELEMENTS I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman0 Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:52 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "E" Street * Catch Basin for 25 Year Storm * Catch Basin #15C ************************************************************************** * * * **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.34 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 18.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.2 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.3 Page 1 CB25-17B.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 'Analysis prepared by: Hall & Foreman; )Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 23:32 10/22/2001 *$************************ DESCRIPTION OF STUDY ************************** * "D" Street * Catch Basin for 25 Year Storm * Catch Basin #17B ******************************:******************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.30 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 17.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 17.2 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.2. Page 1 CB25-17A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 'Analysis prepared by: Hall & Foreman, )Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:49 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "E" Street * * Catch Basin for 25 Year Study * Catch Basin #17A ************************************************************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.82 GUTTER FLOWDEPTH(FEET) = 0.45 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 22.50 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 22.7 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.8 0 Page 1 CB25-18A.RES * *************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 00:09 10/23/2001 ************************** DESCRIPTION OF STUDY ** ********************** * Curtis Avenue * Catch Basin for 25 Year Storm * Catch Basin #18A ************************************************************************** * * **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.00 GUTTER FLOWDEPTH(FEET) = 0.24 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 4.5 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 0.9 Page 1 CB25-18b.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman{)Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 00:09 10/23/2001 ************************** DESCRIPTION OF STUDY ************************** * Curtis Avenue * Catch Basin for 25 Year Storm * Catch Basin N18B ************************************************************************** * * * **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.00 GUTTER FLOWDEPTH(FEET) = 0.24 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 4.5 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 0.9 n Page 1 CB25-20A.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 'Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 23:59 10/22/2001 ********************** ** DESCRIPTION OF STUDY *********** * Sierra Lakes Parkway * Catch Basin for 25 Year Storm * Catch Basin #20A *********** ************************************************************************** **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.20 GUTTER FLOWDEPTH(FEET) = 0.26 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4.90 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 4.9 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.2 Page 1 CB25-20B.RES *********** ************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 'Analysis prepared by: Hall & Foreman,tInc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 00:02 10/23/2001 ************************** DESCRIPTION OF STUDY * Sierra Lakes Parkway * Catch Basin for 25 Year Storm * Catch Basin #20B ************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.00 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET),= 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.0 Page 1 CB25-23.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 ' Analysis prepared by: ti Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 TIME/DATE OF STUDY: 22:13 10/22/2001 ************************** DESCRIPTION OF STUDY ************************** * "G" Street * Catch Basin for 25 Year Storm * * Catch Basin #23 ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.52 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33. FLOWBY BASIN WIDTH(FEET) = 15.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.7 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.4 Page 1 CB25-24.RES **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 ' Analysis prepared by: • Hall & Foremar, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 962-7777 TIME/DATE OF STUDY: 22:15 10/22/2001 **************** ******** DESCRIPTION OF STUDY * * "D" Street * Catch Basin for 25 Year Storm * Catch Basin #24 *********************** ************************************************************************** *************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITYINPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.30 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 17.00 »»CALCULATED BASIN WIDTH FOR 'TOTAL INTERCEPTION = 17.4 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.2 Page 1 Hydraulic Calculations for Beech Avenue (Backbone System) HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING SUMMIT HEIGHTS BACK -HONE SYSTEM (BEECH AVENUE) INPUT/OUTPUT FILE: 0214814.INP/OUT DATE: 10/21/2001 TIME: 12: 2 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y12) Y(3) Y(4) Y15) Y(6) Y(7) Y18) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 48 4 4.00 CD 57 4 4.75 CD 60. 4 6.00 F O 5 1 5 P WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS. A SYSTEM OUTLET • • • U/5 DATA STATION INVERT SECT W S ELEV 16315.06 1468.61 60 1473.61 PAGE NO 2 ELEMENT NO 2 IS A REACH • • • U/S DATA STATION INVERT. SECT N RADIUS ANGLE ANG PT .MAN H 16381.74 1469.48 60 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION • • • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 16386.74 1469.55 60 30 0 0.013 67.0 0.0 1470.35 0.00 90.00 0.00 ELEMENT NO 4 IS A REACH • • U/5 DATA .STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 17083.06 1478.60 60 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION • • •- • U/S DATA STATION INVERT.SECTLAT-1• LAT-2 N Q3 04 INVERT-3. INVERT-4 PHI 3 PHI'4 17086.06 1478.64 60 36 0 0.013 78.0 0.0 1479.44 0.00 90.00 0.00 ELEMENT NO 6 1S A TRANSITION • '• U/5 DATA STATIONINVERT SECT N 17089.06 1478.68 60. 0.013 ELEMENT NO 7 1S A REACH * * U/S DATA STATION INVERT' SECT N - RADIUS ANGLE ANG PT MAN H 18012.44 1498.62 57 0.013 0.00 0.00 0.00 2 ELEMENT.NO 8 IS A REACH • • * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18536.59 1509.95 57 0.013 0.00 36.00 0.00 2 ELEMENT NO 9 IS A REACH ' • ' U/S DATA STATION -INVERT SECT N RADIUS ANGLE ANG PT MAN H 18638.06 1512.15 57 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A JUNCTION * • • • • U/5 DATA STATION - `INVERT• SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 18642.06 1512.23 57 57 36 0.013 218.0 32.0 1512.65 1512.65 30.00 30.00 ELEMENT N0 11 IS A REACH • • • U/S DATA STATION INVERT SECT N ' RADIUS ANGLE ANG PT MAN 18692.40 1514.07. 57 0.013 0.00 0.00 0.00 1 ELEMENT NO 12 IS A JUNCTION • •• ' • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 18697.40 1514.20 57 24 24 0.013 6.1 6.1 1514.40 1514.40 45.00 45.00 ELEMENT NO 13 IS A TRANSITION • U/S DATA .STATION INVERT SECT N 18701.40 1514.28 57 0.013. WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 14 IS A REACH • • • U/S DATA STATIONINVERT SECT N RADIUS ANGLE ANG PT MAN H. 18786.58 1516.44 48 0.013 0.00 0.00 0.00 0 ELEMENT NO 15 IS A REACH • * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 19491.47 1534.13 48 0.013 0.00 47.00 0.00 2 ELEMENT NO - 16 IS A SYSTEM HEADWORKS • • U/S DATA STATION INVERT SECT 19491.50 1534.50 48 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING W 5 ELEV 0.00 LICENSEE: HALL S FOREMAN F0515P WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS BACK -BONE SYSTEM (BEECH AVENUE) INPUT/OUTPUT FILE: 02148M.INP/OUT PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH - ZR 16315.06 2468.61 4.915 1473.525 434.2 17.51 4.763 1478.288 0.00 5.477. 6.00 0.00 0.00 0 0.00 47.51 0.01305 .010146 0.48 4.440. 0.00 16362.57 1469.23 5.145 1474.375 434.2 26.82 4.395 1478.770 0.00 5.477 6.00 0.00 0.00 0 0.00 19.17 0.01305 .009466 0.18 4.440 0.00 16381.74 1469.48 5.477 1474.957 434.2 16.04 3.994 1478.951 0.00 5.477 6.00 0.00 0.00 0 0.00 JUNCT STR 0.01400 .008340 0.04 0.00 16386.74 1469.55 7.912 1477.462 367.2 12.99 2.619 1480.081 0.00 5.168 6.00 0.00 0.00 0 0.00 280.18 0.01300 .007518 2.11 3.915 0.00 16666.92 1473.19 6.379 1479.571 367.2 12.99 2.619 1482.190 0.00 5.168 6.00 0.00 , 0.00 0 0.00 HYDRAULIC JUMP 0.00 16666.92 1473.19 4.018 1477.210 367.2 18.25 5.170 1482.380 0.00 5.168 6.00 0.00 0.00 0 0.00 136.52 0.01300 .011881 1.62 3.915 0.00 16803.44 1474.97 4.067 1479.033 367.2 17.99 5.028 1484.061 0.00 5.168 6.00 0.00 0.00 0 0.00 141.91 0.01300 .011045 1.57 3.915 0.00 16945.35 1476.81 4.247 1481.057 367.2 17.16 4.571 1485.628 0.00 5.168 6.00 0.00 0.00 0 0.00 70.38 0.01300 .009864 0.69 3.915 0.00 17015.73 1477.72 4.442 1482.167 367.2 16.36 4.155 1486.322 0.00 5.168 6.00 0.00 0.00 0 0.00 39.44 0.01300 .008847 0.35 3.915 0.00 17055.17 1478.24 4.656 1482.894. 367.2 15.60 3.777 1486.671 0.00 5.168 6.00 0.00 0.00 0 0.00 21.21 0.01300 .007980 0.17 3.915 0.00 17076.38 1478.51 4.893 1483.406 367.2 14.87 3.434 1486.840 0.00 5.168 6.00 0.00 0.00 0 0.00 6.68 0.01300 .007265 0.05 3.915 0.00 17083.06 1478.60 5.168 1483.768 367.2 14.18 3.121 1486.889 0.00 5.168 6.00 0.00 0.00 0 0.00 JUNCT STR 0.01333 .005805 0.02 0.00 17086.06 1478.64 7.722 1486.362 289.2 10.23 1.625 1487.987 0.00 4.652 6.00 0.00 0.00 0 0.00 TRANS STR 0.01333 .004663 0.01 - 0.00 17089.06 1478.68 7.696 1486.376 289.2 16.32 4.136. 1490.512 0.00 4.522 4.75 0.00 0.00 0 0.00 339.93 0.02159 .016210 5.51 3.415 0.00 17428.99 1486.02 6.020 1492.041 289.2 16.32 4.136 1496.177 0.00 4.522 4.75 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 17428.99 1486.02 3.415 1489.436 289.2 21.21 6.982 1496.418 0.00 i4.522 4.75 0.00 0.00 0 0.00 159.15 0.02159 .021595 3.44 3.415 0.00 17588.14 1489.46 3.415 1492.872 289.2 21.21 6.982 1499.854 0.00 4.522 4.75 0.00 0.00 0 0.00 424.30 0.02159 .021456 9.10 3.415 0.00 18012.44 1498.62 3.433 1502.053 289.2 21.09 6.906 1508.959 0.00 4.522 4.75 0.00 0.00 0 0.00 157.16 0.02162 .021142 3.32 3.413 0.00 18169.60 1502.02 3.455 1505.472 289.2 20.94 6.810 1512.282 0.00 4.522 4.75 0.00 0.00 0 0.00 264.13 0.02162 .019889 5.25 3.413 0.00 18433.73 1507.73 3.618 1511.345 289.2 19.97 6.191 1517.536 0.00 4.522 4.75 0.00 0.00 0 0.00 102.86 0.02162 .017896 1.84 3.413 0.00 18536.59 1509.95 3.798 1513.748 289.2 19.04 5.628 1519.376 0.00 4.522 4.75 0.00 0.00 0 0.00 50.32 0.02168 .016324 0.82 3.410 0.00 1 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS BACK -BONE SYSTEM (BEECH AVENUE) INPUT/OUTPUT FILE: 02148M.INP/OUT PAGE STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L/ELEM SO 5F AVE HF NORM DEPTH ZR 18586.91 1511.04 3.971 1515.012 289.2 18.28 5.187 1520.199 0.00 4.522 35.81 0.02168 .015077 0.54 18622.72 1511.82 4.206 1516.023 289.2 17.42 4.7I5 1520.738 0.00 4.522 15.34 0.02168 .014269 0.22 18638.06 1512.15 4.522 1516.672 289.2 16.61 4.285 1520.957 0.00 4.522 JUNCT STR 0.02000 .007175 0.03 18642.06 1512.23 8.680 1520.910 39.2 2.21 0.076 1520.986 0.00 1.773 50.34 0.03655 .000298 0.02 18692.40 1514.07 6.859 1520.929 39.2 2.21 0.076 1521.005 0.00 1.773 JUNCT STR 0.02600 .000219 0.00 18697.40 1514.20 6.780 1520.980 27.0 1.52 0.036 1521.016 0.00 1.462 TRANS STR 0.02000 .000141 0.00 18701.40. 1514.28 6.701 1520.981 27.0 2.15 0.072 1521.053 0.00 1.538 85.18 0.02536 .000353 0.03 18786.58 1516.44 4.571 1521.011 27.0 2.15 0.072 1521.083 0.00 1.538 23.16 0.02510 .000351 0.01 18809.74 1517.02 4.000 1521.021 27.0 2.15 0.072. 1521.093 0.00 1.538 14.65 0.02510 .000329 0.00 18824.39 1517.39 3.629 1521.018 27.0 2.25 0.079 1521.097 0.00 1.538 8.40 0.02510 .000320 0.00 18832.79 1517.60 3.413 1521.013 27.0 2.36 0.087 1521.100 0.00 1.538 6.80 0.02510 .000347 0.00 18839.59 1517.77 3.236 1521.006 27.0 2.48 0.095 1521.101 0.00 1.538 5.93 0.02510 .000381 0.00 18845.52 1517.92 3.080 1520.999 27.0 2.60 0.105 1521.104 0.00 1.538 5.24 0.02510 .000423 0.00 18850.76 1518.05 2.940 1520.991 27.0 2.73 0.115 1521.106 0.00 1.538 4.73 0.02510 .000471 0.00 18855.49 1518.17 2.812 1520.981 27.0 2.86 0.127 1521.108 0.00 1.538 4.33 0.02510 .000528 0.00 18859.82 1518.28 2.693 1520.971 27.0 3.00 0.140 1521.111 0.00 1.538 3.92 0.02510 .000594 0.00 18863.74 1518.38 2.583 1520.959 27.0 3.15 0.154 1521.113 0.00 1.538 3.63 0.02510 .000669 0.00 18867.37 1518.47 2.479 1520.946 27.0 3.30 0.169 1521.115 0.00 1.538 2.63 0.02510 .000744 0.00 18870.00 1518.53 2.402 1520.935 27.0 3.43 0.182 1521.117 0.00 1.538 HYDRAULIC JUMP 18870.00 1518.53 0.930 1519.463.. 27.0 12.18 2.303 1521.766 0.00 1.538 376.43 0.02510 .025136 9.46 19246.43 1527.98 0.930 1528.911 27.0 12.18 2.303 1531.214 0.00 1.538 116.78 0.02510 .024147 2.82 4.75 0.00 0.00 0 0.00 3.410 0.00 4.75 0.00 0.00 0 0.00 3.410 0.00 4.75 0.00 0.00 0 0.00 0.00 4.75 0.00 0.00 0 0.00 0.963 0.00 4.75 0.00 0.00 0 0.00 0.00 4.75 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.927 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.930 0.00 4.00 0.00 0.00 0 0.00 0.00 0.930 LICENSEE: HALL b FOREMAN F0515P WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS BACK -BONE SYSTEM (BEECH AVENUE) INPUT/OUTPUT FILE: 0214814.INP/OUT PAGE 3 STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBFR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 19363.21 1530.91 0.949 1531.860 27.0 11.83 2.174 1534.034 0.00 1.538 4.00 0.00 0.00 0 0.00 48.76 0.02510 .021701 1.06 0.930 0.00 19411.97 1532.13 0.981 1533.116 27.0 11.28 1.975 1535.091 0.00 1.538 4.00 0.00 0.00 0 0.00 23.79 0.02510 .018975 0.45 0.930 0.00 19435.76 1532.73 1.015 1533.747 27.0 10.75 1.795 1535.542 0.00 1.538 4.00 0.00 0.00 0 0.00 15.09 0.02510 - .016599 0.25 0.930 0.00 19450.85 1533.11 1.050 1534.161 27.0 10.25 1.633 1535.794 0.00 1.538 4.00 0.00 0.00 0 0.00 10.63 0.02510 .014520 0.15 0.930 0.00 19461.48 1533.38 1.086 1534.463 27.0 9.78 1.484 1535.947 0.00 1.538 4.00 0.00 0.00 0 0.00 7.82 0.02510 .012704 0.10 0.930 0.00 19469.30 1533.57 1.124 1534.698 27.0 9.32 1.349 1536.047 0.00 1.538 4.00 0.00. 0.00 0 0.00 5.98 0.02510 .011118 0.07 0.930 0.00 19475.28 1533.72 1.163 1534.887 27.0 P.89 1.226 1536.113 0.00 1.538 4.00 0.00 0.00 0 0.00 4.59 0.02510 - .009732 0.04 - 0.930 0.00 19479.87 /533.84 1.204 1535.043 27.0 8.47 1.115 1536.158 0.00 1.538 4.00 0.00 0.00 0 0.00 3.59 0.02510 .008521 0.03 0.930 0.00 19483.46 1533.93 1.246 1535.175 27.0 8.09 1.014 1536.189 0.00 1.538 4.00 0.00 0.00 0 0.00 2.73 0.02510 .007463 0.02 0.930 0.00 19486.19 1534.00 1.290 1535.287 27.0 7.70 0.921 1536.208 0.00 1.538 4.00 0.00 0.00 0 0.00 2.09 0.02510 .006536 0.01 0.930 0.00 19488.28 1534.05 - 1.335 1535.385 27.0 7.34 0.838 1536.223 0.00 1.538 4.00 0.00 0.00 0 0.00 1.45 0.02510 .005726 0.01 0.930 0.00 19489.73 1534.09 1.383 1535.469 27.0 7.00 0.762 1536.231 0.00 1.538 4.00 0.00 0.00 0 0.00 1.01 0.02510 .005019 0.01 0.930 0.00 19490.74 1534.11 1.432 1535.544 27.0 6.68 0.692 1536.236 0.00 1.538 4.00 0.00 0.00 0 0.00 0.57 0.02510 .004400 0.00 0.930 0.00 19491.31 1534.13 1.483 1535.609 27.0 6.37 0.629 1536.238 0.00 1.538 4.00 0.00 0.00 0 0.00 0.16 0.02510 .003855 0.00 0.930 0.00 19491.47 1534.13 1.538 '1535.668 27.0 6.06 0.571 1536.239 0.00 1.538 4.00 0.00 0.00 0 0.00 Hydraulic Calculations for Curtis Avenue (Line "A") HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING SUNNIT HEIGHTS BACK -BONE SYSTEM (CURTIS AVENUE) INPUT/OUTPUT FILE: 02148A.INP/OUT DATE: 10/21/2001 TIME: 12:31 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING. PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y11) Y(2) Y(3) Y(4) Y(5) Y(6) Y17) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 - 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 48 4 4.00 CD 54 4 4.50 CD 60 4 6.00 F 0 5 1 5 P 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 1008.07 1512.53 54 1520.91 ELEMENT NO 2 IS A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1019.46 1512.64 54 0.013 - 0.00 0.00 0.00 0 ELEMENT NO 3 1S A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1054.80 1513.0054 0.013 0.00 45.00 0.00 0 ELEMENT NO 4 IS A REACH • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1093.5E 1513.3E 54 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1429.26 1516.74 54 0.013 0.00 0.00. 23.00 0 ELEMENT NO 6 IS A JUNCTION • • * • U/S DATA STATION INVERT SECT LAT-] LAT-2 N 03 04 - INVERT-3 INVERT-4 PHI 3 PHI 4 1441.74 1516.87 54 30 0 0.013 10.0 0.0 1517.07 0.00 45.00 0.00 ELEMENT NO 7 IS A REACH * • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H. 1626.81 1518.72 54 0.013 13.00 0.00 0.00 1 ELEMENT NO 8 IS A REACH • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2052.04 1522.95 54 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A JUNCTION, • * • U/5 DATA STATION - INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2056.04 1523.03 54 18 0 0.013 1.0 0.0 1524.52 0.00 45.00 0.00 ELEMENT NO 10 IS A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2132.03 1523.36 54 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A JUNCTION • • • • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2141.44 1523.87 54 24 0 0.013 3.0 0.0 1525.09 0.00 90.00 0.00 ELEMENT NO 12 IS A REACH • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2185.17 1527.30 54 0.013 0.00 0.00 0.00 1 ELEMENT NO 13 IS A SYSTEM HEADWORKS • • U/S DATA STATION INVERT SECT 2187.17 1524.32 48 NO EDIT ERRORS ENCOUNTERED -COMPUTATION 15 NOW BEGINNING W S ELEV 0.00 LICENSEE: HALL d FOREMAN F0515P WATER SURFACE PROFILE LISTING SU)414IT HEIGHTS BACK -BONE SYSTEM (CURTIS AVENUE) INPUT/OUTPUT FILE: 02148A.INP/OUT PAGE STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1008.07 1512.53 8.380 1520.910 160.5 10.09 1.581 1522.491 0:00 3.705 4.50 0.00 0.00 0 0.00 11.39 0.00966 .006661 0.08 3.130 0.00 1019.46 1512.64 8.346 1520.986 160.5 10.09 1.581 1522.567 0.00 3.705 4.50 0.00 0.00 0 0.00 35.34 0.01019 .006661 0.24 3.069 0.00 1054.80 1513.00 8.445. 1521.445 160.5 10.09 1.581 1523.026 0.00 3.705 4.50 0.00 0.00 0 0.00 38.78 0.00980 .006661 0.26 3.113 0.00 1093.58 1513.38 8.323 1521.703 160.5 10.09 1.581 1523.284 0.00 3.705 4.50 0.00 0.00 0 0.00 335.68 0.01001 .006661 2.24 3.089 0.00 1429.26 1516.74 7.319 1524.059 160.5 10.09 1.581 1525.640 0.00 3.705 4.50 0.00 0.00 0 0.00 JUNCT STR 0.01042 .006259 0.08 0.00 1441.74 1516.87 7.621 1524.491 150.5 9.46 1.391 1525.882 0.00 3.599 4.50 0.00 0.00 0 0.00 185.07 0.01000 .005857 1.08 2.950 0.00 1626.81 1518.72 6.925 1525.645 150.5 9.46 1.391 1527.036 0.00 3.599 4.50 0.00 0.00 0 0.00 425.23 0.00995 .005857 2.49 2.954 0.00 2052.04 1522.95 5.185 1528.135 150.5 9.46 1.391 1529.526 0.00 3.599 4.50 0.00 0.00 0 0.00 JUNCT STR 0.02000 .005819 0.02 0.00. 2056.04 1523.03 5.165 1528.195 149.5 9.40 1.372 1529.567 0.00 3.588 4.50 0.00 0.00 0 0.00 27.54 0.00434 .005780 0.16 4.500 0.00 2083.58 1523.15 5.205 1528.355 149.5 9.40 1.372 1529.727 0.00 3.588 4.50 0.00 0.00 0 0.00 HYDRAULIC JUMP - 0.00 2083.58 1523.15 2.357 1525.507 149.5 17.73 4.880 1530.387 0.00 3.588 4.50 0.00 0.00 0 0.00 1.45 0.00434 .019790 0.03 4.500 0.00 2085.03 1523.16 2.356 1525.512 149.5 17.73 4.884 1530.396 0.00 3.588 4.50 0.00 0.00 0 0.00 23.84 0.00434 .021131 0.50 4.500 0.00 2108.87 1523.26 2.268 1525.527 149.5. 18.60 5.372 1530.899 0.00 3.588 4.50 0.00 0.00 0 0.00 23.16 0.00434 .023991 0.56 4.500 0.00 2132.03 1523.36 2.186 1525.546 149.5 19.51 5.910 1531.456 0.00 3.588 4.50 0.00 0.00 0 0.00 JUNCT STR 0.05420 - .025712 0.24 0.00 2141.44 1523.87 2.151 1526.021 146.5 19.52 5.915 1531.936 0.00 3.554 4.50 0.00 0.00 0 0.00 2.44 0.07844 .025468 0.06 1.584 0.00 2143.88 1524.06 2.172 1526.233 146.5 19.27. 5.765 1531.998 0.00 3.554 4.50 0.00 0.00 0 0.00 8.05 0.07844 .023531 0.19 1.584 0.00 2151.93 1524.69 2.254 1526.947 146.5 18.37 5.241 1532.188 0.00 3.554 4.50 0.00 0.00 0 0.00 6.75 0.07844 .020723 0.14 1.584 0.00 2158.68 1525.22 2.341 1527.563 146.5 17.52 4.765 1532.328 0.00 3.554.. - 4.50 0.00 0.00 0 0.00 5.69 0.07844 .018268 0.10 1.584 0.00 2164.37 1525.67 2.432 1528.100 146.5 16.70 4.332 1532.432 0.00 3.554 4.50 0.00 0.00 0 0.00 4.79 0.07844 .016115 0.08 1.584 0.00 2169.16 1526.04 2.527 1528.571 146.5 15.92 3.937 1532.508 0.00 3.554 4.50 0.00 0.00 0 0.00 4.00 0.07844 .014231 0.06 1.584 0.00 2173.16 1526.36 2.628 1528.986 146.5 15.18 3.580 1532.566 0.00 3.554 4.50 0.00 0.00 0 0.00. 3.32 0.07844 .012584 0.04 1.584 0.00 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS BACK -BONE SYSTEM ICURTIS AVENUE) INPUT/OUTPUT FILE: 02148A.]NP/OUT PAGE 2 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2176.48 1526.62 2.735 1529.353 146.5 14.48 3.255 1532.608 0.00 3.554 2.72 0.07844 - .011144 0.03 2179.20 1526.83 2.848 1529.680 146.5 13.80 2.959 1532.639 0.00 3.554 2.17 0.07844 .009883 0.02 2181.37 1527.00 2.968 1529.970 146.5 13.16 2.690 1532.660 0.00 3.554 1.66 0.07844 .008785 0.01 2183.03 1527.13 3.097 1530.229 146.5 12.55 2.445 1532.674 0.00 3.554 1.18 0.07844 .007830 0.01 2184.21 1527.22 3.236 1530.461 146.5 11.96 2.223 1532.684 0.00 3.554 0.71 0.07844 .007003 0.00 2184.92 1527.28 3.387 1530.668 146.5 11.41 2.021 1532.689 0.00 3.554 0.25 0.07844 .006289 0.00 2185.17 1527.30 3.554 1530.854 146.5 10.87 1.836 1532.690 0.00 3.554 4.50 0.00 0.00 0 0.00 1.584 0.00 4.50 0.00 0.00 0 0.00 1.584 0.00 4.50 0.00 0.00 0 0.00 1.584 0.00 4.50 0.00 0.00 0 0.00 1.584 0.00 4.50 0.00 0.00 0 0.00 1.584 0.00 4.50 0.00 0.00 0 0.00 1.584 0.00 4.50 0.00 0.00 0 0.00 Hydraulic Calculations for Sierra Lakes Parkway (Line "B") HEADING LINE NO 1 IS - HEADING LINE N0 2 I5 - HEADING LINE NO 3 IS F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING SUMMIT HEIGHTS BACK -BONE SYSTEM (SIERRA LAKES PARKWAY) INPUT/OUTPUT FILE: 0214 B.INP/OUT DATE: 10/21/2001 TIME: 13:14 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y11) Y12) Y13) Y14) Y(5) Y16) Y(7) Y18) Y(9) Y110) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 48 4 4.00 CD 54 4 4.50 CD 60 4 6.00 FO 51 5F PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • • U/S DATA STATION INVERT SECTW 5 ELEV 1002.58 1479.70 48 1486.36 ELEMENT NO 2 IS A REACH • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT NAN H 1366.77 1484.29 48 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION • • • • • • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1370.77 1484.86 48 30 0 0.013 44.2 0.0 1485.01 0.00 45.00 0.00 ELEMENT NO 4 IS A TRANSITION • ' • U/S DATA STATION INVERT SECT N 1376.77 1485.43 36 0.013 ELEMENT NO 5 IS A REACH • • ' U/S DATA STATION INVERTSECT N .RADIUS ANGLE ANG PT MAN H 1989.16 1493.15 36 0.013 0.00 0.00 0.00 1 ELEMENT NO 6 IS A SYSTEM HEADWORKS + U/S DATA STATION INVERT SECTW S ELEV 1999.58 1492.95 36 _ 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING LICENSEE: HALL 3 FOREMAN F0515P WATER SURFACE PROFILE LISTING SUM4IT HEIGHTS BACK -BONE SYSTEM (SIERRA LAKES PARKWAY) INPUT/OUTPUT FILE: 02148B.INP/OUT PAGE 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEI.1 50 SF AVE HF NORM DEPTH ZR 1002.58 1479.70 6.660 1486.360 78.4 6.24 0.604 1486.964 0.00 2.682 276.39 0.01260 .002959 0.82 1278.97 1483.18 4.000 1487.183 78.4 6.24 0.604 1487.787 0.00 2.682 31.48 0.01260 .002772 0.09 1310.45 1483.58 3.629 1487.209 78.4 6.54 0.665 1487.874 0.00 2.682 15.09 0.01260 .002697 0.04 1325.54 1483.77 3.413 1487.183 78.4 6.86 0.731 1487.914 0.00 2.682 8.37 0.01260 .002882 0.02 1333.91 1483.87 3.280 1487.155 78.4 7.11 0.785 1487.940 0.00 2.682 HYDRAULIC JUMP 1333.91 1483.87 2.178 1486.053 78.4. 11.21 1.952 1488.005 0.00 2.682 16.45 0.01260 .008651 0.14 1350.36 1484.08 2.228 1486.311 78.4 10.89 1.843 1488.154 0.00 2.682 16.41 0.01260 .007840 0.13 1366.77 1484.29 2.317 1486.607 78.4 10.39 1.675 1488.282 0.00 2.682 JUNCT STR 0.14250 .014662 0.06 1370.77 1484.86 1.084 1485.944 34.2. 12.43 2.39E 1488.342 0.00 1.739 TRANS STR 0.09500 .017300 0.10 1376.77 1485.43 1.422 1486.852 34.2 10.36 1.668 1488.520 0.00 1.900 351.03 0.01261 .012633 4.43 1727.80 1489.86 1.422 1491.277 34.2 10.36 1.668 1492.945 0.00 1.900 140.36 0.01261 - .012245 1.72 1868.16 1491.62 1.448 1493.073 34.2 10.12 1.591 1494.664 0.00 1.900 61.50 0.01261 .011149 0.69 1929.66 1492.40 1.503 1493.903 34.2 9.65 1.446 1495.349 0.00 1.900 26.70 0.01261 .009817 0.26 1956.36 1492.74 1.560 1494.296 34.2 9.20 1.315 1495.611 0.00 1.900 14.79 0.01261 .008652 0.13 1971.15 1492.92 1.621 1494.544 34.2 8.77 1.195 1495.739 0.00 1.900 8.98 0.01261 .007634 0.07 1980.13 1493.04. 1.685 1494.721 34.2 8.36 1.086 1495.807 0.00 1.900 5.42 0.01261 .006743 0.04 1985.55 1493.11 1.752 1494.857 34.2 7.98 0.988 1495.845 0.00 1.900 2.83 0.01261 - .005961 0.02 1988.38 1493.14 1.823 1494.963 34.2 7.60 0.898 1495.861 0.00 1.900 0.78 0.01261 .005276 0.00 1989.16 1493.15 1.900 1495.050 34.2 7.25 0.e15 1495.865 0.00 1.900 4.00 0.00 0.00 0 0.00 1.967 0.00 4.00 0.00 0.00 0 0.00 1.967 0.00 4.00 0.00 0.00 0 0.00 1.967 0.00 4.00 0.00 0.00 0 0.00 1.967 0.00 4.00 0.00 0.00 0 0.00 0.00 4.00 0.00. 0.00 0 0.00 1.967 0.00 4.00 0.00 0.00 0 0.00 1.967 0.00 4.00 0.00 ,0.00 0 0.00 0.00 4.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 1.422 0.00 3.00 0.00 0.00 0 0.00. 1.422 0.00 3.00 0.00 0.00 0 0.00 1.422 0.00 3.00 0.00 0.00 0 0.00 1.422 0.00 3.00 0.00 0.00 0 0.00 1.422 0.00 3.00 0.00 0.00 0 0.00 1.422 0.00 3.00 0.00 0.00 0 0.00 1.422 0.00 3.00 0.00 0.00 0 0.00 1.422 0.00 3.00 0.00 0.00 0 0.00 1.422 0.00 3.00 0.00 0.00 0 0.00 Hydraulic Calculations for Tract 15 841 • DATE: TIME: 10/21/2001 13:47 F0515P WATER SURFACE FROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y16) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 48 4 4.00 CD 54 4 4.50 CD 60 4 6.00 HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING SUMMIT HEIGHTS INTERIOR SYSTEM (TRACT 15841) INPUT/OUTPUT FILE: 15841.INP/OUT F051 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • • • U/S DATA STATION INVERT SECT W S ELEV 1000.00 1516.87 36 1524.49 ELEMENT NO 2 IS A REACH • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1040.43 1517.68 36 0.013 0.00. 0.00 0.00 0 ELEMENT NO 3 IS A REACH • • U/S DATA .STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1059.62 1518.06 36 0.013 0.00 49.00 0.00 0 ELEMENT NO 4 IS A REACH • ' • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1173.16 1520.33 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1207.97 1521.03 36 0.013 0.00 88.37 0.00 0 ELEMENT NO 6 IS A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1331.86 1523.51 36 0.013 0.00 0.00. 0.00 0 ELEMENT NO 7 IS A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1407.74 1525.02 36 0.013 0.00 96.37 0.00 0 ELEMENT NO 8 IS A JUNCTION • • • • • • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1411.74 1525.10 36 18 0 0.013 . 16.8 0.0 1525.20 0.00 45.00 0.00 ELEMENT NO 9 IS A REACH • • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2059.75 1538.06 36 0.013 0.00 35.50 0.00 1 ELEMENT NO 10 IS A SYSTEM HEADWORKS • • U/S DATA STATION INVERT SECT W S ELEV 2060.75 1538.16 36 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING 1 1 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS INTERIOR SYSTEM (TRACT 15841) INPUT/OUTPUT FILE: 15841.INP/OUT PAGE STATION INVERT DEPTH W.S. Q .VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO AVEPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1000.00 1516.87 7.620 1524.490 41.4 5.86 0.533 1525.023 0.00 2.096 40.43 0.02004 .003853 0.16 1040.43 1517.68 6.966 1524.646 41.4 5.86 0.533 1525.179 0.00 2.096 19.19 0.01980 .003853 0.07 1059.62 1518.06 6.738 1524.798 41.4 5.86 0.533 1525.331 0.00 2.096 113.54 0.01999 .003853 0.44 1173.16 1520.33 4.906 1525.236 41.4 5.86 0.533. 1525.769 0.00 2.096 34.81 0.02011 .003853 0.13 1207.97 1521.03 4.445 1525.475 41.4 5.86 0.533 1526.008 0.00 2.096 89.42 0.02002 .003823 0.34 1297.39 1522.82 3.000 1525.820 41.4 5.86 0.533 1526.353 0.00 2.096 3.70 0.02002 .003617 0.01 1301.09 1522.89 2.936 1525.830 41.4 5.89 0.538 1526.368 0.00 2.096 HYDRAULIC JUHP 1301.09 1522.89 1.463 1524.357 41.4 12.09 2.271 1526.628 0.00 2.096 30.77 0.02002 .016172 0.50 1331.86 1523.51 1.496 1525.006 41.4 11.76 2.147 1527.153 0.00 2.096 14.04 0.01990 .015116 0.21 1345.90 1523.79 1.522 1525.311. 41,4 11.50 2.054 1527.365 0.00 2.096 21.08 0.01990 .013797 0.29 1366.98 1524.21 1.580 1525.789 41.4 10.96 1.867 1527.656 0.00 2.096 13.91 0.01990 .012163 0.17 1380.89 1524.49 1.642 1526.128 41.4 10.45 1.697 1527.825 0.00 2.096 9.74 0.01990 .010736 0.10 1390.63 1524.68 1.707 1526.387 41.4 9.97 1.542 1527.929 0.00 2.096 6.94 0.01990 .009484 0.07 1397.57 1524.82 1.775 1526.593 41.4 9.50 1.403 1527.996 0.00 2.096 4.73 0.01990 .008390 0.04 1402.30 1524.91 1.848 1526.760 41.4 9.06 1.275 1528.035 0.00 2.096 3.12 0.01990 .007434 0.02 1405.42 1524.97 1.925 1526.899 41.4 8.64 1.159 1528.058 0.00 2.096 1.76 0.01990 .006599 0.01 1407.18 1525.01 2.007 1527.016 41.4 8.24 1.054 1528.070 0.00 2.096 0.56 0.01990 .005867 0.00 1407.74 1525.02 2.096 1527.116 41.4 7.85 0.957 1528.073 0.00 2.096 JUNCT STR 0.02000 .003351 0.01 - 1411.74 1525.10 2.787 1527.887 24.6 3.59 0.200 1528.087 0.00 1.600 8.37 0.02000 - .001209 0.01 1420.11 1525.27 2.609 1527.876 24.6 3.77 0.221 1528.097 0.00 1.600 6.36 0.02000 .001295 0.01 1426.47 1525.39 2.468 1527.863 24.6 3.95 0.243 1528.106 0.00 1.600 4.49 0.02000 .001404 0.01 3.00 0.00 0.00 0 0.00 1.390 0.00 3.00 0.00 0.00 0 0.00 1.394 0.00 3.00 0.00 0.00 0 0.00 1.390 0.00 3.00 0.00 0.00 0 0.00 1.390 0.00 3.00 0.00 0.00 0 0.00 1.390 0.00 3.00 0.00 0.00 0 0.00 1.390 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 I.390 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 1.392 0.00 3.00 0.00 0.00 0 0.00 0.00 3.00 0.00 0.00 0 0.00 1.044 0.00 3.00 0.00 0.00 0 0.00 1.044 0.00 3.00 0.00 0.00 0 0.00 1.044 0.00 1 1 LICENSEE: HALL d FOREMAN F0515P WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS INTERIOR SYSTEM (TRACT 15841) INPUT/OUTPUT FILE: 15841.INP/OUT PAGE 2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER. L/ELEM SO SF AVE HF NORM DEPTH ZR 1430.96 1525.48 2.371 1527.856 24.6 4.11 0.262 1528.118 0.00 1.600 3.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1430.96 1525.48 1.044 1526.529 24.6 11.24 1.963 1528.492 - 0.00 1.600 3.00 0.00 0.00 0 0.00 390.42 0.02000 .020106 7.85 1.044 0.00 1821.3e 1533.29 1.044 1534.337 24.6 11.24 1.963 1536.300 0.00 1.600 3.00 0.00 0.00 0 0.00 127.98 D.02000 .019151 2.45 1.044 0.00 1949.36 1535.85 1.072 1536.924 24.6 10.85 1.827 1538.751 0.00 1.600 3.00 0.00 0.00 0 0.00 43.76 0.02000 .017073 0.75 1.044 0.00 1993.12 1536.73 1.110 1537.837 24.6 10.34 1.660 1539.497 0.00 1.600 3.00 0.00 0.00 0 0.00 22.06 0.02000 .014970 0.33 1.044 0.00 2015.18 1537.17 1.150 1538.319 24.6 9.86 1.510 1539.829 0.00 1.600 3.00 0.00 0.00 0 0.00 14.01 0.02000 .013131 0.18 1.044 0.00 2029.19 1537.45 1.191 1538.640 24.6 9.40 1.372 1540.012 0.00 1.600 3.00 0.00 0.00 0 0.00 9.53 0.02000 .011524 0.11 1.044 0.00 2038.72 1537.64 1.235 1538.874 24.6 8.97 1.248 1540.122 0.00 1.600 3.00 0.00 0.00 0 0.00 6.92 0.02000 .010119 0.07 1.044 0.00 2045.64 1537.78 1.280 1539.058 24.6 8.55 1.134 1540.192 0.00 1.600 3.00 0.00 0.00 0 0.00 5.05 0.02000 .008886 0.04 1.044 0.00 2050.69 1537.88 1.327 1539.206 24.6 8.15 1.031 1540.237 0.00 1.600 3.00. 0.00 0.00 0 0.00 3.59 0.02000 .007810 0.03 1.044 0.00 2054.28 1537.95 1.377. 1539.328 24.6 7.77 0.937 1540.265 0.00 1.600 3.00 0.00 0.00 0 0.00 2.60 0.02000 .006868 0.02 1.044 0.00 2056.88 1538.00 1.428 1539.431 24.6 7.41 0.852 1540.283 0.00 1.600 3.00 0.00 0.00 0 0.00 1.69 0.02000 .006041 0.01 1.044 0.00 2058.57 1538.04 1.482 1539.518 24.6 7.06 0.775 1540.293 0.00 1.600 _ 3.00 0.00 0.00 0 0.00 0.91 0.02000 .005319 0.00 1.044 0.00 2059.48 1538.06 1.539 1539.594 24.6 6.73 0.704 1540.299 0.00 1.600 3.00 0.00 0.00 0 0.00 0.27 0.02000 .004684 0.00 1.044 0.00 2059.75 1538.06 1.600 1539.660 24.6 6.42 0.639 1540.299 0.00 1.600 3.00 0.00 0.00 0 0.00 2060.75 1538.16 1.600 1539.760 24.6 6.42 0.639 1540.399 0.00 1.600 3.00 0.00 0.00 0 0.00 CONCLUSION The proposed development has been designed to route all surface flows from a 25-year storm via a public storm drain system to the Highland Channel that is located directly south of the proposed development. The Public Storm Drain System was designed to its ultimate capacity including the areas from Tract Map 15842 and the 80 acres located to the east as identified in the Master Drainage Study. The Master Drainage Study also identified a total peak run-off of496 cfs to the Highland Channel for a 25-year storm. As shown in the calculations, a peak run-off of 428 cfs was calculated for a 25-year storm and a peak run-off of 522 cfs was calculated for a 100-year storm, therefore falling within the guidelines. Finally, the Sierra Lakes Golf Course, located directly east of the proposed development, was constructed to retain 100% of • all surface flows onsite. Therefore no surface flows will be discharged into the Highland Channel, creating a reserve capacity of approximately 900 cfs. Therefore, this development will not affect the integrity of the Channel. City of Fontana Miscellaneous Reference Plates COVER PAGE WITH R.C.E. STAMP DISCUSSION (PURPOSE,DESCRIPTION OF WATERSHED, METHODOLOGY, SUMMARY) WATERSHED BOUNDARY/TOPOGRAPHIC MAP WATERSHED INFORMATION FORM (FIG. E-7 ) WATERSHED GEOMETRIC INFORMATION MAP E— WATERSHED POINT RAINFALL ISOHYETAL MAPS .4- WATERSHED POINT RAINFALL AREA - AVERAGING CALCULATIONS 14- WATERSHED AREA AVERAGED POINT RAINFALL ESTIMATIONS FOR PEAK 5 AND 30 MINUTES, AND 3-HOURS OF RAINFALL.(FIG. 12-3 AND E-8 ) SAN BERNARDINO COUNTY HYDROLOGY MANUAL ADJUSTED AND UNADJUSTED MASS RAINFALL PLOTS (FIG. E-8) WATERSHED RUNOFF HYDROGRAPH (3- HOUR OR 24 - HOUR STORM, AS 'APPROPRIATE ) AP►ENDICES TO REPORT (..q. 8 SOIL LOSS 'CALCULATIONS, *Pc. ) REQUIRED REPORT FORMAT FOR UNIT HYDROGRAPH STUDY 1 r 1 I c. LEVEL LINE REFERENCE• IS 'CENTERLINE LEVEL SEE NOTE NO. 7 12" MINIMUM OF 95% COMPACTED . NATIVE SUBGRADE ' SEE NOTE 2 1/2 R/W • AC PAVING 2% NOTES: . "A" R S W SETBACK TO WALL PER DEVELOPMENT CODE ON RESIDENTIAL SIDEYARDS OR COMMERCIAL SETBACKS. 0.5' U I I I I I L itti,t • SIDEWALK OVER 90% CURB COMPACTED NATIVE AND 'GUTTER . SEE NOTE 8 : TYPICAL MID -BLOCK 1/2 WIDTH STREET SECTION Roadway Designation R/W W Porkwoy P Sidewalk S "A" 6" CURB "A" 8" CURB MIN. . AC Local 64' 20' 12' S' - -0.01' • 0.16' 4" Short • Local (<600' 60' 18' 12' 5' 0.03' 0.20' 4" Lacot Industrial • 60' 24' 6' 4.5' N/A 0.08' ..5.5" Collector 68' 22' 12' S' N/A 0.12' 4,5" Industr of 68' 28' 6' 5' N/A 0 5.5" Secondary 92' 34' 12' 6' N/A —0.12' 6.5" 4- 1. THE LEVEL- UNE OFFSETS ARE BASED UPON A STRAIGHT GRADE CROSSFALL OF 2% EXCEPT AS OTHERWISE APPROVED BY THE CITY ENGINEER. "A" CALCULATION INCLUDES 3/8" ASPHALT UP. 2. ACTUAL THICKNESS OF A.C. PAVEMENT AND/OR BASE .COURSE MATERIAL FOR STRUCTURAL STREET SECTION SHALL BE RECOMMENDED BY A GEOTECHNICAL ENGINEERING REPORT AND SUBMITTED TO' THE CITY OF FONTANA FOR APPROVAL UPON COMPLETION OF ROUGH GRADING UNLESS OTHERWISE DIRECTED BY THE CITY ENGNEER. SEE STANDARD DETAIL 1002 FOR ADDITIONAL DESIGN PARAMETERS. 3. A.C. FINISH COURSES. MIN. 0.1'. C2-AR-4000. BASE COURSES MIN. 0.15' B—AR-4000. 4: CRUSHED AGGREGATE BASE SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR PUBUC WORKS -CONSTRUCTION (GREEN 800K - LATEST EDITION) • AND AS APPROVED BY THE CITY ENGINEER. 5. INTERSECTION CROSS-SECTIONS/GEOMETRY SHALL BE BASED. UPON AN AUGNMENT STUDY.: 6. FOR INFILL AND COMMUNITY/SPECIFIC PLAN AREAS OTHER STREET CROSS -SECTIONS MAY APPLY AS APPROVED ' BY THE CITY ENGINEER. • 7. ADDITIONAL IMPROVEMENTS BEYOND JOIN UNE MAY BE REQUIRED BY THE CITY ENGINEER WHEN MATCHING EXISTING IMPROVEMENTS. 8.: EXACT LOCATION/WIDTH OF SIDEWALK MAY' VARY AND SHALL 8E DETERMINED AT PLAN REVIEW AS APPROVED BY THE CITY ENGINEER. APPRO%i D BY: CITY ENGINEER DATE ROBERT W. WEDDLE DRAWN BY: ERIC LEWIS DATE OF LAST REVISION: • CITY OF FONTANA TYPICAL UNDIVIDED STREET SECTIONS STD. PLAN NO. 1000 ISHT. 1 OF 1 N 1 111111 slum ill.' 0QaorESSIpqfi • APPROVED BY: €h - ' ' ci G/4t• 9y W tTY ENGINEER • DATE `lc - No. 25126 " ROBERT W. WEDDLE 4c UP. 12/31/01 „E. DRAWN BY: r/ CIVIL.' �� '4F OF CAIII • DATE OF LAST REVISION: i • • • ' STREET CLASSIFICATION • • • LOCAL INDUSTRIAL INDUSTRIAL -COLLECTOR SHORT LOCAL (< 600 FEET) LOCAL • COLLECTOR SECONDARY HIGHWAY PRIMARY HIGHWAY MAJOR. HIGHWAY TRAFFIC INDEX (TI) (SEE NOTE 2)•7..g (BASED UPON MIN. 20 YEAR DESIGN LIF) . 5.5 • 5.5 6.5 9-10.5 • RIGHT —OF --WAY (FT) • 60 68 60 64 68 92 104 132 • CURB TO CURB WIDTH (FT) 48 . 56' •36 40 44 ' 68 80 108 MEDIAN. CURB TO PARKWAY CURB WIDTH (FT) N/A N/A . N/A .N/A N/A . N/A 33 44 PREFERRED HORIZONTAL . CENTERLINE RADIUS (FT) 825 + AS APPROVED 825 . 375 * • BY THE 375, '' CITY 825 ENGINEER 1400 (R=200' 1750 MINIMUM) 2200 MINIMUM DESIGN SPEED (MPH) 40 40 30 30 40 50 • • 55 60 • RESIDENTIAL. ACCESS PROHIBITED • NO' NO NO 'NO YES YES YES• YES COMMERCIAL/INDUSTRIAL DRIVEWAY ACCESS AS APPROVED BY THE ' CITY ENGINEER ISTD. PLAN NO. 1002 STREET DESI REQUIREMEI CITY OFFONTANA I INTERSECTION INTERVALS • • •• REFER TO STREET DESIGN CRITERIA • • NOTES: • 1, STREET GRADES AND GEOMETRICAL DESIGN CRITERIA SHALL CONFORM;, TO STANDARD DESIGN PRACTICES. CRITERIA SHOWN ARE SUBJECT TO CHANGE AS REQUIRED BY THE CITY ENGINEER, MINIMUM GRADE — •0.40X, MAXIMUM GRADE — 10 & SEE STANDARD DETAILS 1000 AND 1001 FOR ADDITIONAL DESIGN PARAMETERS. •. THE DESIGN ENGINEER SHALL OBTAIN APPROVAL FROM THE CITY. ENGINEER FOR THE PROPOSED TRAFFIC INDEX, PRIOR TO DESIGN SUBMITTAL FOR STREET STRUCTURAL SECTION. • 3. ACTUAL THICKNESS OF • A.C.• PAVEMENT AND/OR BASE • COURSE MATERIAL FOR . STRUCTURAL STREET SECTION SHALL BE RECOMMENDED BY A GEOTECHNICAL ENGINEERING' REPORT AND SUBMITTED • TO THE CITY OF FONTANA FOR APPROVAL UPON COMPLETION OF . ROUGH • GRADING UNLESS • OTHERWISE DIRECTED' BY THE CITY ENGINEER. MAXIMUM PERMISSIBLE R-VALUE IS 70, co t 0 .11113 r D z z z •9L9LOSE6O6= 1 NORTH a EAST RECOMMENDED UTILITY LOCATION t •ter T. r.. 1. • I .•11•iY'I:V.-- •W = 3r= R,(W f `�- Fre Hydrant 0.01 Typical Rirkway Section UTILITY . MIN. COVER ® WATER e STORM DRAIN © SEWER ® GAS ® POWER ®. TELEPHONE-CATV ® STREET LIGHTS 36" Varies Varies 30" 48" 48" I. Notes Varies Varies o NIN. Typical Adjacent Sidewalk Section RECOMMENDED UTILITY INSTALLATION SCHEDULE 2 3 4 6. STORM DRAIN • SEWER POWER a TELEPHONE CURB 8 GUTTER WATER GAS' MING _ Where Ultimate Street Improvements Are To Be Constructed, Minimum Cover Of Utility Lines May Be • Varied To Facilibte Installation, 2. The Utility Companies Shall Make Every Effort To Locate Their Facilities In The Recommended Locations , Particularly In New Subdivisions. 3. Edison 8 Telephone Utilities May Use A Common Trench. Alternate Location May Be Either The Edison Position Or The Teleph cne Position. 4. The Center 24 0f The Street Shall Be Reserved For Sewer And Sbrm Drain Installation. 5. Surfoce Of Vaults Or Manholes Must Match Pavement And Parkway Grades. Streets. 6. Repair Of Trenches And Replocement Of Rived Surfacing In Existing City Roods Shall Be In Accordance With Current Specifications For Trench Repair, 7 Whenev'erPassible,Monhoie Covers Shall Not Be Placed Within The Sidewalks. CITY OF FONTANA, CALIFORNIA UNDERGROUND UTILITY LOCATION brown By Carlos Navarro Checked By 8. ittlef r/er Approved // f /4 _ 77 CITY ENGINEER STD. DETAII 129